project manual jfk cell phone lot george bush ...€¦ · 04/10/2016 · 271300 backbone and riser...

City of Houston - Department of Aviation - Planning Design and Construction Division

PROJECT MANUAL

JFK CELL PHONE LOT

GEORGE BUSH INTERCONTINENTAL AIRPORT

PROJECT No.: 721

CIP No.: A-0610.02

ISSUED FOR BID

VOLUME NO. 2 OF 2

October 4, 2016

RS&H, Inc. 11011 Richmond Ave. Suite 900 Houston, Texas 77042 713.914.4455 TBPE Firm Registration No. 3401

October 4, 2016

THIS PAGE LEFT INTENTIONALLY BLANK

JFK CELL PHONE LOT


PROJECT No.: 721 CIP No.: A-0610.02

I HEREBY CERTIFY THAT THE FOLLOWING PROJECT MANUAL DOCUMENTS WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF TEXAS.

Spec # 26 01 26 Maintenance Testing For Electrical Systems

Spec # 26 05 19 Low Voltage Electrical Power Conductors And Cables

Spec # 26 05 26 Grounding And Bonding For Electrical Systems

Spec # 26 05 29 Hangers and Supports for Electrical Systems

Spec # 26 05 33 Raceway And Boxes For Electrical Systems

Spec # 26 05 53 Identification for Electrical Systems

Spec # 26 08 00 Commissioning of Electrical Systems

Spec # 26 22 13 Low-Voltage Distribution Transformers

Spec # 26 24 16 Panelboards

Spec # 26 27 26 Wiring Devices

Spec # 26 28 12 Enclosed Switches And Circuit Breakers

Spec # 26 28 13 Fuses

Spec # 26 43 00 Transient Voltage Suppression

Spec # 26 52 00 Area Lighting

Spec # 33 71 73 Electrical Utility Services

August 26, 2016

With respect to the specifications listed above, where portions of text have been lined through (example), this text has been deleted and does not apply to this project. Where portions of text have been highlighted (example), this text has been added and is binding to this project.

JFK CELL PHONE LOT



I HEREBY CERTIFY THAT THE FOLLOWING PROJECT MANUAL DOCUMENTS WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF TEXAS.

Spec 270526 Telecommunications Grounding And Bonding

Spec 270543 Exterior Communication Pathways

Spec 270553 Identification And Labeling Of Communication Infrastructure

Spec 271100 Communications Cabinets And Equipment Rooms

Spec 271300 Backbone And Riser Media Infrastructure

Spec 271500 Horizontal Media Infrastructure

Spec 272100 Data Communication Network Equipment

Spec 272133 Airport Wifi

Spec 281300 Accesss Control Systems

Spec 282300 Video Surveillance Control And Management System

August 26, 2016


JFK CELL PHONE LOT



I HEREBY CERTIFY THAT THE FOLLOWING PROJECT MANUAL DOCUMENTS WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED UNDER THE LAWS OF THE STATE OF TEXAS.

Spec # 015639 Tree Treatment

Spec # 328400 Planting Irrigation

Spec # 329100 Planting Preparation

August 26, 2016


JFK Cell Phone Lot

Project No. 721 TABLE OF CONTENTS

00010-1 03-07-2016

Document 00010

VOLUME 2 TABLE OF CONTENTS

NOTE: Capitalized Specification Sections are included in http://documents.publicworks.houstontx.gov/document-center/cat_view/88-engineering-and-construction/92-specifications.html; and are incorporated in Project Manuals by reference as if copied verbatim. Documents listed "for filing" are to be provided by Bidder and are not included in this Project Manual unless indicated for example only. The Document numbers and titles hold places for actual documents to be submitted by Contractor during Bid, post-bid, or construction phase of the Project. Specification Sections marked with an asterisk (*) are amended by a supplemental specification, printed on blue paper and placed in front of the Specification it amends. Documents in the 200, 300 and 400 series of Division 00, except for Document 00410B – Bid Form, Part B, are not part of the Contract.

Doc. No. Document Title Doc. Date

INTRODUCTORY INFORMATION

00010 Table of Contents ...................................................................... 03-07-2016

SPECIFICATIONS

DIVISION 2 – SITE WORK

02081 Cast-In-Place Concrete Manholes ............................................. 01-01-2011 02082 Precast Concrete Manholes ...................................................... 01-01-2011 02085 Valve Boxes, Meter Boxes, and Meter Vaults ............................ 01-01-2011 02086 Adjusting Manholes, Inlets, and Valve Boxes to Grade ............. 01-01-2011 02090 Frames, Grates, Rings, and Covers .......................................... 07-01-2016 02136 Waste Material Handling, Testing and Disposal ........................ 01-01-2011 02221 Removing Existing Pavements and Structures .......................... 07-01-2009 02233 Clearing and Grubbing............................................................... 01-01-2011 02260 Trench Safety System ............................................................... 02-01-2011 02315 Roadway Excavation ................................................................. 07-01-2009 02316 Excavation and Backfill for Structures ....................................... 01-01-2011 02317 Excavation and Backfill for Utilities ............................................ 01-01-2011 02318 Extra Unit Price Work for Excavation and Backfill ..................... 01-01-2011 02319 Borrow ....................................................................................... 01-01-2011 02320 Utility Backfill Materials .............................................................. 01-01-2011 02321 Cement Stabilized Sand ............................................................ 01-01-2011 02330 Embankment ............................................................................. 10-01-2002 02337 Lime_Fly Ash Stabilized d Subgrade ......................................... 10-01-2002

http://documents.publicworks.houstontx.gov/document-center/cat_view/88-engineering-and-construction/92-specifications.html

http://documents.publicworks.houstontx.gov/document-center/cat_view/88-engineering-and-construction/92-specifications.html

JFK Cell Phone Lot


00010-2 03-07-2016

02338 Portland Cement Stabilized Subgrade ....................................... 10-01-2002 02448 Pipe and Casing Augering for Sewers ....................................... 10-01-2002 02465 Drilled Shaft Foundations .......................................................... 10-01-2002 02506 Polyvinyl Chloride Pipe .............................................................. 01-01-2011 02511 Water Lines ............................................................................... 01-01-2011 02512 Water Tap and Service Line Installation .................................... 04-27-2012 02514 Disinfection of Water Lines ........................................................ 01-01-2011 02515 Hydrostatic Testing Of Pipelines ................................................ 01-01-2011 02516 Cut, Plug, And Abandonment of Water Lines ............................ 01-01-2011 02520 Fire Hydrants ............................................................................. 05-05-2011 02521 Gate Valves ............................................................................... 01-01-2011 02525 Tapping Sleeves and Valves ..................................................... 01-01-2011 02531 Gravity Sanitary Sewers ............................................................ 01-01-2011 02533 Acceptance Testing For Sanitary Sewers .................................. 01-01-2011 02534 Sanitary Sewer Service Stubs or Reconnections ...................... 01-01-2011 02558 Cleaning and Television Inspection ........................................... 01-01-2011 02581 Street Lighting Conduit .............................................................. 10-01-2002 02611 Reinforced Concrete Pipe .......................................................... 02-01-2011 02621 Geotextile .................................................................................. 10-01-2002 02631 Storm Sewers ............................................................................ 01-26-2012 02632 Cast-In-Place Inlets, Headwalls and Wingwalls ......................... 10-01-2002 02633 Precast Concrete Inlets, Headwalls, and Wingwalls .................. 10-01-2002 02751 Concrete Paving ........................................................................ 07-01-2009 02752 Concrete Pavement Joints ......................................................... 10-01-2002 02752s Concrete Pavement Joints ........................................................ 12-29-2009 02753 Concrete Pavement Curing ....................................................... 10-01-2002 02764 Raised Pavement Markers ........................................................ 07-01-2012 02767 Thermoplastic Pavement Markings ........................................... 07-01-2012 02771 Curb, Curb and Gutter, and Headers ......................................... 10-01-2002 02772 Concrete Medians and Directional Islands ................................ 10-01-2002 02775 Concrete Sidewalks ................................................................... 10-01-2002 02811 Landscape Irrigation .................................................................. 10-01-2002 02911 Topsoil ....................................................................................... 10-01-2002 02915 Tree Planting ............................................................................. 01-01-2011 02921 Hydromulch Seeding ................................................................. 01-01-2011

DIVISION 3 – CONCRETE 03315 Concrete for Utility Construction ................................................ 10-01-2002

DIVISION 4 – MORTAR

04061 Mortar ........................................................................................ 10-01-2002

DIVISION 5 – METALS 051200 Structural Steel Framing ............................................................ 08-26-2016 053100 Steel Decking ............................................................................ 08-26-2016

JFK Cell Phone Lot


00010-3 03-07-2016

DIVISION 6 – WOOD AND PLASTICS (NOT USED)

DIVISION 7 – THERMAL AND MOISTURE PROTECTION (NOT USED)

DIVISION 8 – DOORS AND WINDOWS (NOT USED)

DIVISION 9 – FINISHES (NOT USED) DIVISION 10 – SPECIALTIES (NOT USED) DIVISION 11 – EQUIPMENT (NOT USED) DIVISION 12 – FURNISHINGS (NOT USED) DIVISION 13 – SPECIAL CONSTRUCTION (NOT USED)

DIVISION 14 – CONVEYING SYSTEMS (NOT USED) DIVISION 15 – MECHANICAL (NOT USED) DIVISION 16 – ELECTRICAL (NOT USED) DIVISION 26 – ELECTRICAL

260126 Maintenance Testing For Electrical Systems 260519 Low Voltage Electrical Power Conductors and Cables 260526 Grounding and Bonding For Electrical Systems 260529 Hangers and Supports for Electrical Systems 260533 Raceway and Boxes for Electrical Systems 260553 Identification for Electrical Systems 260800 Commissioning of Electrical Systems 262213 Low-Voltage Distribution Transformers 262416 Panelboards 262726 Wiring Devices 262812 Enclosed Switches and Circuit Breakers 262813 Fuses 264300 Transient Voltage Suppression 265200 Area Lighting

DIVISION 27 – IAH TELECOMMUNICATIONS 270526 Telecommunications Grounding & Bonding 270543 Exterior Communication Pathway 270553 Identification and Labeling Of Communication Infrastructure 271100 Communications Cabinets and Equipment Rooms 271300 Backbone and Riser Media Infrastructure 271500 Horizontal Media Infrastructure 272100 Data Communication Equipment

JFK Cell Phone Lot


00010-4 03-07-2016

272133 Airport Wi-Fi

DIVISION 28 – IAH TELECOMMUNICATIONS 281300 Access Control System 282300 Video Surveillance Control and Management System

DIVISION 33 – ELECTRICAL SERVICES 337173 Electrical Utility Services

TxDOT SPECIFICATIONS

DMS-7200 Timber Posts and Blocks for Metal Beam Guard Fence DMS-8220 Hot Applied Thermoplastic Item 540 Metal Beam Guard Fence Item 542 Removing Metal Beam Guard Fence Item 550 Chain Link Fence

LANDSCAPING SPECIFICATIONS

015639 Tree Treatment 328400 Planting Irrigation 329100 Planting Preparation

SPECIAL SPECIFICATIONS G-109 Sawcutting G-113 Coordination of Contract, Plans, and Specifications G-114 Modification of Existing Utility G-115 Pre-Fabricated Building G-116 Decorative Fencing G-117 Purchase of Exterior Grade Furniture

END OF DOCUMENT

DIVISION 2 – SITE WORK

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CITY OF HOUSTON STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES

02081-1 01/01/2011

Section 02081

CAST-IN-PLACE CONCRETE MANHOLES

PART 1 G E N E R A L

1.01 SECTION INCLUDES

A. Cast-in-place concrete manholes for sanitary sewers, water lines and storm sewers, including

box sewers. B. Pile-supported concrete foundation used for unstable subgrade treatment for manhole base.

1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for manholes is on a unit price basis for each manhole installed. 2. Payment for Type C manhole with BB inlet top is on a unit price basis for each. 3. Payment for pile-supported concrete foundation used for unstable subgrade treatment

for manhole base is on a unit price basis for each foundation installed. 4. Refer to Section 01270 - Measurement and Payment for unit price procedures.

B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for Work in this Section is included in total Stipulated Price.

1.03 REFERENCES

A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings. B. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile. C. ASTM C 270 - Standard Specification for Mortar for Unit Masonry. D. ASTM C 923 - Standard Specifications for Resilient Connectors Between Reinforced

Concrete Manhole Structures and Pipes. E. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic - Cement Grout (Non-

shrink).


02081-2 01/01/2011

F. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft

3).

G. ASTM D 2665 - Standard Specification for Poly Vinyl Chloride (PVC) Plastic Drain, Waste

and Vent Pipe, and Fittings. H. ASTM D 2996 - Standard Specification for Filament-wound Fiberglass (Glass-Fiber-

Reinforced Thermosetting-Resin) Pipe. I. ASTM D 2997 - Standard Specification for Centrifugally Cast Fiberglass (Glass-Fiber-

Reinforced Thermosetting-Resin) Pipe. J. ASTM F 2306 – Standard Specification for 12 to 60 in. [300 to 1500 mm] Corrugated profile

– Wall Polyethylene (PE) Pipe Fittings for Gravity-Flow Storm Sewer and Subsurface Drainage Applications.

K. ASTM F 2510 – Standard Specification for Resilient Connectors Between Concrete Manhole

Structures and Corrugated High Density Polyethylene Drainage Pipes. L. AWWA C 213 - Standard for Fusion Bonded Epoxy Coating for Interior and Exterior of

Steel Water Pipelines.

1.04 SUBMITTALS

A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit proposed design mix and test data for each type and strength of concrete. C. Submit manufacturer's data and details of following items for approval:

1. Frames, grates, rings, and covers. 2 Materials to be used in fabricating drop connections. 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing. 6. Installation instructions for forms.


02081-3 01/01/2011

PART 2 P R O D U C T S 2.01 CONCRETE

A. Conform to requirements of Section 03315 - Concrete for Utility Construction. B. Provide Class A concrete with minimum compressive strength of 4000 psi unless otherwise

indicated on Drawings.

2.02 REINFORCING STEEL

A. Conform to requirements of Section 03315 - Concrete for Utility Construction.

2.03 MORTAR

A. Conform to requirements of Section 04061 - Mortar

2.04 MISCELLANEOUS METALS

A. Provide cast-iron frames, grates, rings, and covers conforming to requirements of Section 02090 - Frames, Grates, Rings, and Covers.

2.05 DROP CONNECTIONS AND STUBS

A. Provide drop connections and stubs conforming to same pipe material requirements used in main pipe, unless otherwise indicated on Drawings.

2.06 PIPE CONNECTIONS

A. Sanitary Sewers.

1. Provide resilient connectors conforming to requirements of ASTM C 923. Use the following materials for metallic mechanical devices as defined in ASTM C 923:

a. External clamps: Type 304 stainless steel b. Internal, expandable clamps on Standard manholes: Type 304 stainless steel,

11 gauge minimum c. Internal, expandable clamps on corrosion-resistant manholes:

(1) Type 316 stainless steel, 11 gauge minimum (2) Type 304 stainless steel, 11 gauge minimum, coated with minimum 16

mil fusion-bonded epoxy conforming to AWWA C213


02081-4 01/01/2011

2. Where rigid joints between pipe and cast-in-place manhole base are specified or shown on Drawings, provide polyethylene-isoprene waterstop meeting physical property requirements of ASTM C 923, such as Pres-Seal WS Series, or approved equal.

B. Storm Sewers: Use non-shrink grout for storm sewer pipe connections to concrete manholes,

unless otherwise shown on Drawings. Grout pipe penetration in place on both inside and outside of manhole.

C. Water Lines

1. Where smooth exterior pipes, i.e., steel, ductile iron, or PVC pipes are connected to manhole base or barrel, seal space between pipe and manhole wall with assembly consisting of rubber gasket or links mechanically compressed to form a watertight barrier. Assemblies: Press-Wedge, Pres-Seal, Thunderline, Link-Seals, or approved equal. See Drawings for placement of assembly in manhole sections.

2. When connecting concrete or cement mortar coated steel pipes, or as option for

connecting exterior pipes to manhole base or barrel, space between pipe and manhole wall may be sealed with an assembly consisting of a stainless steel power sleeve, stainless steel take-up clamp and a rubber gasket. Take-up clamp: Minimum of 9/16 inch wide. Provide PSX positive seal gasket system by Press-Seal Gasket Corporation or approved equal.

2.07 SEALANT MATERIALS

A. Provide sealing materials between precast concrete adjustment ring and manhole cover frame, such as Adeka Ultraseal P 201, or approved equal.

B. Provide external sealing material from Canusa Wrapid Seal manhole encapsulation system,

or approved equal. C. Butyl Sealant: Provide Press-Seal EZ Stick, or equal, for HDPE rings.

2.08 CORROSION-RESISTANT MANHOLE MATERIALS

A. Where corrosion-resistant manholes are indicated on the Drawings, refer to City of Houston Approved Product List for liner and/or coating materials.

2.09 BACKFILL MATERIALS

A. Conform to the requirements of Section 02317 - Excavation and Backfill for Utilities.


02081-5 01/01/2011

2.10 NON-SHRINK GROUT

A. Provide prepackaged, inorganic, flowable, non-gas-liberating, non-metallic, cement-based non-shrink grout requiring only addition of water.

B. Provide grout meeting requirements of ASTM C 1107 and having minimum 28-day

compressive strength of 7000 psi.

2.11 VENT PIPES

A. Provide external vent pipes for manholes where indicated on Drawings. B. Buried Vent Pipes: Provide 3 inch or 4 inch PVC DWV pipe conforming to ASTM D 2665.

Alternatively, provide FRP pipe as specified for vent outlet assembly. C. Vent Outlet Assembly: Provide vent outlet assembly as shown on Drawings, constructed of

following specified materials:

1. FRP Pipe: Provide filament-wound FRP conforming to ASTM D 2996 or centrifugally cast FRP conforming to ASTM D 2997. Seal cut ends in accordance with manufacturer's recommendations.

2. Joints and Fittings: Provide epoxy- bodied fittings and join pipe to fittings with epoxy

adhesive, according to pipe manufacturer's instructions. 3. Flanges: Provide socket-flange fittings for epoxy adhesive bonding to pipe ends

where shown on Drawings. Meet bolt pattern and dimensions for ASME B 16.1, 125-pound flanges. Use Type 304 stainless steel or hot-dip zinc coated, conforming to ASTM A 307, Class A or B flange bolts.

4. Coating: Provide 2-component, aliphatic polyurethane coating, using primer or tie

coat recommended by manufacturer. Provide two or more coats to yield dry film thickness of at least 3 mils. Provide Amershield, Tnemec 74, or approved equal. Project Manager selects color from manufacturer's standard colors.

2.12 MANHOLE LADDER FOR WATERLINE MANHOLES

A. Manhole Ladder: Fiberglass with 300-lb rating at appropriate length; conform to requirements of Occupational Safety and Health Standards (OSHA), U.S. Department of Labor except where shown on Drawings.

1. Use components, including rungs, made of fiberglass, fabricated with nylon or

aluminum rivets and/or epoxy. Apply non-skid coating to ladder rungs. Mount ladder using manufacturer's recommended hardware.


02081-6 01/01/2011

2. Provide ladder as manufactured by Saf-Rail or approved equal. Locate ladder as shown on Drawings.

3. Fiberglass: Premium type polyester resin, reinforced with fiberglass; constructed to

provide complete wetting of glass by resin; resistant to rot, fungi, bacterial growth and adverse effects of acids, alkalis and residential and industrial waste; yellow in color.

4. Provide approved petroleum-based tape encapsulating bolts in access manhole.

PART 3 E X E C U T I O N 3.01 EXAMINATION

A. Verify lines and grades are correct. B. Determine if subgrade, when scarified and recompacted, can be compacted to 95 percent of

maximum Standard Proctor Density at ±3% optimum moisture content according to ASTM D 698 prior to placement of material and base section. If it does not meet the moisture-density requirement, condition the subgrade until the required moisture-density requirement is met or treat as an unstable subgrade.

C. Do not build manholes in ditches, swales, or drainage paths unless approved by Project

Manager.

3.02 MANHOLES

A. Construct manholes to dimensions shown on Drawings. Commence construction as soon as possible after pipes are laid. On monolithic sewers, construct manholes at same time sewer is being constructed.

B. Unstable Subgrade Treatment: When unstable subgrade is encountered, notify Project

Manager for examination of subgrade to determine if subgrade has heaved upwards after being excavated. When heaving has not occurred, over-excavate subgrade to allow for 24-inch-thick layer of crushed stone wrapped in filter fabric as foundation material under manhole base. When there is evidence of heaving, provide pile-supported concrete foundation, as detailed on Drawings, under manhole base.

C. Cast manhole foundations and walls monolithically. Use cold joint with approved waterstop

when manhole flow line depth exceeds 12 feet. No other joints will be allowed unless shown on Drawings. Wrap cold joints with external sealing material, minimum 6-inch with.

D. For concrete containing micro silica admixtures, place, finish, and cure concrete for

manholes following procedures in Section 03315 - Concrete for Utility Construction


02081-7 01/01/2011

E. Top of manhole elevations shown on Drawings are approximate, based on current pavement and natural ground conditions as determined from elevations measured on 50-foot spacing. No additional payment will be made if final elevation of manhole ring and cover is higher or lower due to requirements of finished grade or replaced pavement surface.

F. For water lines place concrete for manhole base on 12” thick (minimum) foundation of cement stabilized sand. Compact cement stabilized sand in accordance with requirements of

02321 – Cement Stabilized Sand. G. For manholes located over large diameter water lines, place base on a foundation of cement

stabilized sand extending from bottom of manhole to bottom of trench. Manhole base is to be a minimum of 12-inches above water line.

3.03 PIPE CONNECTIONS

A. Install approved resilient connectors at each pipe entering and exiting water line and sanitary sewer manholes in accordance with manufacturer's instructions.

B. Grout storm sewer connections to manhole unless otherwise shown on Drawings. Grout pipe

penetrations both inside and outside of manhole. C. Ensure no concrete, cement stabilized sand, fill, or other solid material is allowed to enter

space between pipe and edge of wall opening at and around resilient connector on interior or exterior of manhole. When necessary, fill space with compressible material to ensure resilient connector will maintain full flexibility where evidence of reduced flexibility is encountered.

D. Where new manhole is to be constructed on existing sewer, a rigid joint pipe may be used.

Install waterstop gasket around existing pipe at center of cast-in-place wall. Join ends of split waterstop material at pipe spring line using adhesive recommended and supplied by waterstop manufacturer.

E. Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material.

F. Construct pipe stubs with resilient connectors for future connections at locations and with

material indicated on Drawings. Install approved stub plugs at interior of manhole. G. Test connection for watertight seal before backfilling.

3.04 INVERTS FOR SANITARY SEWERS

A. Construct invert channels to provide smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to following criteria:


02081-8 01/01/2011

1. Slope of invert bench: 1 inch per foot minimum; 1 1/2 inch per foot maximum. 2. Depth of bench to invert:

a. Pipes smaller than 15 inches: one-half of largest pipe diameter b. Pipes 15 to 24 inches: three-fourths of largest pipe diameter c. Pipes larger than 24 inches: equal to largest pipe diameter

3. Invert slope through manhole: 0.10 foot drop across manhole with smooth transition of flow at pipe-manhole connections. Conform to following criteria.

B. Form invert channels with Class A concrete if not integral with manhole base. For direction

changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts.

3.05 DROP CONNECTIONS FOR SANITARY SEWERS

A. Backfill drop assembly with crushed stone wrapped in filter fabric, cement-stabilized sand, or Class A concrete to form solid mass. Extend cement stabilized sand or concrete encasement minimum of 4 inches outside bells.

B. Install connection when sewer line enters manhole higher than 24 inches above invert of

manhole.

3.06 STUBS FOR FUTURE CONNECTIONS

A. In manholes where future connections are indicated on Drawings, install resilient connectors and pipe stubs with approved watertight plugs.

3.07 ADJUSTMENT RINGS AND FRAME

A. Combine precast concrete or HDPE adjustment rings so elevation of installed casting cover matches pavement surface. Seal between concrete adjustment ring and precast top section with non-shrink grout; do not use mortar between adjustment rings. Apply latex-based bonding agent to precast concrete surfaces to be joined with non-shrink grout. Set cast iron frame on adjustment ring in a bed of approved sealant material. Install a sealant bed consisting of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 1/2-inch wide.

B. Wrap manhole frame and adjustment rings with external sealing material, minimum 3 inches

beyond joint between ring and frame, and ring and precast section.


02081-9 01/01/2011

C. For manholes in unpaved areas, set top of frame minimum of 6 inches above existing ground line unless otherwise indicated on Drawings. Encase manhole frame in mortar or non-shrink grout placed flush with face of manhole ring and top edge of frame. Provide rounded corner around perimeter.

3.08 BACKFILL

A. After concrete obtains adequate strength, place and compact backfill materials in area of excavation surrounding manholes in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities. Use embedment zone backfill material for adjacent utilities, as shown in City of Houston Standard Details over each pipe connected to manhole. Provide trench zone backfill, as specified for adjacent utilities, above embedment zone backfill.

B. Where rigid joints are used for connecting existing sewers to manhole, backfill under existing

sewer up to spring line of pipe with Class B concrete or flowable fill. C. In unpaved areas, provide positive drainage away from manhole frame to natural grade.

Provide minimum of 4 inches of topsoil conforming to requirements of Section 02911 - Topsoil. Seed in accordance with Section 02921 - Hydro-mulch Seeding, or sod disturbed areas in accordance with Section 02922 - Sodding.

3.09 FIELD QUALITY CONTROL

A. Conduct leakage testing of Sanitary Sewer manholes in accordance with requirements of Section 02533 - Acceptance Testing for Sanitary Sewers.

3.10 PROTECTION

A. Protect manholes from damage until subsequent work has been accepted. Repair or replace damaged elements of manholes at no additional cost to City.

END OF SECTION

THIS PAGE IS INTENTIONALLY LEFT BLANK.

CITY OF HOUSTON STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES

02082-1 07/01/2016

Section 02082

PRECAST CONCRETE MANHOLES



A. Precast concrete manholes for sanitary sewers, storm sewers, and water lines. Manhole bases maybe round or square.

B. Precast concrete sanitary sewer manholes with PVC liner where corrosion resistant manholes

are specifically indicated in Drawings.

C. Pile-supported concrete foundation used for unstable subgrade treatment for manhole base.


A. Unit Prices

1. Payment for normal depth manholes, up to 8 feet deep, is on a unit price basis for each manhole installed. Manhole depth is measured from top of cover to sewer invert. Air release manhole depth is measured from top of cover to inside base for air release or vacuum release manholes. Manholes for water lines are measured from top of cover to inside base of manhole.

2. Payment for shallow depth manholes is on a unit price basis for each manhole

installed. Shallow manholes have a depth of 5 feet or less measured from top of Titlcover to sewer invert.

3. Payment for extra depth manholes is on a unit price basis per vertical foot for each

foot of depth greater than 8 feet. Sewer manhole depth is measured from top of cover to sewer invert. Air release manhole depth is measured from top of cover to inside base for air release or vacuum release manholes. Manholes for water lines are measured from top of cover to inside base of manhole.

4. Payment for normal depth corrosion resistant manholes is on a unit price basis for

each manhole installed

5. Payment for standard manhole drops is on a unit price basis for each drop installed. Standard manhole drops include both internal and external drops.

6. Payment for watertight manholes, including external vent pipe is on a unit price basis

for each.


02082-2 07/01/2016

7. Payment for air-release manhole with valves and fittings installed is on a unit price

basis for each manhole with air-release valves and fittings installed.

8. Payment for pile-supported concrete foundation used for unstable subgrade treatment for manhole base is on a unit price basis for each foundation installed.

9. Pay estimates for partial payments will be made as measured above according to the

following schedule for sanitary sewer manholes:

1. Estimate for 90 percent payment will be authorized when the manhole is completely installed and surrounding soil backfilled

2. Estimate for 100 percent payment will be authorized when manhole has been

tested as specified in Section 02533 - Acceptance Testing for Sanitary Sewers

10. Refer to Section 01270 - Measurement and Payment for unit price procedures


1.03 REFERENCES

A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings

B. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile

C. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement

D. ASTM C 270 - Standard Specification for Mortar for Unit Masonry

E. ASTM C 443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets.

F. ASTM C 478 - Standard Specification for Precast Reinforced Concrete Manhole Sections

E. ASTM C 890 - Standard Practice for Minimum Structural Design Loading for Monolithic or

Sectional Precast Concrete Water and Wastewater Structures.

F. ASTM C 913 – Standard Specifications for Precast Concrete Water and Wastewater Structures.

G. ASTM C 923 - Standard Specifications for Resilient Connectors Between Reinforced

Concrete Manhole Structures and Pipes


02082-3 07/01/2016

H. ASTM C 990 – Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants

I. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil

3 Using Standard Effort (12,400 ft-lb/ft )

J. ASTM D 2665 - Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Drain,

Waste and Vent Pipe and Fittings

K. ASTM D 2996 - Standard Specification for Filament-Wound “Fiberglass” (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe

L. ASTM D 2997 - Standard Specification for Centrifugally Cast “Fiberglass” (Glass-Fiber-

Reinforced Thermosetting Resin) Pipe

M. ASTM F 2306 – Standard Specification for 12 to 60 in. [300 to 1500 mm] Annular Corrugated Profile-Wall Polyethylene (PE) Pipe and Fittings for Gravity-Flow Storm Sewer and Subsurface Drainage Applications.

N. ASTM F 2510 – Standard Specification for Resilient Connectors between Concrete Manhole

Structures and Corrugated High Density Polyethylene Drainage Pipes.

O. AWWA C 213 - Standard for Fusion Bonded Epoxy Coating for Interior and Exterior of Steel Water Pipelines

P. American Association of State Highway and Transportation Officials (AASHTO)

1.04 SUBMITTALS

A. Conform to requirements of Section 01330 - Submittal Procedures.

B. Submit manufacturer's data and details of following items for approval:

1. Shop drawings of manhole sections, base units and construction details, including

reinforcement, jointing methods, materials and dimensions.

2. Summary of criteria used in manhole design including, as minimum, material properties, loadings, load combinations, and dimensions assumed. Include certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and/or ASTM C 890 and design criteria as established in Paragraph 2.01E of this Specification.

3. Frames, grates, rings, and covers

4. Materials to be used in fabricating drop connections


02082-4 07/01/2016

5. Materials to be used for pipe connections at manhole walls

6. Materials to be used for stubs and stub plugs, if required

7. Materials and procedures for corrosion-resistant liner and coatings, if required.

8. Plugs to be used for sanitary sewer hydrostatic testing

9. Manufacturer's data for pre-mix (bag) concrete, if used for channel inverts and benches

C. Seal submittal drawings by Professional Engineer registered in State of Texas.

PART 2 P R O D U C T S

2.01 PRECAST CONCRETE MANHOLES

A. Provide manhole sections, base sections, and related components conforming to ASTM C 478. Provide base riser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of manufacturer of manhole sections. Mark date of manufacture and name or trademark of manufacturer on inside of barrel.

B. Construct barrels for precast manholes from standard reinforced concrete manhole sections of

diameter indicated on Drawings. Use various lengths of manhole sections in combination to provide correct height with fewest joints. Design wall sections for depth and loading conditions in Paragraph 2.01 E, with minimum thickness of 5 inches. Base section shall have minimum thickness of 12 inches under invert.

C. Provide tops to support cast iron casting meeting AASHTO M-306 Section 5 loading, and

receive manhole frame & covers, as indicated on Drawings.

D. Where manholes larger than 48-inch diameter are indicated on Drawings, provide precast base sections with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric unless otherwise shown on Drawings. Locate transition to provide minimum of 7-foot head clearance from base to underside of transition unless otherwise approved by Project Manager.

E. Design Loading Criteria: Manhole walls, transition slabs, cone tops, and manhole base slab

shall be designed, by manufacturer, to requirements of ASTM C 478, ASTM C 890 and/or ASTM C 913 for depth as shown on Drawings and to resist following loads.

1. AASHTO M-306 H-20 / HS-20 design live loading loads as referred to in AASHTO

M-306 applied to manhole cover and transmitted down to transition and base slabs 2. Unit soil weight of 120 pcf located above portions of manhole, including base slab

projections


02082-5 07/01/2016

3. Lateral soil pressure based on saturated soil conditions producing an at-rest

equivalent fluid pressure of 100 pcf

4. Internal liquid pressure based on unit weight of 63 pcf

5. Dead load of manhole sections fully supported by transition and base slabs

F. Design: Manhole walls, transition slabs, cone tops, and manhole base slab shall be designed according to requirements of ASTM C 478, ASTM C 890 and/or ASTM C 913 and following:

1. Design additional reinforcing steel to transfer stresses at openings. Area of steel to be

no less than shown on Drawings.

2. Wall loading conditions:

a. Saturated soil pressure acting on empty manhole

b. Manhole filled with liquid to a halfway depth as measured from invert to cover, with no balancing external soil pressure

3. Minimum clear distance between two wall penetrations shall be 12 inches or half

diameter of smaller penetration, whichever is greater

G. Provide joints between sections with askets conforming to ASTM C 443 and/or ASTM C- 990.

H. When base is cast monolithic with portion of vertical section, extend reinforcing in vertical

section into base.

I. Precast Concrete Base: Suitable cutouts or holes to receive pipe and connections. Lowest edge of holes or cutouts: For water line manhole, no less than 6 inches above inside surface of floor of base.

2.02 CONCRETE


B. Channel Inverts: Use 5 sack premix (bag) concrete or Class A concrete for inverts not

integrally formed with manhole base, with minimum compressive strength of 4000 psi. C. Cement Stabilized Sand Foundation: Provide cement stabilized sand foundation under base

section in lieu of foundation slab, as shown on Drawings, conforming to requirements of Section 02321 - Cement Stabilized Sand.


02082-6 07/01/2016

D. Concrete Foundation: Provide Class A concrete with minimum compressive strength of 4000 psi for concrete foundation slab under manhole base section where indicated on Drawings.

2.03 REINFORCING STEEL


2.04 MORTAR

A. Conform to requirements of Section 04061 - Mortar.

2.05 MISCELLANEOUS METALS

A. Provide cast-iron frames, rings, and covers conforming to requirements of Section 02090 -

Frames, Grates, Rings and Covers.

2.06 DROP CONNECTIONS AND STUBS

A. Provide drop connections and stubs conforming to same pipe material requirements used in main pipe, unless otherwise indicated on Drawings.

2.07 PIPE CONNECTIONS TO MANHOLE

A. Sanitary Sewers 1. Provide resilient connectors conforming to requirements of ASTM C 923. Use the

following materials for metallic mechanical devices as defined in ASTM C 923:

a. External clamps: Type 304 stainless steel

b. Internal, expandable clamps on standard manholes: Type 304 stainless steel, 11 gauge minimum.

c. Internal, expandable clamps on corrosion-resistant manholes:

1) Type 316 stainless steel, 11 gauge minimum 2) Type 304 stainless steel, 11 gauge minimum, coated with minimum 16

mil fusion-bonded epoxy conforming to AWWA C 213

2. Where rigid joints between pipe and cast-in-place manhole base are specified or shown on Drawings, provide polyethylene-isoprene water-stop meeting physical property requirements of ASTM C 923, such as Press-Seal WS Series, or approved equal.

B. Storm Sewer Connections:

1. Provide watertight connections in accordance with ASTM C 923 and ASTM F 2510

as applicable for flexible (hdpe and cmp) pipe. Rigid (concrete) pipe to manhole connections do not have to comply with ASTM C 923 and may grouted instead.


02082-7 07/01/2016

C. Water Lines

1. Where smooth exterior pipes, i.e., steel, ductile iron, or PVC pipes are connected to manhole base or barrel, seal space between pipe and manhole wall with assembly consisting of rubber gasket or links mechanically compressed to form a watertight barrier. Assemblies: Press-Wedge, Res-Seal, Thunderline Link-Seal, or approved equal. See Drawings for placement of assembly in manhole sections.

2. When connecting concrete or cement mortar coated steel pipes, or as option for

connecting smooth exterior pipes to manhole base or barrel, space between pipe and manhole wall may be sealed with an assembly consisting of a stainless steel power sleeve, stainless steel -up clamp and a rubber gasket. Take-up clamp: Minimum of 9/16 inch wide. Provide PSX positive seal gasket system by Press-Seal Gasket Corporation or approved equal.

2.08 SEALANT MATERIALS

A. Approved products in accordance with Section 01630 - Product Substitution Procedures. B. Sealing material between precast concrete adjustment ring and manhole, between each

adjustment ring, and between adjustment ring and manhole cover frame shall be a hydrophilic elastic sealant, which adheres to both concrete and metal, or approved equal.

C. Provide approved external sealing material from Canusa Wrapid Seal manhole encapsulation

system, or approved equal.

D. Provide Butyl Sealant: Provide Press-Seal EZ Stick, or equal, for HDPE rings.

2.09 CORROSION RESISTANT MANHOLE MATERIALS

A. Where corrosion-resistant manholes are indicated on Drawings, refer to City of Houston Approved Product List for liner and/or coating materials.

2.10 BACKFILL MATERIALS

A. Conform to requirements of Section 02317 - Excavation and Backfill for Utilities.

2.11 NON-SHRINK GROUT

A. Provide prepackaged, inorganic, flowable, non-gas-liberating, non-metallic, cement-based

grout requiring only addition of water.

B. Meet requirements of ASTM C 1107 and have minimum 28-day compressive strength of 7000 psi.


02082-8 07/01/2016

2.12 VENT PIPES

A. Provide external vent pipes for manholes where indicated on Drawings. B. Buried Vent Pipes: Provide 3 inch or 4 inch PVC DWV pipe conforming to ASTM D2665.

Alternatively, provide FRP pipe as specified for vent outlet assembly.

C. Vent Outlet Assembly: Provide vent outlet assembly as shown on Drawings, constructed of following specified materials:

1. FRP Pipe: Provide filament wound FRP conforming to ASTM D 2996 or

centrifugally cast FRP conforming to ASTM D 2997. Seal cut ends in accordance with manufacturer’s recommendations.

2. Joints and Fittings: Provide epoxy bodied fittings and join pipe to fittings with epoxy

adhesive

3. Flanges: Provide socket-flange fittings for epoxy adhesive bonding to pipe ends where shown on Drawings. Meet bolt pattern and dimensions for ASME B 16.l, 125- pound flanges. Flange bolts shall be Type 304 stainless steel or hot-dip zinc coated, conforming to ASTM A 307, Class A or B.

4. Coating: Provide approved 2-component, aliphatic polyurethane coating using primer

or tie coat recommended by manufacturer. Provide two or more coats to yield dry film thickness of at least 3 mils. Color shall be selected by Project Manager from manufacturer’s standard colors.

2.13 PROHIBITED MATERIALS

A. Do not use brick masonry for construction of sanitary storm sewer manholes, including

adjustment of manholes to grade. Use only specified materials listed above.

2.14 MANHOLE LADDER FOR WATERLINE MANHOLES

A. Manhole Ladder: Fiberglass with 300-lb rating at appropriate length; conform to requirements of Occupational Safety and Health Standards (OSHA), U.S. Department of Labor except where shown on Drawings: 1. Use components, including rungs, made of fiberglass, fabricated with nylon or

aluminum rivets and/or epoxy. Apply non-skid coating to ladder rungs. Mount ladder using manufacturer’s recommended hardware.

2. Provide ladder as manufactured by Saf-Rail or approved equal. Locate ladder as

shown on Drawings.


02082-9 07/01/2016

3. Fiberglass: Premium type polyester resin, reinforced with fiberglass; constructed to provide complete wetting of glass by resin; resistant to rot, fungi, bacterial growth and adverse effects of acids, alkalis and residential and industrial waste; yellow in color.

B. Provide approved petroleum-based tape encapsulating bolts in access manhole.

PART 3 E X E C U T I O N

3.01 EXAMINATION

A. Verify that lines and grades are correct.

B. Determine if subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Standard Proctor Density, at ±3% optimum moisture content according to ASTM D 698 prior to placement of foundation material and base section. If it does not meet the moisture-density requirement, condition the subgrade until the required moisture-density requirement is met or treat as an unstable subgrade.

C. Do not build manholes in ditches, swales, or drainage paths unless approved by Project

Manager.

3.02 PLACEMENT

A. Install precast manholes to conform to locations and dimensions shown on Drawings. B. Place sanitary and storm manholes at points of change in alignment, grade, size, pipe

intersections, and end of sewer unless otherwise shown on Drawings.

3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS

A. Place precast base on 12 inch thick (minimum) foundation of crushed stone wrapped in filter fabric, cement stabilized sand, or concrete foundation slab. Compact cement-sand in accordance with requirements of Section 02321 - Cement Stabilized Sand.

B. Unstable Subgrade Treatment: When unstable subgrade is encountered, notify Project

Manager for examination of subgrade to determine if subgrade has heaved upwards after being excavated. When heaving has not occurred, over-excavate subgrade to allow for 24-inch-thick layer of crushed stone wrapped in filter fabric as foundation material under manhole base. When there is evidence of heaving, provide pile-supported concrete foundation, as detailed on Drawings, under manhole base.

C. For manholes located over large diameter water lines, place precast base on a foundation of

cement stabilized sand extending from bottom of manhole to bottom of trench. Manhole base is to be a minimum of 12-inches above water line.


02082-10 07/01/2016

3.04 PRECAST MANHOLE SECTIONS

A. Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations.

B. Install precast adjustment rings above tops of cones or flat-top sections as required to adjust

finished elevation and to support manhole frame.

C. Seal any lifting holes with non-shrink grout.

D. Where PVC liners are required, seal joints between sections in accordance with manufacturer’s recommendations.

E. Place at least two precast concrete grade rings with thickness of 12 inches or less, under

casting.

3.05 PIPE CONNECTIONS AT MANHOLES

A. Install approved resilient connectors at each pipe entering and exiting manholes in accordance with manufacturer's instructions.

1. Where smooth exterior pipes, i.e. steel, ductile iron or PVC pipes are connected to

manhole base or barrel, space between pipe and manhole wall shall be sealed with an assembly consisting of rubber gaskets or links mechanically compressed to form watertight. Assemblies: “Press-Wedge,” “Res-Seal,” “Thunderline Link-Seals,” or approved equal. See Drawings for placement of assembly in manhole sections.

2. When connecting concrete or cement mortar coated steel pipes, or as an option for

connecting smooth exterior pipes to manhole base or barrel, space between pipe and manhole wall may be sealed with an assembly consisting of stainless steel power sleeve, stainless steel take-up clamp and rubber gasket. Take-up clamp: Minimum of 9/16 inch wide. Provide PSX positive seal gasket system by Press-Seal Gasket Corporation or approved equal.

B. Grout storm sewer connections to manhole when connecting a rigid (concrete) pipe to a

concrete manhole unless otherwise shown on Drawings. Grout pipe penetration in place on both inside and outside of manhole.

C. C. Install approved resilient connectors at each flexible (hdpe or cmp) pipe connection as per

ASTM C- 923 and/or ASTM F 2510 to a concrete manhole.

D. Ensure no concrete, cement stabilized sand, fill, or other rigid material is allowed to enter space between pipe and edge of wall opening at and around resilient connector on either interior or exterior of manhole. If necessary, fill space with compressible material to ensure full flexibility provided by resilient connector.


02082-11 07/01/2016

E. Where new manhole is constructed on existing sewer, rigid joint pipe may be used. Install waterstop gasket around existing pipe at center of cast-in-place wall. Join ends of split waterstop material at pipe springline using an adhesive recommended and supplied by waterstop manufacturer.

F. Test connection for watertight seal before backfilling.

3.06 INVERTS FOR SANITARY SEWERS

A. Construct invert channels to provide smooth flow transition waterway with no disruption of

flow at pipe-manhole connections. Conform to following criteria:

1. Slope of invert bench: 1 inch per foot minimum; 1-1/2 inches per foot maximum

2. Depth of bench to invert shall be at least equal to the largest pipe diameter.

3. Invert slope through manhole: 0.10 foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Drawings.

B. Form invert channels with concrete if not integral with manhole base section. For direction

changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts.

3.07 DROP CONNECTIONS FOR SANITARY SEWERS

A. Backfill drop assembly with crushed stone wrapped in filter fabric, cement stabilized sand, or

Class A concrete to form solid mass. Extend cement stabilized sand or concrete encasement minimum of 4 inches outside bells.

B. Install drop connection when sewer line enters manhole higher than 24 inches above invert of manhole.

3.08 INVERTS FOR STORM SEWERS

A. When precast, square or rectangular structures are used for sewer manholes, construct invert

channels to provide smooth flow transition waterway with no disruption of flow at pipe- manhole connections. Conform to following criteria:

1. Slope of invert bench: 1 inch per foot minimum; 1½ inches per foot maximum

2. Depth of bench to invert: one half of largest pipe diameter

3. Invert slope through manhole: 0.10 foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on drawings.


02082-12 07/01/2016

B. Form invert channels with concrete, after all connections have been made

1. Use 5 sack premix (bag) concrete or Class A concrete for inverts, with minimum compressive strength of 4000 psi.

3.09 STUBS FOR FUTURE CONNECTIONS

A. In manholes, where future connections are indicated on Drawings, install resilient connectors

and pipe stubs with approved watertight plugs.

3.010 MANHOLE FRAME AND ADJUSTMENT RINGS

A. Combine precast concrete or HDPE adjustment rings so elevation of installed casting cover matches pavement surface. Seal between concrete adjustment ring and precast top section with non-shrink grout; do not use mortar between adjustment rings. Apply latex-based bonding agent to precast concrete surfaces joined with non-shrink grout. Set cast iron frame on adjustment ring in bed of approved sealant material. Install sealant bed consisting of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 1/2-inch wide.

B. Wrap manhole frame and adjustment rings with external sealing material, minimum 3 inches

beyond joint between ring and frame and adjustment rings and precast section.

C. For manholes in unpaved areas, set top of frame minimum of 6 inches above existing ground line unless otherwise indicated on Drawings. In unpaved areas, encase manhole frame in mortar or non-shrink grout placed flush with face of manhole ring and top edge of frame. Provide rounded corner around perimeter.

3.11 BACKFILL

A. Place and compact backfill materials in area of excavation surrounding manholes in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities. Provide embedment zone backfill material, as specified for adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to manhole. Provide trench zone backfill, as specified for adjacent utilities, above embedment zone backfill.

B. Where rigid joints are used for connecting existing sewers to manhole, backfill under existing

sewer up to springline of pipe with Class B concrete or flowable fill.

C. In unpaved areas, provide positive drainage away from manhole frame to natural grade. Provide minimum of 4 inches of topsoil conforming to requirements of Section 02911 - Topsoil. Seed in accordance with Section 02921 - Hydromulch Seeding. When shown on Drawings, sod disturbed areas in accordance with Section 02922 - Sodding.


02082-13 07/01/2016


A. Conduct leakage testing of sanitary sewer manholes in accordance with requirements of Section 02533 - Acceptance Testing for Sanitary Sewers.

3.13 PROTECTION

A. Protect manholes from damage until work has been accepted. Repair damage to manholes at

no additional cost to City.

END OF SECTION

CITY OF HOUSTON VALVE BOXES, METER BOXES, STANDARD SPECIFICATION AND METER VAULTS

02085-1 01/01/2011

Section 02085 VALVE BOXES, METER BOXES, AND METER VAULTS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Valve boxes for water service.

B. Meter boxes for water service.

C. Meter vaults for water service. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for valve boxes under this Section. Include payment in unit price for Section 02511 - Water Lines.

2. No separate payment will be made for meter boxes under this Section. Include

payment in unit price for Section 02512 - Water Tap and Service Line Installation. 3. Payment for each size of meter vaults is on unit price basis per vault. Payment will

be made for each vault installed, regardless of depth. 4. Refer to Section 01270 - Measurement and Payment for unit price procedures.

B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in

this Section is included in total Stipulated Price. 1.03 REFERENCES

A. ASTM A 48 - Standard Specification for Gray Iron Castings.

B. ASTM D 256 - Standard Test Methods for Determining the Izod Pendulum Impact Resistance of Plastics.

C. ASTM D 638 - Standard Test Method for Tensile Properties of Plastics.

D. ASTM D 648 - Standard Test Method for Deflection Temperature of Plastics Under Flexural

Load in the Edgewise Position.


02085-2 01/01/2011

E. ASTM D 790 - Standard Test Methods for Flexural Properties of Unreinforced and

Reinforced Plastics and Electrical Insulating Materials.

F. ASTM D 2240 - Standard Test Method for Rubber Property-Durometer Hardness. 1.04 SUBMITTALS


B. Submit manufacturers’ product data for following items for approval:

1. Each type of valve box and lid.

2. Each type of meter box and cover.

3. Each type of meter vault frame and cover.

C. Submit design calculations and shop drawings for precast vault elements, sealed by an Engineer registered in State of Texas.

D. Submit shop drawings for cast-in-place meter vaults for approval if proposed construction

varies from City of Houston Detail Drawings.

E. Submit manufacturer's certification that plastic meter boxes meet requirements of Paragraph 2.05, Plastic Meter Boxes.

PART 2 P R O D U C T S 2.01 VALVE BOXES

A. Provide approved Type A, cast-iron/ductile-iron, slide-type, valve boxes. Design of valve box shall minimize stresses on valve imposed by loads on box lid.

B. Cast letter “W” into lid, 1/2 inch in height and raised 3/32 inch, for valves serving potable

water lines.

C. Unless otherwise specified, uncoated cast iron.

D. Riser Pipe.

1. Provide 6-inch PVC, DR 18, riser pipes in accordance with Section 02506 - Polyvinyl Chloride Pipe or


02085-3 01/01/2011

2. 6-inch ductile-iron, thickness Class 51 riser pipes in accordance with Section 02501 – Ductile Iron Pipe and Fittings.

3. Provide single section of pipe.

E. Concrete for valve box placement:

1. For locations in new concrete pavement, provide strength and mix design of new

pavement. 2. For other locations, provide concrete for sidewalks conforming to requirements of

Section 02751 - Concrete Paving. 2.02 METER BOXES

A. Provide meter boxes for 5/8-inch through 1-inch meters of the following materials:

1. Non-traffic bearing locations: Cast iron, concrete or plastic.

2. Traffic bearing locations: Cast iron.

B. Provide meter boxes for 1 1/2-inch and 2-inch meters of cast iron.

C. Provide meter box with reading lid. Provide lids with spring-type latching devices. Lids shall contain sufficient metal that meter box can be easily located with metal detector. Cast words “CITY OF HOUSTON” and "WATER METER" into lid with letters of 1/2-inch height and raised 3/32 inch.

D. Meter box dimensions shall conform to the following approximate dimensions:

1. Length: At top – 15 1/2 inches; at bottom 20 inches

2. Width: At top – 12 1/2 inches; at bottom 14 3/4 inches

3. Height: 12 inches

E. Extensions: Meter box extensions 3 inches and 6 inches in height shall be available from

manufacturer as standard item. 2.03 CAST-IRON METER BOXES

A. Cast-Iron Boxes: Clean and free from sand blow-holes or other defects conforming to requirements of ASTM A 48, Class 30B. Bearing surfaces shall be machined so that covers seat evenly in frames.


02085-4 01/01/2011

B. Boxes and lids shall have dipped, coal-tar-pitch, varnish finish.

C. Provide lock-type meter boxes when required by Drawings. Lock mechanisms shall work

with ease. 2.04 CONCRETE METER BOXES

A. Concrete Meter Boxes: Made of Class A concrete, with minimum 4000 psi compressive strength, conforming to requirements of Section 03315 - Concrete for Utility Construction. Construct to dimensions shown on Drawings.

B. Castings: Free from fractures, large or deep cracks, blisters or surface roughness or any

other defects that may affect serviceability. 2.05 PLASTIC METER BOXES

A. Plastic Meter Boxes: Made of high density polyethylene conforming to the following ASTM standards:

ASTM

REQUIREMENT

D 256

Impact Strength = 1.9 ft.-lb./inch (Izod, Notched)

D 256

Impact Strength = 6.4 ft.-lb./inch (Izod, Un-Notched)

D 638

Tensile Strength (2.0 min.) = 3400 psi

D 648

Deflection Temperature = 170 degrees F

D 2240

Shore D, Hardness, 55-65 Impact Strength, Falling Dart Method, 160 inch-lb.

D 790

Flexural Modulus = 90,000 psi

B. Meter boxes shall meet the following test requirements:

1. Static Load: Not less than 2500 pounds using 6-inch disc with direct compression

exerted at center of top of meter box with solid plastic lid. 2. Deflection: Not less than 1000 pounds load required to deflect top edge of meter box

1/8- inch.

C. Meter box body, without lid, shall weigh approximately 7 pounds.


02085-5 01/01/2011

2.06 METER VAULTS

A. Meter vaults may be constructed of precast concrete, cast-in-place concrete to the specified dimensions in the City of Houston Detail Drawings.

B. Concrete for Meter Vaults: Class A concrete, conforming to requirements of Section 03315 -

Concrete for Utility Construction with minimum compressive strength of 4000 psi at 28 days.

C. Reinforcing steel for meter vaults: Conform to requirements of Section 03315 Concrete for

Utility Construction.

D. Grates and Covers: Conform to requirements of Section 02091 – Non Metallic Frames, Grates, Rings, and Covers.


A. Obtain approval from Project Manager for location of meter vault.

B. Verify lines and grade are correct.

C. Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES

A. Install riser pipe with suitable length for depth of cover indicated on Drawings or to accommodate actual finish grade. 1. Install with bell on top of valve

2. Place riser pipe in plumb, vertical position

B. Install valve box and riser piping plumbed in a vertical position. Provide 6-inches

telescoping freeboard space between riser pipe top butt end, and interior contact flange of valve box, for vertical movement damping. End of pipe resting on valve shall be notched out sufficiently to provide a snug fit around the valve bonnet and to center valve inside of pipe.

C. Set, align, and adjust valve box so that lid is level with final grade.

D. Paint covers of new valve boxes in fluorescent orange when installed. After completion and

acceptance by City, repaint covers black.


02085-6 01/01/2011

3.03 METER BOXES

A. Install cast iron or plastic boxes in accordance with manufacturer’s instructions.

B. Construct concrete meter boxes to dimensions shown on City of Houston Detail Drawings.

C. Adjust top of meter boxes to conform to cover elevations specified in Paragraph 3.05, Frame and Cover for Meter Vaults.

D. Do not locate under paved areas unless approved by Project Manager. Use approved traffic-

type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS

A. Construct concrete meter vaults to dimensions shown on City of Houston Detail Drawings. Do not cast in presence of water. Make bottom uniform. Verify lines and grades are correct and compacted subgrade will support loads imposed by vaults. Interior meter vault depth is not allowed to exceed more than 4 feet unless approved by OCE.

B. Precast Meter Vaults:

1. Install precast vaults in accordance with manufacturer’s recommendations. Set level

on a minimum 3-inch-thick bed of sand conforming to requirements of Section 02320 - Utility Backfill Materials.

2. Seal lifting holes with cement-sand mortar or non-shrink grout.

C. Meter Vault Floor Slab:

1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per

foot toward sump. Make sump 12 inches in diameter, or 12 inches square, and 4 inches deep, unless other dimensions are required by Drawings. Install dowels at maximum of 18 inches, center-to-center for keying walls to floor slab.

2. Precast floor slab elements may be used for precast vault construction

D. Cast-in-Place Meter Vault Walls:

1. Key walls to floor slab and form to dimensions shown on Drawings. Minimum wall

thickness shall be 4 inches. 2. Cast walls monolithically. One cold joint will be allowed when vault depth exceeds

12 feet.


02085-7 01/01/2011

3. Set frame for cover in concrete

3.05 FRAME AND COVER FOR METER VAULTS

A. Set cast iron frame in a mortar bed and adjust elevation of cover as follows:

1. In unpaved areas, set top of meter box or meter vault cover 2 to 3 inches above natural grade

2. In paved areas, set top of meter box or meter vault cover flush with adjacent concrete

but no higher than 1/2-inch 3.06 BACKFILL

A. Provide bank run sand in accordance with Section 02320 - Utility Backfill Materials and backfill and compact in accordance with Section 02317 - Excavation and Backfill for Utilities.

B. In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1-

to-5 slope from top to natural grade.

C. In paved areas, slope concrete down from meter box or vault to meet adjacent paved area. END OF SECTION

CITY OF HOUSTON ADJUSTING MANHOLES, STANDARD SPECIFICATION INLETS, AND VALVE BOXES TO GRADE

02086-1 01/01/2011

Section 02086 ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Adjusting elevation of manholes, inlets, and valve boxes to new grades. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for adjusting manhole frames and covers, inlets, valve boxes, and meter boxes to grade for new construction under this Section. Include payment in unit price for related item.

2. Payment for adjusting existing manholes,frame and cover, inlets, valve boxes, and

meter boxes to a new grade is on a unit price basis for each.

3. Refer to Section 01270 - Measurement and Payment for unit price procedures.


PART 2 P R O D U C T S 2.01 CONCRETE MATERIALS

A. Provide concrete, conforming to requirements of Section 03315 - Concrete for Utility Construction.

B. Provide precast concrete manhole sections and adjustment rings conforming to requirements

of Section 02082 - Precast Concrete Manholes.

C. Provide mortar conforming to requirements of Section 04061 - Mortar.

2.02 CAST-IRON MATERIALS A. Provide cast-iron materials conforming to requirements of Section 02090 - Frames, Grates,

Rings, and Covers.


02086-2 01/01/2011

2.03 PIPING MATERIALS A. For riser pipes and fittings, refer to Sections 02501 - Ductile-iron Pipe and Fittings through

02528 - Polyethylene Wrap. 2.04 MASONRY MATERIALS FOR STORM SEWER MANHOLES AND INLETS

A. Provide brick masonry units conforming to the requirements of Section 04210 - Brick Masonry for Utility Construction.


A. Examine existing structure, valve box, frame and cover or inlet box, frame and cover or inlet, piping and connections for damage or defects affecting adjustment to grade. Report damage or defects to Project Manger.

3.02 ESTABLISHING GRADE

A. Coordinate grade related items with existing grade and finished grade or paving, and relate to established bench mark or reference line.

3.03 ADJUSTING MANHOLES AND INLETS

A. Rebuild adjustment portion of manhole or inlet by adding or removing Adjustments. Follow procedures for the type of structure being adjusted detailed in the following Sections:

1. Section 02081 - Cast-In-Place Concrete Manholes

2. Section 02082 - Precast Concrete Manholes

3. Section 02083 - Fiberglass Manholes

4. Section 02087 - Brick Manholes for Storm Sewers

5. Section 02632 - Cast-In-Place Inlets, Headwalls and Wingwalls

6. Section 02633 - Precast Concrete, Inlets, Headwalls and Wingwalls

B. Salvage and reuse cast-iron frame and cover or grate.


02086-3 01/01/2011

C. Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to bottom during adjustment.

D. Verify that manholes and inlets are free of visible leaks as result of reconstruction. Repair

leaks in manner subject to Project Manger's approval. 3.04 ADJUSTING VALVE BOXES

A. Salvage and reuse valve box and surrounding concrete block as approved by Project Manger. No separate pay.

B. Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover

required to establish adjusted elevation to accommodate actual finish grade.

C. Reinstall valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping.

D. After valve box has been set, aligned, and adjusted so that top lid is level with final grade.

3.05 BACKFILL AND GRADING

A. Backfill area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02316 - Excavation and Backfill for Structures.

B. Grade ground surface to drain away from each manhole and valve box. Place earth fill

around manholes to level of upper rim of manhole frame. Place earth fill around valve box concrete slab.

C. In unpaved areas, grade surface at uniform slope of 1 to 5 from manhole frame to natural

grade. Provide minimum of 4 inches of topsoil conforming to requirements of Section 02911 - Topsoil. Provide seeding in accordance with Section 02921 - Hydro-mulch Seeding, or if sodding in accordance with Section 02922 - Sodding.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION FRAMES, GRATES, RINGS, AND COVERS

02090-107/01/2016

Section 02090

FRAMES, GRATES, RINGS, AND COVERS

PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings, and extensions.

B. Ring grates.

C. Trench Drainage

D. Tree Grates


A. Unit Prices.

1. No payment will be made for frames, grates, rings, covers, and seals under this Section. Include payment in unit price for related item.

2. Payment to rack over existing manhole is on a unit price basis for each manhole.


B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for Work in

this Section is included in total Stipulated Price.

1.03 REFERENCES

A. AASHTO - American Association of State Highway and Transportation Officials

1. Standard Specification for Highway Bridges

2. M306: Drainage, Sewer, Utility, and Related Castings

3. M105: Gray Iron Castings

B. ASTM A 48 - Standard Specification for Gray Iron Castings

C. ASTM A 536 – Standard Specification for Ductile Iron Castings


02090-207/01/2016

D. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

E.. AWS - D 12.1 Welding Reinforcing Steel.

1.04 SUBMITTALS


B. Submit copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions.

C. Submit shop drawings for fabrication and installation of casting assemblies that are not

included in Drawings or standard City of Houston details. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices.

PART 2 P R O D U C T S 2.01 CASTINGS

A. All castings shall be made from gray cast iron conforming to the requirements of AASHTO M105 class 35b or ductile iron conforming to the requirements ASTM A536 70-50-05.

B. Castings intended for traffic service shall be clean castings capable of withstanding an

application of 40,000 pound proof load as described in Section 5 of AASHTO M306 (includes items such as frames, grates, rings, covers, trench drainage, etc.)

C. Fabricate castings to conform to shapes, dimensions, and with wording or logos shown on

Drawings.

D. All castings shall be manufactured in accordance with the requirement of Section 4 of AASHTO M306.

E. Unless otherwise indicated, all gray iron castings shall be provided uncoated.

F. Each individual casting shall include all markings as shown on the specification drawings

and shall be identified by the producing foundry showing the following: Name of producing foundry; country of manufacturer preceded by the words “Made in,” such as “Made in USA”; material designation, heat identification and cast date (MM/DD/YY), casting lettering as required by the purchaser. If a casting is melted and poured at one foundry and labeled with the name of another organization, manufacturer, or foundry the casting shall include the name of the producing foundry and the organization the casting is produced for. The name of the producing foundry and the organization the product is made for shall have lettering of


02090-307/01/2016

equal size, be in close proximity to each other, and be easily identified from the same side of the casting. The casting shall also include any additional markings as required in Section 9 of AASHTO M306 and Section 17 of AASHTO M105.

2.02 TESTING REQUIREMENTS

A. Testing shall be performed in accordance with the following inspection criteria unless otherwise specified in the contract or purchase order. The manufacturer/supplier shall be responsible for carrying out all of the required tests and inspections. All testing shall be conducted in the United States using purchaser approved reliable facilities. The manufacturer/supplier shall maintain complete records of all such tests and inspections. All testing shall be paid for by the manufacturer/supplier.

B. The manufacturer shall report and certify material information obtained from separately cast

test bars. If there are more than three test bar failures in a calendar year the manufacturer shall report this to the purchaser and shall discontinue supplying product. In order to resume supplying product, documentation that a new Quality System is in place to ensure material compliance must be submitted to and accepted by the purchaser.

2.03 SPECIAL FRAMES AND COVERS

A. Where indicated on Drawings, provide watertight manhole frames and covers with minimum

of four bolts and gasket designed to seal cover to frame. Supply approved watertight manhole covers and frames.

B. Where shown on Drawing, provide manhole frames and covers with 48 inch diameter clear

opening, with inner cover for 22 inch diameter clear opening. Provide approved inner cover with pattern shown on Drawings.

C. Where indicated on Drawings provide security enabled covers or grates, to be secured with

the addition of Cam locks and lock lugs to inhibit opening and removal of cover or grate without proper authorized tool. Supply approved security feature Frames, Cover or Grates.

2.04 FABRICATED RING GRATES

A. Fabricate ring grates from reinforcing steel conforming to ASTM A 615.

B. Conform to welds connecting bars to AWS D 12.1.

2.05 ADJUSTMENT RINGS FOR ASPHALT OVERLAYS

A. Use castings conforming Section 2.01.

B. One piece casting with dimensions to fit frame and cover.


02090-407/01/2016

PART 3 E X E C U T I O N 3.01 INSTALLATION

A. Install castings according to approved shop drawings, instructions in related specifications, and applicable directions from manufacturer's printed materials.

B. Set castings accurately at required locations to proper alignment and elevation. Keep

castings plumb, level, true, and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in form work until permanently set.

C. Fabricate ring grates in accordance with City of Houston standard detail, “Ring Grate for

Open End of 18 Inch to 72 Inch Stubs to Ditch”. Set in mortar in mouth of pipe bell.

D. Install adjustment rings in existing frames with clean bearing surfaces that are free from rocking.

END OF SECTION

CITY OF HOUSTON WASTE MATERIAL STANDARD SPECIFICATION HANDLING AND DISPOSAL

02136-1 01/01/2011

SECTION 02136 WASTE MATERIAL HANDLING, TESTING AND DISPOSAL PART 1 GENERAL 1.01 SECTION INCLUDES

Handling, testing and disposal of hazardous and non-hazardous waste material.

A. Material present inside of existing tanks to be repaired or demolished, i.e., silt, sludge and other

residue deposits generated by normal water production usage of the tanks.

B. Existing coatings removed from existing tanks.

C. Spent abrasives used and debris generated in the execution of the work.

D. All spent thinners, coating materials or other products brought on site for execution of work that require disposal as a hazardous or non-hazardous waste.

E. Soil that may be contaminated due to the execution of the work.

F. Petroleum soaked sand foundation material removed from demolished tank sites.


A. No separate measurement and payment will be made for handling, testing or disposal of non-hazardous or hazardous material, debris or material identified as contaminated material on the site prior to the bid date except as indicated in section 1.02 B and 1.02 C. The Contractor shall include the cost for this work in the Contract bid price for work of which this is a component part.

B. Payment for hazardous waste material handling, removal, testing, transporting and disposal of

material identified as hazardous after the bid date will be paid for at the unit price bid for "Hazardous Waste Handling, Removal, Transporting" if such an item is provided in the contract.

C. Removal and disposal of potentially petroleum soaked sand foundation material will be measured

per cubic yard which shall include testing, removing, storing, transporting and disposing of material and will be paid for at the unit price bid for "Removal and Disposal of Potentially Petroleum Soaked Sand". Basis of payment will be Class I Industrial Waste having a Total Petroleum Hydrocarbon (TPH) level greater than 1500 ppm.


02136-2 01/01/2011

1.03 REFERENCES

The following is a list of applicable requirements to this project. It is not intended to be a complete listing of all laws and regulations to which the Contractor must comply.

A. Environmental Protection Agency - Code of Federal Regulations

1. 40 CFR Part 261 - Identification and Testing of Hazardous Waste 2. 40 CFR 261, Appendix II EPA - Toxicity Characteristic Leaching Procedure 3. 40 CFR Part 262 - Standards Applicable to Generators of Hazardous Waste 4. 40 CFR Part 263 - Standards Applicable to Transporters of Hazardous Waste 5. 40 CFR Part 264 - Standards for Owner and Operators of Hazardous Waste Treatment, Storage and Disposal Facilities 6. 40 CFR Part 265 - Interim Status for Owners and Operators of Hazardous Waste Treatment, Storage and Disposal Facilities 7. 40 CFR 265, Subpart C EPA - Preparedness and Prevention 8. 40 CFR 265, Subpart D EPA - Contingency Plan and Emergency Procedures 9. 40 CFR 265.16 EPA - Personnel Training 10. 40 CFR Part 268 - Land Disposal Restrictions 11. 49 CFR Parts 173,178 and 179: (USDOT/ Hazardous Materials, Shipping, Containers.) 12. 40 CFR Part 355 - Emergency Planning and Notification

B. EPA Methods

1. 3050 - Acid Digestion of Sediment, Sludge, and Soils 2. SW 846 - Test Methods for Evaluating Solid Waste - Physical/Chemical Methods

C. Texas Commission on Environmental Quality

1. TAC Title 30, Chapter 305 "Consolidated Permits" 2. TAC Title 30, Chapter 335 "Industrial Solid Waste and Municipal Hazardous Waste" 3. TAC Title 30, Chapter 343 "Oil and Hazardous Substances"


02136-3 01/01/2011

D. TWC Technical Guidelines

1. Document #1, Waste Evaluation/Classification

E. NIOSH Methods

1. 7082 Lead

F. Society for Protective Coatings

1. SSPC 91-18 - Industrial Lead Paint Removal Handbook

2. Guide 6 - Guide for Containing Debris Generated During Paint Removal Operations

3. Guide 7 - Guide for the Disposal of Lead Contaminated Surface Preparation Debris

1.04 SUBMITTALS

A. Submittals shall conform to requirements of Section 01330 – Submittal Procedures. B. Submittals shall conform to appropriate codes for regulatory requirements.

C. Obtain and submit disposal permits for proposed disposal sites, if required by local ordinances. 1.05 TESTING AND IDENTIFICATION A. The Owner is the Generator of the debris for permitting purposes, and will obtain the EPA

Identification number, but the Contractor is responsible for assuring that all testing, handling, storage, transportation, and disposal requirements are properly implemented, including satisfactory training of job site personnel and the cleaning of all reusable items and equipment prior to removal from the site.

B. Prior to the bid date, if testing has been performed by the City and if hazardous material has been

identified in the debris material in an existing tank, the paint to be removed from an existing tank, the work site soil, or the foundation material, the material or test results will be indicated in section 01110. It is the responsibility of the Contractor to properly test and to determine if any wastes generated as a result of this project are hazardous in accordance with 40 CFR Part 261.

1.06 DEFINITIONS

(Note Definitions applicable to this section are also presented elsewhere.)

A. Hazardous Waste (lead paint debris): Waste that is classified as hazardous due to its concentrations of regulated hazardous substances. Paint debris is classified as hazardous waste if, after testing by the Toxicity Characteristic Leaching Procedure (TCLP), the leachate contains any


02136-4 01/01/2011

of the 8 metals or other substances in concentrations at or above limits established in 40 CFR 261. B. Lead Containing Dust and Debris: Dust and debris generated during the project which contains

lead in any amount, including but not limited to pulverized paint, spent abrasive, filters (wet and dry), and containment materials upon which lead is still present.

C. RCRA: Resource Conservation and Recovery Act. Federal law pertaining to hazardous waste

management. EPA implementing regulations are contained in 40 CFR 240-280. D. TACB: Texas Air Control Board. Texas State Agency joined into the TCEQ and responsible for

writing and enforcement of rules and regulations relating to air quality. E. TCEQ: Texas Commission on Environmental Quality. State of Texas Commission responsible for

planning, oversight, monitoring and management of natural resources. F. TCLP: Toxicity Characteristic Leaching Procedure. Laboratory tests conducted on wastes that

determine the amount of hazardous materials that leach out into a test solution. The test is intended to simulate the properties of water as it leaches through a solid waste landfill. TCLP testing is defined in 40 CFR 261, Appendix II.

G. TWC: Texas Water Commission. Texas State Agency joined into the TCEQ and responsible for

writing and enforcement of rules and regulations relating to water quality and solid waste programs.

PART 2 NOT USED PART 3 EXECUTION 3.01 WASTE HANDLING AND STORAGE

A. All chemicals to be brought on site by the contractor must be stored and used in a safe and proper manner in accordance with all applicable Federal, State and local laws and regulations as well as the manufacturers recommendations. Material Safety Data Sheets (MSDSs) shall be maintained on-site for all hazardous chemicals used.

B. Hazardous wastes are to be handled and stored according to the requirements of TAC 30 Chapter

335 "Industrial Solid Waste and Municipal Hazardous Waste" and 40CFR Part 262, with regard to on-site storage, and 40CFR Part 264 with regard to required notices, site security, personnel training, contingency planning and emergency procedures, recordkeeping and reporting, time of storage, amount of material stored, and use of proper containers. Hazardous waste will be stored in covered containers in accordance with the requirements of 40 CFR 262 and 49 CFR 172,178 and 179.

C. The contractor shall provide proper, segregated storage for hazardous and non-hazardous


02136-5 01/01/2011

materials to be used in the work area in order to ensure safe work conditions. D. All material, waste and debris from removal of lead containing coatings, including those products

and materials employed for chemical paint stripping , shall be considered hazardous waste and handled accordingly, until such time that testing and analysis indicates otherwise.

1. Sampling of materials for TCLP testing of initial containers of debris shall be completed

prior to or during filling. Until the TCLP test results are received, the containers shall be labeled as lead-containing debris. Hazardous waste labels shall be applied after the test results are received, if the debris tests hazardous.

2. Hazardous waste shall not be stored at the project site for more than 90 days. Non-

hazardous wastes shall be removed at a minimum of once per month (30 days). 3. Special attention shall be given to the time of storage, storage conditions, amount of

material stored at any one time, use of proper containers, and personnel training.

E. Hazardous waste shall be placed on pallets over protected ground, be located in a secure area enclosed by a fence with signs around the perimeter, and be shielded adequately to prevent dispersion of the waste by wind or water. Under no circumstances shall the waste be stored within a flood plain area. Any evidence of improper storage shall be cause for immediate shutdown of the project until corrective action is taken. The storage area shall be within a security fence with a locked gate.

3.02 ENVIRONMENTAL CONTAMINATION

The contractor shall not contaminate the air, soils or surface and ground waters with any hazardous waste. Spills, releases and discharges of hazardous or toxic materials which inadvertently occur shall be reported in accordance with 40 CFR 265 and TAC 30 Chapter 343.

A. Contingency Plan and Training: The Contractor shall comply with TCEQ Title 30 Regulations

and EPA 40 CFR 265, Subpart C in the event of a spill or release of waste, EPA 40 CFR 265 Subpart D, and TCEQ regulations.

B. All personnel associated with the handling of hazardous waste shall complete a formal training

program in accordance with 40 CFR 265.16 and TCEQ Title 30 Regulations. Training records of all employees must be maintained and kept on file.

3.03 WASTE CLASSIFICATION

A. Testing

1. All solid waste generated by the paint removal activities shall be tested in accordance with

40 CFR 261, Appendix II, Method 1311 Toxicity Characteristic Leaching Procedure (TCLP), to determine if it is hazardous.


02136-6 01/01/2011

2. In the case of wet methods of preparation, the use of chemical strippers, or containerized hygiene water, all liquids and sludge shall also be tested. When chemical strippers are used, the testing shall include pH to determine corrosivity. All waste water shall be tested for total lead.

3. Representative samples of the debris for each waste stream generated from the work on

this project shall be collected. A minimum of four of the samples representative of each waste stream shall be analyzed to establish a waste is non-hazardous. Note that more than four initial samples of each waste stream shall be collected in order to obtain the four representative samples for analysis. Results from one test sample are sufficient to identify a waste as hazardous.

4. The collection of the initial representative samples of each waste stream and selection of

the minimum of four for testing shall be accomplished using a random sampling technique and shall comply with the following: a minimum of one representative sample for each 55 gallons of waste, or a minimum of four representative samples for each gondola or roll-off box of waste. Samples shall be collected in accordance with SW-846, "Test Methods for Evaluating Solid Waste - Physical/ Chemical Methods".

5. Sampling and testing shall be performed by a certified laboratory acceptable to the Owner.

The name, address, and qualifications of the laboratory shall be provided for approval. The Owner shall be provided with copies of the test results as soon as they are received by the Contractor.

B. Classification

1. Lead paint debris is classified as hazardous waste if, after testing by TCLP, the leachate

contains any of the 8 metals or other hazardous substances in concentrations at or above limits established in 40 CFR 261:

Arsenic - 5.0 mg/L Barium - 100.0 mg/L Cadmium - 1.0 mg/L Chromium - 5.0 mg/L Lead - 5.0 mg/L Mercury - 0.2 mg/L Selenium - 1.0 mg/L Silver - 5.0 mg/L

2. The above includes only the eight (8) characteristic metals listed by EPA among which

are elements typically associated with paints. Other substances may be present which may cause debris to be classified as hazardous waste as defined in 40 CFR 261 (such as a pH <=2.0 or >=12.5 resulting in corrosivity), and must be taken into account.


02136-7 01/01/2011

3.04 DISPOSAL

A. The contractor shall arrange to have wastes and debris transported from the site in accordance with all City Ordinances and State and Federal Laws. If wastes and/or debris is determined to be hazardous, transporting to be in accordance with TAC 30 Chapter 335 -Industrial Solid Waste and Municipal Hazardous Waste, 40CFR Part 263 - Standards Applicable to Transporters of Hazardous Waste and the applicable sections of 49 CFR Parts 171 through 179.

B. Manifest and Reporting: The Contractor shall comply with all of the manifesting, certification,

and reporting requirements of EPA 40 CFR 262, 40 CFR 268, and Texas regulations, including certificates of final disposal for each shipment.

C. Copies of all records and reports, test sample chain of custody forms, TCLP and other test results

shall be provided to the Owner. D. The contractor shall dispose of wastes and debris at a licensed site acceptable to the Owner.

Hazardous wastes and debris shall be disposed of in accordance with 40CFR Part 265 and 40CFR Part 268 Land Disposal Restrictions. Manifesting of hazardous wastes shall be in accordance with 40CFR Part 262, Subpart B.

E. Waste water resulting from surface preparation, washing, personal hygiene or decontamination

shall not be discharged without testing and through arrangement with the local Publicly Owned Treatment Works (POTW) or other approved means.

END OF SECTION

CITY OF HOUSTON REMOVING EXISTING STANDARD SPECIFICATION PAVEMENTS AND STRUCTURES

02221-1 07/01/2016

Section 02221 REMOVING EXISTING PAVEMENTS, STRUCTURES, WOOD, AND DEMOLITION DEBRIS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Removing concrete paving, asphaltic concrete pavement, brick pavement and base courses.

B. Removing concrete curbs, concrete curbs and gutters, sidewalks and driveways.

C. Removing pipe culverts, sewers, and sewer leads.

D. Removing waterlines and water services lines including asbestos cement pipe per OSHA guidelines.

E. Removing existing inlets and manholes.

F. Removing and disposing of pre-stressed concrete beams and drill shafts.

G. Removing miscellaneous structures of concrete or masonry.

H. Removing existing bridge. I. Removing existing wood and demolition debris.


A. Unit Prices.

1. Payment for removing and disposing of asphaltic surfacing with or without base, regardless of thickness encountered, is on square yard basis measured between lips of gutters.

2. Payment for removing and disposing of reinforced concrete pavement, with or without

asphalt overlay, regardless of its thickness, is on square yard basis measured from back-to-back of curbs. Payment includes concrete pavement, esplanade curbs, curbs and gutters, and paving headers.

3. Payment for removing and disposing of cement stabilized shell base course, with or

without asphaltic surfacing, is on square yard basis.


02221-2 07/01/2016

4. Payment for removing and disposing of concrete sidewalks and driveways is on square yard basis.

5. Payment for removing asphaltic pavement surface by milling shall be in accordance with

Section 2960. 6. Payment for removing and disposing of miscellaneous concrete and masonry is on cubic

yard basis of structure in place.

7. Payment for removing and disposing of pipe culverts, sewers, and sewer leads, is on linear foot basis for each diameter and each material type of pipe removed.

8. Payment for removing and disposing of waterlines and water service lines including

asbestos cement pipe is on linear foot basis for each diameter pipe and each material type of pipe removed.

9. Payment for removing and disposing of existing inlets is on unit price basis for each inlet

removed.

10. Payment for removing and disposing of prestressed concrete piles and drill shafts is on linear foot basis.

11. Payment for removing and disposing of existing bridge, including piles and abutments to

minimum of 4 feet below ground level, is on a lump sum basis.

12. Payment for removing and disposing of existing manholes is on unit price basis for each manhole removed.

13. Payment for removing and disposing of miscellaneous wood and demolition debris is on

cubic yard basis. 14. No payment for saw cutting of pavement, curbs, or curbs and gutters will be made under

this section. Include cost of such work in unit prices for items listed in bid form requiring saw cutting.

15. No payment will be made for work outside maximum payment limits indicated on

Drawings, or for pavements or structures removed for Contractor's convenience.

a. For utility installations: Match actual pavement replaced but no greater than maximum pavement replacement limits shown on Drawings. Limits of measurement will be as shown on Street Cut Pavement Replacement Rules.





02221-3 07/01/2016

1.03 REGULATORY REQUIREMENTS

A. Conform to applicable codes for disposal of debris.

B. Coordinate removal work with utility companies. C. For removal of asbestos containing materials, or material that could potentially contain

asbestos, comply with applicable provisions of OSHA 29 CFR 1926.1101 – Asbestos, OSHA 29 CFR 1926.32 – General Safety and Health Provisions, and EPA 40 CFR 61 Subpart M – National Emission Standard for Asbestos.

PART 2 P R O D U C T S - Not Used PART 3 E X E C U T I O N 3.01 PREPARATION

A. Obtain advance approval from Project Manager for dimensions and limits of removal work.

B. Identify known utilities below grade. Stake and flag locations. C. For removal of asbestos-containing materials, or materials that oculd potentially contain

asbestos, comply with the following:

1. Crew members must be trained in accordance with OSHA 29 CFR 1926.1101 – Asbestos.

2. Conduct negative exposure assessment to demonstrate asbestos exposure below permissible exposure limit (PEL) in accordance with OSHA 29 CFR 1926.1101 – Asbestos and EPA 40 CFR 763 – Asbestos.

3. If negative exposure assessment not conducted, or if results are above PEL, provide

respiratory protection in accordance with Paragraph 3.02 of this Section. 3.02 PROTECTION

A. Protect following from damage or displacement:

1. Adjacent public and private property.

2. Trees, plants, and other landscape features designated to remain.

3. Utilities designated to remain.


02221-4 07/01/2016

4. Pavement and utility structures designated to remain.

4. Bench marks, monuments, and existing structures designated to remain.

B. When required, provide respiratory protection in accordance with OSHA 29 CFR 1910.134 – Respiratory Protection, and National Institute of Occupational Safety and Health (NIOSH).

3.03 REMOVALS

A. Remove pavements and structures by methods that will not damage underground utilities. Do not use drop hammer near existing underground utilities.

B. Minimize amount of earth loaded during removal operations.

C. Where existing pavement is to remain, make straight saw cuts in existing pavement to

provide clean breaks prior to removal. Do not break concrete pavement or base with drop hammer unless concrete or base has been saw cut to minimum depth of 2 inches.

D. When street and driveway saw cut location is greater than one-half of pavement lane width,

remove pavement for full lane width or to nearest longitudinal joint as directed by Project Manager.

E. Remove sidewalks and curbs to nearest existing dummy, expansion, or construction joint.

F. Where existing end of pipe culvert or end of sewer is to remain, install 8-inch-thick masonry

plug in pipe end prior to backfill in accordance with requirements of Section 02316 - Excavation and Backfill for Structures.

G. Labeling of Asbestos Cement (AC) Pipe:

1. Label leak-tight container with warning statement of hazardous asbestos content in accordance with OSHA 29 CFR 1926.1101 and as noted below.

2. Label waste material with following warning:

DANGER CONTAINS ASBESTOS FIBERS

MAY CAUSE CANCER CAUSES DAMAGE TO LUNGS

DO NOT BREATHE DUST AVOID CREATING DUST

3. Neatly print labels in letters of sufficient size and contrast so label is easily visible and

legible. 3.04 BACKFILL


02221-5 07/01/2016

A. Backfill of removal areas shall be in accordance with requirements of Section 02316 -

Excavation and Backfill for Structures. 3.05 DISPOSAL

A. Inlet frames, grates, and plates; and manhole frames and covers, may remain City property. Disposal shall be in accordance with requirements of Section 01576 - Waste Material Disposal.

B. Remove from site, debris resulting from work under this section in accordance with

requirements of Section 01576 - Waste Material Disposal. C. For asbestos-containing materials:

1. Comply with 40 CFR Part 61 and 30 TAC Sections 330.137(b) for Industrial Class 1 waste.

2. Inspect load to ensure correct packaging and labeling.

3. Line vehicles with two layers of 6-mil polyethylene sheeting.

4. Remove asbestos-containing waste from site daily. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CLEARING AND GRUBBING

02233-1 01/01/2011

Section 02233 CLEARING AND GRUBBING PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Removing surface debris and rubbish.

B. Clearing site of plant life and grass.

C. Removing trees and shrubs.

D. Removing root system of trees and shrubs.

E. Fence removal. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for clearing and grubbing is on per acre basis. 2. No separate payment will be made for clearing and grubbing of wastewater projects,

include payment in unit prices for related items. 3. Refer to Section 01270 - Measurement and Payment for unit price procedures.


this Section is included in total Stipulated Price. 1.03 REGULATORY REQUIREMENTS

A. Conform to applicable codes for disposal of debris.

B. Coordinate clearing work with utility companies. PART 2 P R O D U C T S - Not Used

CITY OF HOUSTON STANDARD SPECIFICATION CLEARING AND GRUBBING

02233-2 01/01/2011

PART 3 E X E C U T I O N 3.01 PREPARATION

A. Verify that existing plant life and features designated to remain are identified and tagged. 3.02 PROTECTION


1. Living trees located 3 feet or more outside of intersection of side slopes and original ground line.

2. Plants other than trees and landscape features designated to remain. 3. Utilities designated to remain. 4. Bench marks, monuments, and existing structures designated to remain.

3.03 CLEARING

A. Remove stumps, main root ball, and root system to:

1. Depth of 24 inches below finished subgrade elevation in area bounded by lines two feet behind back of curbs.

2. Depth of 24 inches below finished surface of required cross section for other areas.

B. Clear undergrowth and deadwood without disturbing subsoil.

C. Remove vegetation from top soil scheduled for reuse.

3.04 REMOVAL

A. Remove debris, rubbish, and extracted plant material life from site in accordance with requirements of Section 01576 - Waste Material Disposal.

B. Remove on site fences. Materials generated from removal of fences become property of

Contractor. Properly dispose of in accordance with applicable local, state and federal laws. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION TRENCH SAFETY SYSTEM

02260-1 07/01/2016

Section 02260 TRENCH SAFETY SYSTEM PART G E N E R A L 1.01 SECTION INCLUDES

A. Trench safety system for the construction of trench excavations.

B. Trench safety system for excavations which fall under provisions of State and Federal trench safety laws.

C. This Standard Specification Section replaces previously published Section 01561-Trench Safety System.


A. Unit Prices:

1. Measurement for trench safety systems used on trench excavations is on a linear foot basis measured along the centerline of the trench, including manholes and other line structures.

2. No payment will be made under this section for trench safety systems for structural

excavations, tunnel shafts, auger pits, or excavation for trenchless installations, and also for any necessary non trenchless installations included in the aforementioned methods of construction unless included as a bid item in Documents 00410 – Bid Form. Include payment for trench safety systems in applicable structural or utility installation sections.

3. Refer to Section 01270 - Measurement and payment for unit price procedures.

B. Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price.

1.03 DEFINITIONS

A. A trench shall be defined as a narrow excavation (in relation to its depth) made below the surface of the ground. In general, the depth is greater than the width, but the width of a trench (measured at the bottom) is not greater than 15 feet.


02260-2 07/01/2016

B. The trench safety system requirements will apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and these installation to dimensions equivalent of a trench as defined.

C. Trench Safety Systems include but are not limited to sloping, sheeting, trench boxes or trench shields, sheet piling, cribbing, bracing, shoring, dewatering or diversion of water to provide adequate drainage.

D. Trench Safety Program is the safety procedures governing the presence and activities of

individuals working in and around trench excavations. 1.04 SUBMITTALS

A. Submittals shall conform to requirements of Section 01330 - Submittal Procedures.

B. Submit a safety program specifically for the construction of trench excavation. Design the trench safety program to be in accordance with OSHA 29CFR standards governing the presence and activities of individuals working in and around trench excavations.

C. Construction and shop drawings containing deviations from OSHA standards or special

designs shall be sealed by a licensed Engineer retained and paid by Contractor.

D. Review of the safety program by the City Engineer will only be in regard to compliance with this specification and will not constitute approval by the City Engineer nor relieve Contractor of obligations under State and Federal trench safety laws.

E. Submit certification that trench safety system will not be subjected to loads exceeding those

which the system was designed to withstand according to the available construction and geotechnical information.


A. Install and maintain trench safety systems in accordance with the detail specifications set out in the provision of Excavations, Trenching, and Shoring, Federal Occupation Safety and Health Administration (OSHA) Standards, 29CFR, Part 1926, Subpart P, as amended, including Final Rule, published in the Federal Register Vol. 54, No. 209 on Tuesday, October 31, 1989. The sections that are incorporated into these specifications by reference include Sections 1926-650 through 1926-652.

B. A reproduction of the OSHA standards included in "Subpart P - Excavations" from the

Federal Register Vol. 54, No. 209 is available upon request to Contractors bidding on City projects. The City assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this section of the Federal Register.


02260-3 07/01/2016

C. Legislation that has been enacted by the Texas Legislature with regard to Trench Safety Systems, is hereby incorporated, by reference, into these specifications. Refer to Texas Health and Safety Code Ann., §756.021 (Vernon 1991).

D. Reference materials, if developed for a specific project, will be issued with the Bid Documents, including the following:

1. Document 00830 - Trench Safety Geotechnical Information: Geotechnical

information obtained for use in design of the trench safety system. 1.06 INDEMNIFICATION

A. Contractor shall indemnify and hold harmless the City, its employees and agents, from any and all damages, costs (including, without limitation, legal fees, court costs, and the cost of investigation), judgements or claims by anyone for injury or death of persons resulting from the collapse or failure of trenches constructed under this Contract.

B. Contractor acknowledges and agrees that this indemnity provision provides indemnity for the

City in case the City is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections, failures to issue stop work orders, and the hiring of the Contractor.

PART P R O D U C T S - Not Used PART E X E C U T I O N 3.01 INSTALLATION

A. Install and maintain trench safety systems in accordance with provisions of OSHA 29CFR.

B. Install specially designed trench safety systems in accordance with the Contractor’s trench excavation safety program for the locations and conditions identified in the program.

C. A competent person, as identified in the Contractor’s Trench Safety Program, shall verify that

trench boxes and other premanufactured systems are certified for the actual installation conditions.

3.02 INSPECTION

A. Contractor, or Contractor's independently retained consultant, shall make daily inspections of the trench safety systems to ensure that the installed systems and operations meet OSHA 29CFR and other personnel protection regulations requirements.


02260-4 07/01/2016

B. If evidence of possible cave-ins or slides is apparent, Contractor shall immediately stop work in the trench and move personnel to safe locations until the necessary precautions have been taken by Contractor to safeguard personnel entering the trench.

C. Maintain a permanent record of daily inspections. 3.03 FIELD QUALITY CONTROL

A. Contractor shall verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the project.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION ROADWAY EXCAVATION

02315-1 07/01/2009

Section 02315 ROADWAY EXCAVATION PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Excavation and compaction of materials for roadways.

B. Excavation and compaction of materials for roadside ditches. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for roadway excavation, with or without subgrade, is on cubic yard basis. Unless specified otherwise under the borrow (off-site) material or embankment fill work item, measurement for payment shall be based on the cut quantity shown on the drawing.

2. No payment will be made for material excavated under the following conditions:

a. More than 2 feet outside of vertical planes behind back of curbs

b. For portion within limits of trench for utilities 24-inch and greater constructed by

open-cut methods

c. As indicated otherwise on Drawings.

3. Measurement for the bid item “Regrade Ditches” is on a linear foot basis. No separate payment will be made for reshaping and regrading roadway ditch shoulder slope and side slope adjacent to installed temporary pavement upon removal of temporary pavement.

4. If specified, off-site borrow material including placement and compaction will be paid by

final in-place quantity on cubic yard basis. 5. If specified and shown on the drawing, embankment fill including placement and

compaction will be paid by final in-place quantity on cubic yard basis. 6. Refer to Section 01270 - Measurement and Payment for unit price procedures.




02315-2 07/01/2009

A. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12.44 ft-lbf/ft3). B. ASTM D 2216 - Standard Test Method for Laboratory Determination of Water (Moisture)

Content of Soil and Rock by Mass.

C. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).D. ASTM D 3017 - Standard Test Method for Water content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

E. ASTM D 4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index

of Soils. PART 2 P R O D U C T S 2.01 MATERIALS

A. Provide topsoil conforming to requirements of Section 02911 - Topsoil.

B. Provide backfill which is excavated material, graded free of roots, lumps greater than 6 inches, rocks larger than 3 inches, organic material, and debris.

C. Provide structural backfill which is select material meeting following requirements:

1. Plasticity index: not less than 12 nor more than 20.

2. Maximum liquid limit: 45


A. Identify required lines, levels, and datum. Coordinate with Section 01725 - Field Surveying.

B. Identify and flag surface and aerial utilities.

C. Notify utility companies to remove or relocate utilities.

D. Identify, stake, and flag known utility locations below grade. Make temporary or permanent relocation of underground pipes, ducts, or utilities where indicated on Drawings.

E. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions,

discontinue work. Notify Project Manager and obtain instructions before proceeding in such areas.


02315-3 07/01/2009

F. Obtain approval of top soil quality before excavating and stockpiling.

3.02 PROTECTION


1. Trees, shrubs, lawns, existing structures, and other features outside of grading limits.

2. Utilities either above or below grade, which are to remain. 3.03 TOPSOIL REMOVAL

A. Strip off topsoil from area to be excavated to minimum depth of 6 inches, unless indicated otherwise on Drawings.

B. Stockpile topsoil in designated location for reuse. Stockpile topsoil to depth not exceeding 8

feet. Cover to protect from erosion. 3.04 SOIL EXCAVATION

A. Excavate to lines and grades shown on Drawings.

B. Remove unsuitable material not meeting specifications. Backfill with embankment materials and compact to requirements of Section 02330 - Embankment.

C. Record location and plug and fill inactive water and oil wells. Conform to Texas Department

of Health, Texas Natural Resource Conservation Commission, and Texas Railroad Commission requirements. Notify Project Manager prior to plugging wells.

D. At intersections, grade back at minimum slope of one inch per foot. Produce smooth riding

junction with intersecting street. Maintain proper drainage.

E. When area is inadvertently over excavated, fill area in accordance with requirements of Section 02330 - Embankment at no additional cost to City.

F. Remove material not qualified for use and excess soil not being reused from site in

accordance with requirements of Section 01576 - Waste Material Disposal. 3.05 COMPACTION

A. Maintain optimum moisture content of subgrade to attain required density.

B. Compact to following minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D 698, unless otherwise indicated on Drawings:


02315-4 07/01/2009

1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum

dry density. 2. Other areas: Minimum density of 90 percent of maximum dry density.

3.06 TOLERANCES

A. Top of Compacted Surface: Plus or minus 1/2 inch in cross section, or in 16-foot length. 3.07 FIELD QUALITY CONTROL

A. Testing will be performed under provisions of Section 01454 - Testing Laboratory Services.

B. Test and analysis of soil materials will be performed in accordance with ASTM D 4318, ASTM D 2216, and ASTM D 698.

C. Compaction testing will be performed in accordance with ASTM D 698 or ASTM D 2922

and ASTM D 3017.

D. A minimum of three tests will be taken for each 1000 linear feet per lane of roadway.

E. When tests indicate work does not meet specified compaction requirements, recondition, recompact, and retest at no additional cost to City.

3.08 PROTECTION

A. Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway. Do not allow water to pond.

B. Distribute construction traffic evenly over compacted areas, where practical, to aid in

obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting.

C. Maintain excavation and embankment areas until start of subsequent work. Repair and

recompact slides, washouts, settlements, or areas with loss of density. END OF SECTION

CITY OF HOUSTON EXCAVATION AND BACKFILL STANDARD SPECIFICATION FOR STRUCTURES

02316-1 01/01/2011

Section 02316 EXCAVATION AND BACKFILL FOR STRUCTURES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Excavation, backfilling, and compaction of backfill for structures. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No payment will be made for structural excavation and backfill under this Section. Include payment in unit price or lump sum for construction of structures.



this Section is included in total Stipulated Price. 1.03 DEFINITIONS

A. Unsuitable Material: Unsuitable soil materials are the following:

1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D 2487.

2. Materials that cannot be compacted to required density due to gradation, plasticity, or

moisture content. 3. Materials that contain large clods, aggregates, stones greater than 4 inches in any

dimension, debris, vegetation, waste or any other deleterious materials. 4. Materials that are contaminated with hydrocarbons or other chemical contaminants.

B. Suitable Material: Suitable soil materials are those meeting specification requirements.

Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement shall be considered suitable, unless otherwise indicated.

C. Select Material: Material as defined in Section 02320 - Utility Backfill Materials.

D. Backfill: Material meeting specified quality requirements, placed and compacted under

controlled conditions around structures.


02316-2 01/01/2011

E. Foundation Backfill Materials: Natural soil or manufactured aggregate meeting Class I

requirements and geotextile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill where needed to provide stable support for structure foundation base. Foundation backfill materials may include concrete fill and seal slabs.

F. Foundation Base: For foundation base material, use crushed stone aggregate with filter fabric

as required, cement stabilized sand, or concrete seal slab. Foundation base provides smooth, level working surface for construction of concrete foundation.

G. Foundation Subgrade: Foundation subgrade is surface of natural soil which has been

excavated and prepared to support foundation base or foundation backfill, where needed.

H. Ground Water Control Systems: Installations external to excavation such as well points, eductors, or deep wells. Ground water control includes dewatering to lower ground water, intercepting seepage which would otherwise emerge from side or bottom of excavation, and depressurization to prevent failure or heaving of excavation bottom. Refer to Section 01578 - Control of Ground Water and Surface Water.

I. Surface Water Control: Diversion and drainage of surface water runoff and rain water away

from excavation. Remove rain water and surface water which accidentally enters excavation as part of excavation drainage.

J. Excavation Drainage: Removal of surface and seepage water in excavation by sump pumping

and using French drains surrounding foundation to intercept water.

K. Over-Excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below foundation as shown on Drawings, and backfilled with foundation backfill material.

L. Shoring System: Structure that supports sides of an excavation to maintain stable soil

conditions and prevent cave-ins. 1.04 REFERENCES

A. ASTM D 698 - Standard Test Methods for Laboratory Compaction of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3)).

B. ASTM D 1556 - Standard Test Method for Density of Soil in Place by Sand-Cone Method. C. ASTM D 2922 - Standard Test Methods for Density of Soil and Rock in Place by Nuclear

Methods (Shallow Depth).

D. ASTM D 3017 - Standard Test Method for Water Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depths).


02316-3 01/01/2011

E. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils.

F. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for Testing.

G. TxDOT Tex-110-E - Particle Size Analysis of Soils.

H. Federal Regulations, 29 CFR, Part 1926, Standards - Excavation, Occupational Safety and Health Administration (OSHA).

1.05 SUBMITTALS


B. Submit work plan for excavation and backfill for each structure with complete written description which identifies details of proposed method of construction and sequence of operations for construction relative to excavation and backfill activities. Use descriptions, with supporting illustrations, sufficiently detailed to demonstrate to Project Manager that procedures meet requirements of Specifications and Drawings.

C. Submit excavation safety system plan.

1. Submit excavation safety system plan in accordance with applicable OSHA

requirements for excavations. 2. Submit excavation safety system plan in accordance with requirements of Section

02260 - Trench Safety System, for excavations that fall under State and Federal trench safety laws.

D. Submit ground and surface water control plan in accordance with requirements in this Section

and Section 01578 - Control of Ground Water and Surface Water.

E. Submit backfill material sources and product quality information in accordance with requirements of Section 02320 - Utility Backfill Materials.

F. Submit project record documents under provisions of Section 01785 - Project Record

Documents. Record location of utilities, as installed, referenced to survey benchmarks. Include location of utilities encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients.

1.06 TESTS

A. Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by City in accordance with requirements of Section 01454 - Testing Laboratory Services and as specified in this Section.


02316-4 01/01/2011

B. Perform embedment and backfill material source qualification testing in accordance with

requirements of Section 02320- Utility Backfill Materials. PART 2 P R O D U C T S 2.01 EQUIPMENT

A. Perform excavation with equipment suitable for achieving requirements of this Specification.

B. Use equipment which will produce degree of compaction specified. Compact backfill within 3 feet of walls with hand operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to depth of fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations.

2.02 MATERIAL CLASSIFICATIONS

A. Use backfill materials conforming to classifications and product descriptions of Section 02320 - Utility Backfill Materials. Use classification or product description for backfill applications as shown on Drawings and as specified.


A. Conduct an inspection to determine condition of existing structures and other permanent installations.

B. Set up necessary street detours and barricades in preparation for excavation if construction

will affect traffic. Conform to requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning devices at all times for streets and intersections where work is in progress, or where construction work is considered hazardous to traffic movements.

C. Perform work in accordance with OSHA standards. Employ an excavation safety system as specified in Section 02260 - Trench Safety Systems.

D. Remove existing pavements and structures, including sidewalks and driveways, in accordance

with requirements of Section 02221 - Removing Existing Pavements and Structures.

E. Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01578 - Control of Ground Water and Surface Water.

3.02 PROTECTION


02316-5 01/01/2011

A. Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of

grading limits and within grading limits as designated on Drawings, and in accordance with requirements of Section 01562 - Tree and Plant Protection.

B. Protect and support above-grade and below-grade utilities which are to remain.

C. Restore damaged permanent facilities to pre-construction conditions unless replacement or

abandonment of facilities is indicated on Drawings.

D. Prevent erosion of excavations and backfill. Do not allow water to pond in excavations.

E. Maintain excavation and backfill areas until start of subsequent work. Repair and recompact slides, washouts, settlements, or areas with loss of density at no additional cost to City.

3.03 EXCAVATION

A. Perform excavation work so that underground structure can be installed to depths and alignments shown on Drawings. Use caution during excavation work to avoid disturbing surrounding ground and existing facilities and improvements. Keep excavation to absolute minimum necessary. No additional payment will be made for excess excavation not authorized by Project Manager.

B. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or

concealed conditions, discontinue work at that location. Notify Project Manager and obtain instructions before proceeding in such areas.

C. Immediately notify agency or company owning any line which is damaged, broken or

disturbed. Obtain approval from Project Manager and agency for any repairs or relocations, either temporary or permanent.

D. Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods.

E. Provide surface drainage during construction to protect work and to avoid nuisance to

adjoining property. Where required, provide proper dewatering and piezometric pressure control during construction.

F. Conduct hauling operations so that trucks and other vehicles do not create dirt nuisance in streets. Verify that truck beds are sufficiently tight and loaded in such a manner such that objectionable materials will not spill onto streets. Promptly clear away any dirt, mud, or other materials that spill onto streets or are deposited onto streets by vehicle tires.

G. Maintain permanent benchmarks, monumentation, and other reference points. Unless

otherwise directed, replace those which are damaged or destroyed by Work.

H. Provide sheeting, shoring, and bracing where required to safely complete Work, to prevent excavation from extending beyond limits indicated on Drawings, and to protect Work and


02316-6 01/01/2011

adjacent structures or improvements. Use sheeting, shoring, and bracing to protect workmen and public conforming to requirements of Section 02260 - Trench Safety Systems.

I. Prevent voids from forming outside of sheeting. Immediately fill voids with grout, cement

stabilized sand, or other material approved by Project Manager and compact to 95 percent standard density.

J. After completion of structure, remove sheeting, shoring, and bracing unless shown on

Drawings to remain in place or directed by Project Manager in writing that such temporary structures may remain. Remove sheeting, shoring and bracing in such a manner as to maintain safety during backfilling operations and to prevent damage to Work and adjacent structures or improvements.

K. Immediately fill and compact voids left or caused by removal of sheeting with cement

stabilized sand or other material approved by Project Manager and compact to 95 percent standard density.

3.04 HANDLING EXCAVATED MATERIALS

A. Classify excavated materials. Place material which is suitable for use as backfill in orderly piles at sufficient distance from excavation to prevent slides or cave-ins.

B. Provide additional backfill material in accordance with requirements of Section 02319 -

Borrow, if adequate quantities of suitable material are not available from excavation and trenching operations at site.

3.05 DEWATERING

A. Provide ground water control per Section 01578 - Control of Ground Water and Surface Water.

B. Keep ground water surface elevation minimum of 2 feet below bottom of foundation base.

C. Maintain ground water control as directed by Section 01578 - Control of Ground Water and

Surface Water and until structure is sufficiently complete to provide required weight to resist hydrostatic uplift with minimum safety factor of 1.2.

3.06 FOUNDATION EXCAVATION

A. Notify Project Manager at least 48 hours prior to planned completion of foundation excavations. Do not place foundation base until excavation is accepted by Project Manager.

B. Excavate to elevations shown on Drawings, as needed to provide space for foundation base,

forming level undisturbed surface, free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or material as directed by Project Manager. Prior to placing material over it, recompact subgrade where indicated on


02316-7 01/01/2011

Drawings, scarifying as needed, to 95 percent of maximum Standard Dry Density according to ASTM D 698. If specified level of compaction cannot be achieved, moisture condition subgrade and recompact until 95 percent is achieved, over-excavate to provide minimum layer of 24 inches of foundation backfill material, or other means acceptable to Project Manager.

C. Fill unauthorized excessive excavation with foundation backfill material or other material as

directed by Project Manager.

D. Protect open excavations from rainfall, runoff, freezing groundwater, or excessive drying so as to maintain foundation subgrade in satisfactory, undisturbed condition. Keep excavations free of standing water and completely free of water during concrete placement.

E. Remove soils which become unsuitable due to inadequate dewatering or other causes, after

initial excavation to required subgrade, and replace with foundation backfill material, as directed by Project Manager, at no additional cost to City.

F. Place foundation base, or foundation backfill material where needed, over subgrade on same

day that excavation is completed to final grade. Where base of excavations are left open for longer periods, protect them with seal slab or cement-stabilized sand.

G. Use filter fabric as specified in Section 02621 - Geotextile to separate crushed aggregate, and

other free draining Class I materials from native soils or select material backfill. Overlap fabric minimum of 12 inches beyond where another material stops contact with soil.

H. Place crushed aggregate, and other Class I materials, in uniform layers of 8-inch maximum thickness. Perform compaction by means of at least two passes of vibratory compactor.

3.07 FOUNDATION BASE. A. Place foundation base after subgrade is properly prepared, including placement of foundation

backfill where needed. Use foundation base consisting of 12-inch layer of crushed stone aggregate or cement stabilized sand. Alternately, seal slab with minimum thickness of 4 inches may be placed. Extend foundation base minimum of 12 inches beyond edge of structure foundation, unless shown otherwise on Drawings.

B. Where foundation base and foundation backfill are of same material, both can be placed in one

operation. 3.08 BACKFILL

A. Complete backfill to surface of natural ground or to lines and grades shown on Drawings. Remove forms, lumber, trash and debris from structures. Deposit backfill in uniform layers and compact each layer as specified.

1. Unless otherwise shown on Drawings, for structures under pavement or within one

foot back of curb, use cement stabilized sand up to the top of the proposed structure. Use suitable on-site material (random backfill) up to 12 inches below pavement base


02316-8 01/01/2011

or subgrade. Place minimum of 12 inches of select backfill below pavement base or subgrade.

2. Unless otherwise shown on Drawings, for structures not under pavement, use random

backfill of suitable material up to the surface.

B. Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that concrete has reached minimum of 85 percent of specified compressive strength. Where walls are supported by slabs or intermediate walls, do not begin backfill operations until slab or intermediate walls have been placed and concrete has attained sufficient strength.

C. Remove concrete forms before starting backfill and remove shoring and bracing as work

progresses.

D. Maintain backfill material at no less than 2 percent below nor more than 2 percent above optimum moisture content, unless otherwise approved by Project Manager. Place fill material in uniform 8-inch maximum loose layers. Compact fill to at least 95 percent of maximum Standard Proctor Density according to ASTM D 698 below paved areas. Compact fill to at least 90 percent around structures below unpaved areas.

E. Where backfill is placed against sloped excavation surface, run compaction equipment across

boundary of cut slope and backfill to form compacted slope surface for placement of next layer of backfill.

F. Place backfill using cement stabilized sand in accordance with Section 02321 - Cement Stabilized Sand.



B. Tests will be performed initially on minimum of one different sample of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is noticeable change in material gradation or plasticity.

C. In-place density tests of compacted subgrade and backfill will be performed according to

ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at following frequencies and conditions:

1. Minimum of one test for every 50 to 100 cubic yards of compacted backfill material as

directed by Project Manager. 2. A minimum of three density tests for each full work shift. 3. Density tests will be performed in all placement areas.


02316-9 01/01/2011

4. Number of tests will be increased when inspection determines that soil types or moisture contents are not uniform or when compacting effort is variable and not considered sufficient to attain uniform density.

5. Identify elevation of test with respect to natural ground. 6. Record approximate depth of lift tested.

D. At least one test for moisture-density relationships will be initially performed for each type of

backfill material in accordance with ASTM D 698. Perform additional moisture-density relationship test once a month or whenever there is noticeable change in material gradation or plasticity.

E. When tests indicate work does not meet specified compaction requirements, recondition,

recompact, and retest at Contractor's expense. 3.10 DISPOSAL OF EXCESS MATERIAL

Dispose of excess materials in accordance with requirements of Section 01576 - Waste Material Disposal.

END OF SECTION

CITY OF HOUSTON EXCAVATION AND STANDARD SPECIFICATION BACKFILL FOR UTILITIES

02317-1 07/01/2016

Section 02317

EXCAVATION AND BACKFILL FOR UTILITIES


A. Excavation, trenching, foundation, embedment, and backfill for installation of utilities, including manholes and other pipeline structures.


A. Unit Prices

1. No additional payment will be made for trench excavation, embedment and backfill under this Section. Include cost in unit price for installed underground piping, sewer, conduit, or duct work.

2. When Project Manager directs Contractor to over excavate trench bottom, Contractor

will be paid by unit price bid per linear foot under bid item - 6" Over Excavation of Trench Bottom.

a. No payment will be paid if Project Manager does not direct Contractor to

over excavate trench bottom.

b. No over excavation will be measured or paid when unsuitable conditions result from dewatering system not in conformance with Section 01578 - Control of Ground Water and Surface Water.

3. No additional payment will be made for performing Critical Location

exploratory excavation. Include cost in unit price for installed underground piping, sewer, conduit, or duct work.


B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for Work in this

Section is included in total Stipulated Price 1.03 DEFINITIONS

A. Pipe Foundation: Suitable and stable native soils that are exposed at trench subgrade after excavation to depth of bottom of bedding as shown on Drawings, or foundation backfill material placed and compacted in over-excavations.


02317-2 07/01/2016

B. Pipe Bedding: Portion of trench backfill that extends vertically from top of foundation up to level

line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall.

C. Haunching: Material placed on either side of pipe from top of bedding up to springline of pipe and horizontally from one trench sidewall to opposite sidewall.

D. Initial Backfill: Portion of trench backfill that extends vertically from springline of pipe (top of

haunching) up to level line 12 inches above top of pipe, and horizontally from one trench sidewall to opposite sidewall.

E. Pipe Embedment: Portion of trench backfill that consists of bedding, haunching and initial

backfill.

F. Trench Zone: Portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement.

G. Unsuitable Material: Unsuitable soil materials are the following:

1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D

2487.

2. Materials that cannot be compacted to required density due to gradation, plasticity, or moisture content.

3. Materials that contain large clods, aggregates, stones greater than 4 inches in any

dimension, debris, vegetation, waste or any other deleterious materials.

4. Materials that are contaminated with hydrocarbons or other chemical contaminants.

H. Suitable Material: Suitable soil materials are those meeting specification requirements. Materials mixed with lime, fly ash, or cement that can be compacted to required density and meeting requirements for suitable materials may be considered suitable materials, unless otherwise indicated.

I. Backfill: Suitable material meeting specified quality requirements placed and compacted

under controlled conditions.

J. Ground Water Control Systems: Installations external to trench, such as well points, eductors, or deep wells. Ground water control includes dewatering to lower ground water, intercepting seepage which would otherwise emerge from side or bottom of trench excavation, and depressurization to prevent failure or heaving of excavation bottom. Refer to Section 01578 - Control of Ground Water and Surface Water.


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K. Surface Water Control: Diversion and drainage of surface water runoff and rain water away from trench excavation. Rain water and surface water accidentally entering trench shall be controlled and removed as part of excavation drainage.

L. Excavation Drainage: Removal of surface and seepage water in trench by sump pumping and

using drainage layer, as defined in ASTM D 2321, placed on foundation beneath pipe bedding or thickened bedding layer of Class I material.

M. Trench Conditions are defined with regard to stability of trench bottom and trench walls of pipe

embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill, except where structural trench support is necessary.

1. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe

embedment zone as result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level.

2. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled

by excavation drainage.

a. Stable Trench with Seepage in Clayey Soils: Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement.

b. Stable Wet Trench in Sandy Soils: Excavation drainage is provided in

embedment zone in combination with ground water control in predominately sandy or silty soils.

3. Unstable Trench: Unstable trench conditions exist in pipe embedment zone if ground

water inflow or high water content causes soil disturbances, such as sloughing, sliding, boiling, heaving or loss of density.

N. Sub-trench: Sub-trench is special case of benched excavation. Sub-trench excavation below

trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of sub-trench depends upon trench stability and safety as determined by Contractor.

O. Trench Dam: Placement of low permeability material in pipe embedment zone or foundation to

prohibit ground water flow along trench.

P. Over-excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Drawings, and backfilled with foundation bedding.


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Q. Foundation Bedding: Natural soil or manufactured aggregate of controlled gradation, and geotextile filter fabrics as required, to control drainage and material separation. Foundation bedding is placed and compacted as backfill to provide stable support for bedding. Foundation bedding materials may include concrete seal slabs.

R. Trench Safety Systems include both protective systems and shoring systems as defined in Section

02260 - Trench Safety Systems.

S. Trench Shield (Trench Box): Portable worker safety structure moved along trench as work proceeds, used as protective system and designed to withstand forces imposed on it by cave in, thereby protecting persons within trench. Trench shields may be stacked if so designed or placed in series depending on depth and length of excavation to be protected.

T. Shoring System: Structure that supports sides of an excavation to maintain stable soil

conditions and prevent cave-ins, or to prevent movement of ground affecting adjacent installations or improvements.

U. Special Shoring: Shoring system meeting special shoring as specified in Paragraph 1.08,

Special Shoring Design Requirements, for locations identified on Drawings.

V. Vacuum Excavation: An excavation technique performed by an experienced subcontractor in which water or air jetting is used to slough off and vacuum away soil.

W. Large Diameter Water Line (LDWL): Water line that is 24-inches in diameter or larger.

X. Emergency Action Plan (EAP): The EAP document should include a discussion of procedures for timely and reliable detection, classification (level of emergency) and response procedure to a potential emergency condition associated with a large diameter water line.

Y. Subsurface Utility Exploration (SUE): Non-destructive excavation, unless otherwise

approved by project manager.

1.04 REFERENCES

A. ASTM C 12 - Standard Practice for Installing Vitrified Clay Pipe Lines.

B. ASTM D 558 - Standard Test Methods for Moisture-Density Relations of Soil Cement Mixtures.

C. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lb/ft).

D. ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method.


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E. ASTM D 2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for

Sewers and Other Gravity Flow Applications.

F. ASTM D 2487 - Standard Classification of Soils for Engineering Purposes.

G. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

H. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock in Place by

Nuclear Methods (Shallow Depth).

I. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

J. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for Testing.

K. TxDOT Tex-110-E - Particle Size Analysis of Soils.

L. Federal Regulations, 29 CFR Part 1926, Standards-Excavation, Occupational Safety and Health Administration (OSHA).

M. ASTM C76- Standard Specification for Reinforced Concrete Culverts, Storm Drain, and

Sewer Pipe.

1.05 SCHEDULING

A. Schedule work so that pipe embedment can be completed on same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures.

B. For proposed utility adjacent to or across existing LDWL:

1. Conduct a meeting between contractor, Drinking Water Operations and Utility

Maintenance Branch prior to beginning excavation to coordinate the EAP in the event a water line shut down becomes necessary.

2. Notify Drinking Water Operations a minimum of 1 week prior to beginning

construction activities.

3. Notify Drinking Water Operations a minimum of 48 hours prior to beginning SUE work near LDWL.


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4. Unless otherwise approved by City Engineer, perform construction activities between 7 AM and 7 PM, Monday through Friday. No work permitted around a LDWL on weekends or City Holiday.

5. A City Inspector must be present during SUE or construction activities occurring

within four feet or one diameter of the LDWL, whichever is greater, from a LDWL or appurtenance.

1.06 SUBMITTALS


B. Submit planned typical method of excavation, backfill placement and compaction including:

1. Trench widths.

2. Procedures for foundation and pipe zone bedding placement, and trench backfill compaction.

3. Procedures for assuring compaction against undisturbed soil when pre-manufactured

trench safety systems are proposed.

C. Submit backfill material sources and product quality information in accordance with requirements of Section 02320 - Utility Backfill Materials.

D. Submit trench excavation safety program in accordance with requirements of Section 02260 -

Trench Safety System. Include designs for special shoring meeting requirements defined in Paragraph 1.08, Special Shoring Design Requirements contained herein.

E. Submit record of location of utilities as installed, referenced to survey control points. Include

locations of utilities encountered or rerouted. Give stations, horizontal dimensions, elevations, inverts, and gradients.

F. Submit 11 inch by 17 inch or 12 inch by 18 inch copy of Drawing with plotted utility or

obstruction location titled "Critical Location Report" to Project Manager.

G. For installation of proposed utility adjacent to or across existing LDWL, prepare and submit the following to Drinking Water Operations prior to beginning construction activities. Obtain approval from Drinking Water Operations prior to commencing prelocate or utility work near LDWL.

1. Trench details, shoring system designs, installation sequences, and flowable fill mix

designs.


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2. Emergency Action Plan (EAP) to address contingency plans in the event of damage to or failure of LDWL. Include the following:

a. Contact personnel and agencies including primary and secondary telephone

numbers,

b. Contractor’s hierarchy of responsible personnel,

c. Traffic control measures, and

d. Identification of resources to be available on or near project site in event of damage to or failure of LDWL.

1.07 TESTS

A. Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by City in accordance with requirements of Section 01454 - Testing Laboratory Services and as specified in this Section.

B. Perform backfill material source qualification testing in accordance with requirements of

Section 02320- Utility Backfill Materials. 1.08 SPECIAL SHORING DESIGN REQUIREMENTS

A. Have special shoring designed or selected by Contractor's Professional Engineer to provide support for sides of excavations, including soils and hydrostatic ground water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures, pavements and utilities. Special shoring may be a premanufactured system selected by Contractor's Professional Engineer to meet project site requirements based on manufacturer's standard design.

PART 2 P R O D U C T S 2.01 EQUIPMENT

A. Perform excavation with hydraulic excavator or other equipment suitable for achieving requirements of this Section.

B. Use only hand-operated tamping equipment until minimum cover of 12 inches is obtained over

pipes, conduits, and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts.

C. Use trench shields or other protective systems or shoring systems which are designed and operated

to achieve placement and compaction of backfill directly against undisturbed native soil.


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D. Use special shoring systems where required which may consist of braced sheeting, braced

soldier piles and lagging, slide rail systems, or other systems meeting requirements as specified in Paragraph 1.08, Special Shoring Design Requirements.

2.02 MATERIAL CLASSIFICATIONS

A. Embedment and Trench Zone Backfill Materials: Conform to classifications and product descriptions of Section 02320 - Utility Backfill Materials and Section 02321 – Cement Stabilized Sand.

B. Concrete Backfill: Conform to requirements for Class B concrete as specified in Section 03315

- Concrete for Utility Construction.

C. Geotextile (Filter Fabric): Conform to requirements of Section 02621- Geotextile.

D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag) concrete.

PART 3 E X E C U T I O N 3.01 STANDARD PRACTICE

A. Install flexible pipe, including "semi-rigid" pipe, to conform to standard practice described in ASTM D 2321, and as described in this Section. Where an apparent conflict occurs between standard practice and requirements of this Section, this Section governs.

B. Install rigid pipe to conform to standard practice described in ASTM C 12 or C76 as applicable, and

as described in this Section. Where an apparent conflict occurs between standard practice and requirements of this Section, this Section governs.

3.02 PREPARATION

A. Establish traffic control to conform to requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights for streets and intersections affected by Work, and are considered hazardous to traffic movements.

B. Perform work to conform to applicable safety standards and regulations. Employ trench

safety system as specified in Section 02260 - Trench Safety Systems.

C. Immediately notify agency or company owning any existing utility line which is damaged, broken, or disturbed. Obtain approval from Project Manager and agency for any repairs or relocations, either temporary or permanent.


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D. Remove existing pavements and structures, including sidewalks and driveways, to conform to requirements of Section 02221 - Removing Existing Pavements and Structures, as applicable.

E. Install and operate necessary dewatering and surface-water control measures to conform to Section

01578 - Control of Ground Water and Surface Water. Provide stable trench to allow installation in accordance with Specifications.

F. Maintain permanent benchmarks, monumentation, and other reference points. Unless

otherwise directed in writing, replace those which are damaged or destroyed in accordance with Section 01725 - Field Surveying.

3.03 CRITICAL LOCATION INVESTIGATION

A. Horizontal and vertical location of various underground lines shown on Drawings, including but

not limited to water lines, gas lines, storm sewers, sanitary sewers, telecommunication lines, electric lines or power ducts, pipelines, concrete and debris, are based on best information available but are only approximate locations. Unless otherwise approved by Project Manager, at Critical Locations shown on Drawings, perform vacuum excavation to field verify horizontal and vertical locations of such lines within a zone 2 feet vertically and 4 feet horizontally of proposed work exclude water jetting at PCCP water line.

1. Verify location of existing utilities minimum of 7 working days in advance of pipe laying

activities based on daily pipe laying rate or prior to beginning installation of auger pit or tunnel shaft. Use extreme caution and care when uncovering utilities designated by Critical Locate.

2. Notify Project Manager in writing immediately upon identification of obstruction. In

event of failure to identify obstruction in minimum of 7 days, Contractor will not be entitled to extra cost for downtime including, but not limited to, payroll, equipment, overhead, demobilization and remobilization, until 7 days has passed from time Project Manager is notified of obstruction.

B. Notify involved utility companies of date and time that investigation excavation will occur and

request that their respective utility lines be marked in field. Comply with utility or pipeline company requirements that their representative be present during excavation. Provide Project Manager with 48 hours notice prior to field excavation or related work.

C. Survey vertical and horizontal locations of obstructions relative to project baseline and datum

and plot on 12 inch by 18 inch copy of Drawings. For large diameter water lines, submit to Project Manager for approval, horizontal and vertical alignment dimensions for connections to existing lines, tied into project baseline, signed and sealed by R.P.L.S.

D. LDWL Prelocate Requirements:


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1. Field-locate LDWL, appurtenances and laterals connected directly to LDWL through use of non-probing method such as a vacuum truck (non-water jetting method) at no greater than 50 foot intervals. Locate upstream and downstream of proposed work or utility installation.

2. Record crown and side of LDWL adjacent to proposed work or utility installation.

Record LDWL locations horizontally and vertically using same coordinate system employed on proposed utility drawings.

3. Tie horizontal and vertical coordinates into project baseline. Submit recordings

performed by R.P.L.S to City a minimum of 14 days prior to mobilizing to site 3.04 PROTECTION

A. Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of grading limits and within grading limits as designated on Drawings, and in accordance with requirements of Section 01562 - Tree and Plant Protection.

B. Protect and support above-grade and below-grade utilities which are to remain.

C. Restore damaged permanent facilities to pre-construction conditions unless replacement or

abandonment of facilities is indicated on Drawings.

D. Take measures to minimize erosion of trenches. Do not allow water to pond in trenches. Where slides, washouts, settlements, or areas with loss of density or pavement failures or potholes occur, repair, re-compact, and pave those areas at no additional cost to City.

E. Contingency plans for proposed work or utility installation adjacent to or across a LDWL:

1. Conduct on-site emergency drill prior to commencing proposed utility installation, and

at three month intervals to assure EAP is current.

2. In the event a LDWL shut down becomes necessary, secure site and provide assistance to City personnel to access pipe and isolation valves as needed.

3.05 EXCAVATION

A. Except as otherwise specified or shown on Drawings, install underground utilities in open cut trenches with vertical sides.

B. Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments

shown on Drawings. Avoid disturbing surrounding ground and existing facilities and improvements.


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C. Determine trench excavation widths using following schedule as related to pipe outside diameter (O.D.). Excavate trench so that pipe is centered in trench.

Nominal

Pipe Size, InchesMinimum Trench

Width, Inches Less than 18 O.D. + 18

18 to 30 O.D. + 24 36 to 42 O.D. + 36

Greater than 42 O.D. + 48

Do not obstruct sight distance for vehicles utilizing roadway or detours with stockpiled materials.

D. Use sufficient trench width or benches above embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials.

E. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or

concealed conditions, discontinue work at that location. Notify Project Manager and obtain instructions before proceeding.

F. Shoring of Trench Walls.

1. Install Special Shoring in advance of trench excavation or simultaneously with trench

excavation, so that soils within full height of trench excavation walls will remain laterally supported at all times.

2. For all types of shoring, support trench walls in pipe embedment zone throughout

installation. Provide trench wall supports sufficiently tight to prevent washing trench wall soil out from behind trench wall support.

3. Leave sheeting driven into or below pipe embedment zone in place to preclude loss of

support of foundation and embedment materials, unless otherwise directed by Project Manager. Leave rangers, walers, and braces in place as long as required to support sheeting, which has been cut off, and trench wall in vicinity of pipe zone.

4. Employ special methods for maintaining integrity of embedment or foundation material.

Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved, finish placing and compacting embedment.

5. If sheeting or other shoring is used below top of pipe embedment zone, do not disturb

pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into embedment zone shall be equivalent of 1-inch-thick steel plate. As sheeting is removed, fill in voids left with grouting material.


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G. Use of Trench Shields. When trench shield (trench box) is used as worker safety device, the

following requirements apply:

1. Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to trench sidewalls.

2. Move trench shields so that pipe, and backfill materials, after placement and compaction,

are not damaged nor disturbed, nor degree of compaction reduced. Re-compact after shield is moved if soil is disturbed.

3. When required, place, spread, and compact pipe foundation and bedding materials

beneath shield. For backfill above bedding, lift shield as each layer of backfill is placed and spread. Place and compact backfill materials against undisturbed trench walls and foundation.

4. Maintain trench shield in position to allow sampling and testing to be performed in safe

manner.

5. Conform to applicable Government regulations.

H. Voids under paving area outside shield caused by Contractor's work will require removal of pavement, consolidation and replacement of pavement in accordance with Contract Documents. Repair damage resulting from failure to provide adequate supports.

I. Place sand or soil behind shoring or trench shield to prevent soil outside shoring from collapsing

and causing voids under pavement. Immediately pack suitable material in outside voids following excavation to avoid caving of trench walls.

J. Coordinate excavation within 15 feet of pipeline with company's representative. Support pipeline

with methods agreed to by pipeline company's representative. Use small, rubber-tired excavator, such as backhoe, to do exploratory excavation. Bucket that is used to dig in close proximity to pipelines shall not have teeth or shall have guard installed over teeth to approximate bucket without teeth. Excavate by hand within 1 foot of Pipeline Company’s line. Do not use larger excavation equipment than normally used to dig trench in vicinity of pipeline until pipelines have been uncovered and fully exposed. Do not place large excavation and hauling equipment directly over pipelines unless approved by Pipeline Company’s representative.

K. When, during excavation to uncover pipeline company's pipelines, screwed collar or an oxy-

acetylene weld is exposed, immediately notify Project Manager. Provide supports for collar or welds. Discuss with Pipeline Company’s representative and determine methods of supporting collar or weld during excavation and later backfilling operations. When collar is exposed, request Pipeline Company to provide welder in a timely manner to weld ends of collar prior to backfilling of excavation.


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L. Excavation and shoring requirements for proposed work or utility installation adjacent to or

across a LDWL:

1. Identify LDWL area in field and barricade off from construction activities. Allow no construction related activities including, but not limited to, loading of dump trucks and material staging or storage, on top of LDWL.

2. Employ a groundwater control system when performing excavation activities within ten

feet of LDWL to:

a. Effectively reduce hydrostatic pressure affecting excavations,

b. Develop substantially dry and stable subgrade for subsequent construction operations,

c. Prevent loss of fines, seepage, boils, quick condition or softening of

foundation strata, and

d. Maintain stability of sides and bottom of excavations.

3. When edge of proposed trench or shoring is within a distance equal to one diameter of LDWL from outside of wall of LDWL, valve or appurtenance:

a. Maintain minimum of four (4) feet horizontal clearance and minimum of two

(2) feet vertical clearance between proposed utility and

LDWL. b. Auger Construction

i. Maintain minimum of four (4) feet horizontal clearance between proposed utility and LDWL.

ii. Dry auger method required when auger hole is 12-inches and larger in diameter.

c. Open Cut Construction and Auger pits

i. Perform hand excavation when within four (4) feet of LDWL. ii. Employ hydraulic or pneumatic shoring system. Do not use

vibratory or impact driven shoring or piling. iii. Expose no more than 30-feet of trench prior to backfilling. iv. A maximum of one (1) foot of vertical trench shall be un-braced at a

time to maintain constant pressure on face of excavated soil. v. Upon removal of shoring system, inject flowable fill into void space

left behind by shoring system. Comply with Standard Specification 02322 - Flowable Fill.


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d. When edge of utility excavation is greater than one diameter of LDWL from outside wall of LDWL, use a shielding system as required by Project Manager and proposed utility standards and practices.

3.06 HANDLING EXCAVATED MATERIALS

A. Use only excavated materials, which are suitable as defined in this Section and conforming to Section 02320 - Utility Backfill Materials. Place material suitable for backfilling in stockpiles at distance from trench to prevent slides or cave-ins.

B. When required, provide additional backfill material conforming to requirements of Section

02320 - Utility Backfill Materials.

C. Do not place stockpiles of excess excavated materials on streets and adjacent properties. Protect backfill material to be used on site. Maintain site conditions in accordance with Section 01504 - Temporary Facilities and Controls. Excavate trench so that pipe is centered in trench. Do not obstruct sight distance for vehicles utilizing roadway or detours with stockpiled materials.

3.07 TRENCH FOUNDATION

A. Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials.

B. When wet soil is encountered on trench bottom and dewatering system is not required, over

excavate an additional 6 inches with approval by Project Manager. Place non-woven geotextile fabric and then compact 12 inches of crushed stone in one lift on top of fabric. Compact crushed stone with four passes of vibratory-type compaction equipment.

C. Perform over excavation, when directed by Project Manager, in accordance with Paragraph

3.07B above. Removal of unstable or unsuitable material may be required if approved by Project Manager;

1. Even though Contractor has not determined material to be unsuitable, or

2. If unstable trench bottom is encountered and an adequate ground water control system is

installed and operating according to Section 01578 - Control of Ground Water and Surface Water.

D. Place trench dams in Class I foundations in line segments longer than 100 feet between manholes

and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes.

3.08 PIPE EMBEDMENT, PLACEMENT, AND COMPACTION

A. Remove loose, sloughing, caving, or otherwise unsuitable soil from bottoms and sidewalls of trenches immediately prior to placement of embedment materials.


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B. Place embedment including bedding, haunching, and initial backfill as shown on Drawings.

C. For pipe installation, manually spread embedment materials around pipe to provide uniform bearing and side support when compacted. Protect flexible pipe from damage during placing of pipe zone bedding material. Perform placement and compaction directly against undisturbed soils in trench sidewalls, or against sheeting which is to remain in place.

D. Do not place trench shields or shoring within height of embedment zone unless means to maintain

density of compacted embedment material are used. If moveable supports are used in embedment zone, lift supports incrementally to allow placement and compaction of material against undisturbed soil.

E. Place geotextile to prevent particle migration from in-situ soil into open-graded (Class I)

embedment materials or drainage layers.

F. Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates.

G. Place haunching material manually around pipe and compact it to provide uniform bearing and

side support. If necessary, hold small-diameter or lightweight pipe in place during compaction of haunch areas and placement beside pipe with sand bags or other suitable means.

H. Place electrical conduit, if used, directly on foundation without bedding.

I. Shovel in-place and compact embedment material using pneumatic tampers in restricted areas, and

vibratory-plate compactors or engine-powered jumping jacks in unrestricted areas. Compact each lift before proceeding with placement of next lift. Water tamping is not allowed.

J. For water lines construction embedment, use bank run sand, concrete sand, gem sand, pea gravel,

or crushed limestone as specified in Section 02320 - Utility Backfill Material. Adhere to the following subparagraph numbers 1 and 2.

1. Class I, II and III Embedment Materials:

a. Maximum 6 inches compacted lift thickness.

b. Compact to achieve minimum of 95 percent of maximum dry density as

determined according to ASTM D 698.

c. Moisture content to be within -3 percent to +5 percent of optimum as determined according to ASTM D 698, unless otherwise approved by Project Manager.

2. Cement Stabilized Sand (where required for special installations):


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a. Maximum 6 inches compacted thickness.

b. Compact to achieve minimum of 95 percent of maximum dry density as

determined according to ASTM D 698.

c. Moisture content to be on dry side of optimum as determined according to ASTM D 698 but sufficient for effective hydration.

K. For Sanitary Sewers adhere to subparagraph number 1 and 2. For Storm Sewers provide

cement stabilized sand per paragraph 2. This provision does not apply to Storm Sewers constructed of HDPE pipe installed under pavement.

1. Class I Embedment Materials.

a. Maximum 6-inches compacted lift thickness.

b. Systematic compaction by at least two passes of vibrating equipment.

Increase compaction effort as necessary to effectively embed pipe to meet deflection test criteria.

c. Moisture content as determined by Contractor for effective compaction

without softening soil of trench bottom, foundation or trench walls.

2. Class II Embedment and Cement Stabilized Sand.

a. Maximum 6-inches compacted thickness.

b. Compaction by methods determined by Contractor to achieve minimum of 95 percent of maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials.

c. Moisture content of Class II materials within 3 percent of optimum as

determined according to ASTM D 698. Moisture content of cement stabilized sands on dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration.

L. For Storm Sewers constructed of HDPE pipe and installed under pavement provide flowable fill

pipe embedment as specified in Section 02322 Flowable Fill.


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M.. Place trench dams in Class I embedment in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes.

3.09 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION

A. Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only minimum length of trench open as necessary for construction.

B. For water lines, under pavement and to within one foot back of curb, use backfill materials

described below:

1. For water lines 20 inches in diameter and smaller, use bank run sand or select backfill materials up to pavement base or subgrade.

2. For water lines 24 inches in diameter and larger, backfill with suitable on-site material

(random backfill) up to 12 inches below pavement base or subgrade. Place minimum of 12 inches of select backfill below pavement base or subgrade.

C. For sewer pipes (Storm and Sanitary), use backfill materials described by trench limits. For "trench

zone backfill" under pavement and to within one foot back of curb, use cement stabilized sand for pipes of nominal sizes 36 inches in diameter and smaller to level 12 inches below the pavement. For sewer pipes 42 inches in diameter and larger, under pavement or natural ground, backfill from 12 inches above top of pipe to 12 inches below pavement with suitable on-site material or select backfill. Use select backfill for rigid pavements or flexible base material for asphalt pavements for 12- inch backfill directly under pavement. For backfill materials reference Section 02320 - Utility Backfill Materials. This provision does not apply where a Storm Sewer is constructed of HDPE pipe.

D. For Storm Sewers constructed of HDPE pipe and installed under pavement provide flowable fill

as specified in Section 02322 Flowable Fill. For Storm Sewers constructed of HDPE pipe and not installed under pavement provide cement stabilized sand.

E. Where damage to completed pipe installation work is likely to result from withdrawal of

sheeting, leave sheeting in place. Cut off sheeting 1.5 feet or more above crown of pipe. Remove trench supports within 5 feet from ground surface.

F. Unless otherwise shown on Drawings. Use one of the following trench zone backfills under

pavement and to within one foot of edge of pavement. Place trench zone backfill in lifts and compact. Fully compact each lift before placement of next lift.

1. Class I, II, or III or combination thereof :

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a. Place in maximum 12-inch thick loose layers.

b. Compact by vibratory equipment to minimum of 95 percent of maximum dry density determined according to ASTM D 698.

c. Moisture content within zero percent to 5 percent above optimum determined

according to ASTM D 698, unless otherwise approved by Project Manager.

2. Cement-Stabilized Sand:

a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but do not exceed 12 inches.

b. Compact by vibratory equipment to minimum of 95 percent of maximum dry

density determined according to ASTM D 558.

c. Moisture content on dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration.

3. Class IVA and IVB (Clay Soils):

a. Place in maximum 8-inch thick loose lifts.

b. Compaction by vibratory Sheepfoot roller to minimum of 95 percent of

maximum dry density determined according to ASTM D 698.

c. Moisture content within zero percent to 5 percent above optimum determined according to ASTM D 698, unless approved by Project Manager.

G. Unless otherwise shown on Drawings, for trench excavations not under pavement, random

backfill of suitable material may be used in trench zone. This provision does not apply to HDPE storm sewers.

1. Fat clays (CH) may be used as trench zone backfill outside paved areas at Contractor's

option. When required density is not achieved, at any additional cost to City, rework, dry out, use lime stabilization or other approved methods to achieve compaction requirements, or use different suitable material.

2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12-inch

lift thickness for granular soils.

3. Compact to minimum of 90 percent of maximum dry density determined according to ASTM D 698.

4. Moisture content as necessary to achieve density.

02317-1907/01/2016


H. For electric conduits, remove form work used for construction of conduits before placing

trench zone backfill. 3.10 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES

A. Below paved areas or where shown on Drawings, encapsulate manhole with cement stabilized sand; minimum of 2 foot below base, minimum 2 foot around walls, up to pavement subgrade or natural ground. Compact in accordance with Paragraph 3.09.F.2 of this Section

B. In unpaved areas, use select fill for backfill. Existing material that qualifies as select material

may be used, unless indicated otherwise on Drawings. Deposit backfill in uniform layers and compact each layer as specified. Maintain backfill material at no less than 2 percent below nor more than 5 percent above optimum moisture content, unless otherwise approved by Project Manager. Place fill material in uniform 8-inch maximum loose layers. Compact fill to at least 95 percent of maximum Standard Proctor Density according to ASTM D 698.

C. For LDWL projects, encapsulate manhole with cement stabilized sand; minimum of 1 foot

below base, minimum of 2 feet around walls, up to within 12 inches of pavement subgrade or natural ground. For manholes over water line, extend encapsulation to bottom of trench. Compact in accordance with Paragraph 3.09 F.2 of this Section.


A. Test for material source qualifications as defined in Section 02320 - Utility Backfill Materials.

B. Provide excavation and trench safety systems at locations and to depths required for testing and

retesting during construction at no additional cost to City.

C. Tests will be performed on minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is noticeable change in material gradation or plasticity, or when requested by Project Manager.

D. At least three tests for moisture-density relationships will be performed initially for backfill

materials in accordance with ASTM D 698, and for cement- stabilized sand in accordance with ASTM D 558. Perform additional moisture-density relationship tests once a month or whenever there is noticeable change in material gradation or plasticity.

E. In-place density tests of compacted pipe foundation, embedment and trench zone backfill soil

materials will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at following frequencies and conditions.

02317-2007/01/2016


1. For open cut construction projects and auger pits: Unless otherwise approved by Project Manager, successful compaction to be measured by one test per 40 linear feet measured along pipe for compacted embedment and two tests per 40 linear feet measured along pipe for compacted trench zone backfill material. Length of auger pits to be measured to arrive at 40 linear feet.

2. A minimum of three density tests for each full shift of Work.

3. Density tests will be distributed among placement areas. Placement areas are:

foundation, bedding, haunching, initial backfill and trench zone.

4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified.

5. Density tests may be performed at various depths below fill surface by pit excavation.

Material in previously placed lifts may therefore be subject to acceptance/rejection.

6. Two verification tests will be performed adjacent to in-place tests showing density less than acceptance criteria. Placement will be rejected unless both verification tests show acceptable results.

7. Recompacted placement will be retested at same frequency as first test series, including

verification tests.

8. Identify elevation of test with respect to natural ground or pavement.

F. Recondition, re-compact, and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For hardened soil cement with nonconforming density, core and test for compressive strength at Contractor's expense.

G. Acceptability of crushed rock compaction will be determined by inspection.

3.12 DISPOSAL OF EXCESS MATERIAL

A. Dispose of excess materials in accordance with requirements of Section 01576 - Waste Material Disposal.

END OF SECTION

CITY OF HOUSTON EXTRA UNIT PRICE WORK FOR STANDARD SPECIFICATION EXCAVATION AND BACKFILL

02318-1 01/01/2011

Section 02318 EXTRA UNIT PRICE WORK FOR EXCAVATION AND BACKFILL PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Measurement and payment applicable to extra unit price work items for excavation and backfill made necessary by unusual or unforeseen circumstances encountered during utility installations.

B. Extra unit price work for excavation and backfill is paid only when authorized in advance by

Project Manager. 1.02 MEASUREMENT AND PAYMENT A. UNIT PRICES

1. Excavation Around Obstructions: Payment for excavation around obstructions is on cubic yard basis, measured in place, without deduction for volume occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item.

2. Extra Hand Excavation: Payment for extra hand excavation is on cubic yard basis,

measured in place.

3. Extra Machine Excavation: Payment for extra machine excavation is on cubic yard basis, measured in place.

4. Extra Placement of Backfill Material: Payment for extra placement of backfill

material is on cubic yard basis, measured in place, for material installed as part of Work. At discretion of Project Manager, measurement of cubic yards may be calculated from volume of Extra Hand Excavation or Extra Machine Excavation for which replacement is made, minus volume of any Extra Placement of Granular Backfill authorized in conjunction with Work.

5. Extra Placement of Granular Backfill: Payment for extra placement of granular

backfill material is on cubic yard basis, measured in place.

6. Extra Select Backfill: Payment for extra select backfill is on cubic yard basis, measured in place for a theoretical minimum trench width. The project Manager may authorize extra select backfill when soil from the excavation work does not include adequate quantities for placement of suitable on-site material (random backfill).

CITY OF HOUSTON EXTRA UNIT PRICE WORK FOR STANDARD SPECIFICATION EXCAVATION AND BACKFILL

02318-2 01/01/2011

7. Refer to Section 01270 – Measurement and payment for unit price procedures. 1.03 DEFINITIONS

A. Excavation Around Obstructions: Excavation necessitated by obstruction of pipes (other than service connections 3 inches in diameter or less), ducts, or other structures, not shown on Drawings, and of an unusual or unforeseen nature which interfere with installation of utility piping by normal methods of excavation or auguring.

B. Extra Hand Excavation: Excavation by manual labor made necessary by unusual or

unforeseen circumstances at locations approved in advance by Project Manager.

C. Extra Machine Excavation: Excavation by machine at or near project site to perform related work not included in original project scope but added for convenience of City, as approved in advance by Project Manager.

D. Extra Replacement of Backfill Material: Handling, backfill, and compaction of excavated

material authorized under extra work bid items for Extra Hand Excavation or Extra Machine Excavation. Placement and compaction shall conform to requirements specified for excavation and backfill in Sections 02316 – Excavation and Backfill for Structures and 02317 – Excavation and Backfill for Utilities.

E. Extra Placement of Granular Backfill: Hauling, placing, and compacting granular backfill

materials as approved by Project Manager in conjunction with Extra Replacement of Backfill Material. Materials placed under this item shall conform to requirements for Bank Run Sand, Cement Stabilized Sand, Concrete Sand, Gem Sand, Crushed Stone, or Crushed Concrete specified for backfill material in Sections 02316 – Excavation and Backfill for Structures and 02317 – Excavation and Backfill for Utilities..

F. Extra Select Backfill: Unsuitable material removed from the project and select backfill

material hauled to the project, or conditioning unsuitable material on the site to make it select backfill. Provide select backfill material specified in Section 02320 – Utility Backfill Materials.

PART 2 P R O D U C T S Not Used PART 3 E X E C U T I O N Not Used END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION BORROW

02319-1 01/01/2011

Section 02319 BORROW PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Soil materials for embankment or backfill. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for borrow is on cubic yard basis calculated by theoretical quantities using average end area method based on Drawings.




A. ASTM D 2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil Aggregate Mixtures.

B. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils. 1.04 SUBMITTALS


B. Submit location and description of proposed borrow area for approval.

C. Submit material samples for testing.


2.01 SOIL MATERIAL

CITY OF HOUSTON STANDARD SPECIFICATION BORROW

02319-2 01/01/2011

A. Grade borrow material used for embankment or backfill free of lumps greater than 6 inches, rocks larger than 3 inches, organic material, chemical waste or other contamination, and debris. Take borrow material from sources approved by Project Manager.

B. Use material with plasticity index not less than 12, nor more than 20 when tested in

accordance with ASTM D 4318. Maximum liquid limit shall be 45, unless approved by Project Manager. Do not use blend of cohesive and granular soils to achieve required plasticity index.


A. Notify Project Manager and testing laboratory 5 days in advance of opening borrow source to permit obtaining samples for qualification testing. When material does not meet specification requirements, locate another source of borrow.

B. Clear approved source area of trees, stumps, brush, roots, vegetation, organic matter, and other

unacceptable material before excavation. 3.02 TESTS

A. Test and analyze soil materials in accordance with ASTM D 4318 and ASTM D 2216 under provisions of Section 01454 - Testing Laboratory Services.

3.03 EXCAVATION

A. Provide adequate drainage of surface water so that surface water run off does not enter borrow pit excavation.

3.04 HAULING

A. Use covered trucks. Conform to requirements of Section 01555 - Traffic Control and Regulation.

3.05 EMBANKMENT

A. Conform to requirements of Section 02330 - Embankment.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS

02320-1 01/01/2011

Section 02320 UTILITY BACKFILL MATERIALS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Material Classifications.

B. Utility Backfill Materials:

1. Concrete sand

2. Gem sand

3. Pea gravel 4. Crushed stone

5. Crushed concrete

6. Bank run sand

7. Select backfill

8. Random backfill 9. Cement stabilized sand

C. Material Handling and Quality Control Requirements.


A. Unit Prices.

1. No payment will be made for backfill material. Include payment in unit price for applicable utility installation.

2. Payment for backfill material, when included as separate pay item or when directed by Project Manager, is on cubic yard basis for material placed and compacted within

theoretical trench width limits and thickness of material according to Drawings, or as directed by Project Manager.

3. Payment for backfill of authorized over-excavation is in accordance with Section 02318 - Extra Unit Price Work for Excavation and Backfill.


02320-2 01/01/2011




A. Unsuitable Material:

1. Materials classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D 2487.

2. Materials that cannot be compacted to required density due to gradation, plasticity, or

moisture content.

3. Materials containing large clods, aggregates, or stones greater than 4 inches in any dimension; debris, vegetation, or waste; or any other deleterious materials.

4. Materials contaminated with hydrocarbons or other chemical contaminants.

B. Suitable Material:

1. Materials meeting specification requirements.

2. Unsuitable materials meeting specification requirements for suitable soils after

treatment with lime or cement.

C. Foundation Backfill Materials: Natural soil or manufactured aggregate meeting Class I requirements and geotextile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill where needed to provide stable support for structure foundation base. Foundation backfill materials may include concrete fill and seal slabs.

D. Foundation Base: Crushed stone aggregate with filter fabric as required, cement stabilized

sand, or concrete seal slab. Foundation base provides smooth, level working surface for construction of concrete foundation.

E. Backfill Material: Classified soil material meeting specified quality requirements for

designated application as embedment or trench zone backfill.

F. Embedment Material: Soil material placed under controlled conditions within embedment zone extending vertically upward from top of foundation to an elevation 12 inches above top of pipe, and including pipe bedding, haunching and initial backfill.


02320-3 01/01/2011

G. Trench Zone Backfill: Classified soil material meeting specified quality requirements and placed under controlled conditions in trench zone from top of embedment zone to base course in paved areas or to surface grading material in unpaved areas.

H. Foundation: Either suitable soil of trench bottom or material placed as backfill of over-

excavation for removal and replacement of unsuitable or otherwise unstable soils.

I. Source: Source selected by Contractor for supply of embedment or trench zone backfill material. Selected source may be project excavation, off-site borrow pits, commercial borrow pits, or sand and aggregate production or manufacturing plants.

J. Refer to Section 02317 - Excavation and Backfill for Utilities for other definitions regarding

utility installation by trench construction. 1.04 REFERENCES

A. ASTM C 33 - Standard Specification for Concrete Aggregate.

B. ASTM C 40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

C. ASTM C 123 - Standard Test Method for Lightweight Particles in Aggregate.

D. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine.

E. ASTM C 136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

F. ASTM C 142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregates.

G. ASTM D 1140 - Standard Test Method for Amount of Material in Soils Finer Than No. 200

Sieve.

H. ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System).

I. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils.

J. ASTM D 4643 - Standard Test Method for Determination of Water (Moisture) Content of Soil by Microwave Oven Method.

K. TxDOT Tex-110-E - Determining Particle Size Analysis of Soils.

L. TxDOT Tex-460-A - Material Finer Than 75 Φm (No.200) Sieve In Mineral Aggregates (Decantation Test for Concrete Aggregates).


02320-4 01/01/2011

1.05 SUBMITTALS


B. Submit description of source, material classification and product description, production method, and application of backfill materials.

C. Submit test results for samples of off-site backfill materials. Comply with Paragraph 2.03,

Material Testing.

D. Before stockpiling materials, submit copy of approval from landowner for stockpiling backfill material on private property.

E. Provide delivery ticket which includes source location for each delivery of material that is

obtained from off-site sources or is being paid as specific bid item. 1.06 TESTS

A. Perform tests of sources for backfill material in accordance with Paragraph 2.03B.

B. Verification tests of backfill materials may be performed by City in accordance with Section 01454 - Testing Laboratory Services and in accordance with Paragraph 3.03.

PART 2 P R O D U C T S 2.01 MATERIAL CLASSIFICATIONS

A. Classify materials for backfill for purpose of quality control in accordance with Unified Soil Classification Symbols as defined in ASTM D 2487. Material use and application is defined in utility installation specifications and Drawings either by class, as described in Paragraph 2.01B, or by product descriptions, as given in Paragraph 2.02.

B. Class Designations Based on Laboratory Testing:

1. Class I: Well-graded gravels and sands, gravel-sand mixtures, crushed well-graded

rock, little or no fines (GW, SW):

a. Plasticity index: non-plastic.

b. Gradation: D60/D10 - greater than 4 percent; amount passing No. 200 sieve - less than or equal to 5 percent.

2. Class II: Poorly graded gravels and sands, silty gravels and sands, little to moderate

fines (GM, GP, SP, SM):


02320-5 01/01/2011

a. Plasticity index: non-plastic to 4.

b. Gradations:

1) Gradation (GP, SP): amount passing No. 200 sieve - less than 5 percent.

2) Gradation (GM, SM): amount passing No. 200 sieve - between 12 percent and 50 percent.

3) Borderline gradations with dual classifications (e.g., SP-SM): amount passing No. 200 sieve - between 5 percent and 12 percent.

3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and

clay (GC, SC, and dual classifications, e.g., SP-SC):

a. Plasticity index: greater than 7.

b. Gradation: amount passing No. 200 sieve - between 12 percent and 50 percent.

4. Class IVA: Lean clays (CL).

a. Plasticity Indexes: 1) Plasticity index: greater than 7, and above A line. 2) Borderline plasticity with dual classifications (CL-ML): PI between 4 and 7.

b. Liquid limit: less than 50.

c. Gradation: amount passing No. 200 sieve - greater than 50 percent.

d. Inorganic.

5. Class IVB: Fat clays (CH)

a. Plasticity index: above A line.

b. Liquid limit: 50 or greater.

c. Gradation: amount passing No. 200 sieve - greater than 50 percent.

d. Inorganic.

6. Use soils with dual class designation according to ASTM D 2487, and which are not

defined above, according to more restrictive class. 2.02 PRODUCT DESCRIPTIONS


02320-6 01/01/2011

A. Soils classified as silt (ML) silty clay (CL-ML with PI of 4 to 7), elastic silt (MH), organic clay and organic silt (OL, OH), and organic matter (PT) are not acceptable as backfill materials. These soils may be used for site grading and restoration in unimproved areas as approved by Project Manager. Soils in Class IVB, fat clay (CH) may be used as backfill materials where allowed by applicable backfill installation specification. Refer to Section 02316 - Excavation and Backfill for Structures and Section 02317 - Excavation and Backfill for Utilities.

B. Provide backfill material that is free of stones greater than 6 inches, free of roots, waste,

debris, trash, organic material, unstable material, non-soil matter, hydrocarbon or other contamination, conforming to following limits for deleterious materials:

1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent for Class II,

when tested in accordance with ASTM C 142. 2. Lightweight pieces: Less than 5 percent when tested in accordance with ASTM C 123. 3. Organic impurities: No color darker than standard color when tested in accordance

with ASTM C 40.

C. Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in product specification, and approved by Project Manager, provided that physical property criteria are determined to be satisfactory by testing.

D. Bank Run Sand: Durable bank run sand classified as SP, SW, or SM by Unified Soil

Classification System (ASTM D 2487) meeting following requirements:

1. Less than 15 percent passing number 200 sieve when tested in accordance with ASTM D 1140. Amount of clay lumps or balls may not exceed 2 percent.

2. Material passing number 40 sieve shall meet the following requirements when tested in

accordance with ASTM D 4318: Plasticity index: not exceeding 7.

E. Concrete Sand: Natural sand, manufactured sand, or combination of natural and manufactured sand conforming to requirements of ASTM C 33 and graded within following limits when tested in accordance with ASTM C 136:

Sieve

Percent Passing

3/8"

100 No. 4

95 to 100

No. 8

80 to 100 No. 16

50 to 85

No. 30

25 to 60 No. 50

10 to 30


02320-7 01/01/2011

No. 100

2 to 10

F. Gem Sand: Sand conforming to requirements of ASTM C 33 for course aggregates

specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136:

Sieve

Percent Passing

3/8”

95 to 100 No. 4

60 to 80

No. 8

15 to 40

G. Pea Gravel: Durable particles composed of small, smooth, rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136:

Sieve

Percent Passing

1/2” 100

3/8”

85 to 100 No. 4

10 to 30

No. 8

0 to 10 No. 16

0 to 5

H. Crushed Aggregates: Crushed aggregates consist of durable particles obtained

from an approved source and meeting the following requirements:

1. Materials of one product delivered for same construction activity from single source, unless otherwise approved by Project Manager.

2. Non-plastic fines. 3. Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance

with ASTM C 131. 4. Crushed aggregate shall have minimum of 90 percent of particles retained on No. 4

sieve with 2 or more crushed faces as determined by Tex-460-A, Part I. 5. Crushed stone: Produced from oversize plant processed stone or gravel, sized by

crushing to predominantly angular particles from naturally occurring single source. Uncrushed gravel is not acceptable materials for embedment where crushed stone is shown on applicable utility embedment drawing details.


02320-8 01/01/2011

6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris.

7. Gradations, as determined in accordance with Tex-110-E.

Sieve

Percent Passing by Weight for Pipe Embedment by Ranges of Nominal Pipes Sizes

>15"

15" - 8"

<8"

1"

95 - 100

100

-

3/4"

60 - 90

90 - 100

100 1/2"

25 - 60

-

90 - 100

3/8"

-

20 - 55

40 - 70 No. 4

0 - 5

0 - 10

0 - 15

No. 8

-

0 - 5

0 - 5

I. Select Backfill: Class III clayey gravel or sand or Class IV lean clay with plasticity index between 7 and 20 or clayey soils treated with lime in accordance with Section 02951 - Pavement Repair and Restoration to meet plasticity criteria.

J. Random Backfill: Any suitable soil or mixture of soils within Classes I, II, III and IV; or fat clay (CH) whe

allowed by applicable backfill installation specification. Refer to Section 02316 - Excavation and Backfill for Structures and Section 02317 - Excavation and Backfill for Utilities.

K. Cement Stabilized Sand: Conform to requirements of Section 02321 - Cement Stabilized

Sand.

L. Concrete Backfill: Conform to Class B concrete as specified in Section 03315 - Concrete for Utility Construction.

M. Flexible Base Course Material: Conform to requirements of applicable portions of Section

02711 - Hot Mix Asphaltic Base Course, Section 02712 - Cement Stabilized Base Course, and Section 02713 - Recycled Crushed Concrete Base Course.

2.03 MATERIAL TESTING

A. Source Qualification. Perform testing to obtain tests by suppliers for selection of material sources and products not from the project site. Test samples of processed materials from


02320-9 01/01/2011

current production representing material to be delivered. Use tests to verify that materials meet specification requirements. Repeat qualification test procedures each time source characteristics change or there is planned change in source location or supplier. Include the following qualification tests, as applicable:

1. Gradation. Report complete sieve analyses regardless of specified control sieves from

largest particle through No. 200 sieve. 2. Plasticity of material passing No. 40 sieve 3. Los Angeles abrasion wear of material retained on No. 4 sieve 4. Clay lumps 5. Lightweight pieces 6. Organic impurities

B. Production Testing. Provide reports to Project Manager from an independent testing

laboratory that backfill materials to be placed in Work meet applicable specification requirements.

C. Assist Project Manager in obtaining material samples for verification testing at source or at

production plant.

PART 3 E X E C U T I O N 3.01 SOURCES A. Use of existing material in trench excavations is acceptable, provided applicable specification

requirements are satisfied. B. Identify off-site sources for backfill materials at least 14 days ahead of intended use so that

Project Manager may obtain samples for verification testing.

C. Materials may be subjected to inspection or additional verification testing after delivery. Materials which do not meet requirements of specifications will be rejected. Do not use material which, after approval, has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once material is approved by Project Manager, expense for sampling and testing required to change to different material will be credited to City through change order.

D. Bank run sand, select backfill, and random backfill, if available in project excavation, may be

obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete work from off-site sources.


02320-10 01/01/2011

E. City does not represent or guarantee that any soil found in excavation work will be suitable and acceptable as backfill material.

3.02 MATERIAL HANDLING

A. When backfill material is obtained from either commercial or non-commercial borrow pit, open pit to expose vertical faces of various strata for identification and selection of approved material to be used. Excavate selected material by vertical cuts extending through exposed strata to achieve uniformity in product.

B. Establish temporary stockpile locations for practical material handling, control, and

verification testing by Project Manager in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property.

C. When stockpiling backfill material near project site, use appropriate covers to eliminate

blowing of materials into adjacent areas and prevent runoff containing sediments from entering drainage system.

D. Place stockpiles in layers to avoid segregation of processed materials. Load material by

making successive vertical cuts through entire depth of stockpile. 3.03 FIELD QUALITY CONTROL

A. Quality Control

1. The Project Manager may sample and test backfill at:

a. Sources including borrow pits, production plants and Contractor's designated off-site stockpiles.

b. On-site stockpiles. c. Materials placed in Work.

2. The Project Manager may re-sample material at any stage of work or location if

changes in characteristics are apparent.

B. Production Verification Testing: City's testing laboratory will provide verification testing on backfill materials, as directed by Project Manager. Samples may be taken at source or at production plant, as applicable.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CEMENT STABILIZED SAND

02321-1 01/01/2011

Section 02321 CEMENT STABILIZED SAND PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Cement stabilized sand. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for work performed under this Section. Include cost of such work in Contract unit prices for items listed in bid form requiring cement stabilized sand.

2. Refer to Paragraph 3.04 for material credit.




A. ASTM C 33 - Standard Specification for Concrete Aggregates (Fine Aggregate).

B. ASTM C 40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

C. ASTM C 42 - Standard Test Methods for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

D. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.

E. ASTM C 123 - Standard Test Method for Lightweight Particles in Aggregate.

F. ASTM C 142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregates.

G. ASTM C 150 - Specification for Portland Cement.

H. ASTM D 558 - Standard Test Method for Moisture-Density Relations of Soil Cement-

Mixtures.


02321-2 01/01/2011

I. ASTM D 1632 - Standard Practice for Making and Curing Soil-Cement Compression and

Flexure Test Specimens in the Laboratory

J. ASTM D 1633 - Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders.

K. ASTM D 2487 - Standard Test Method for Classification of Soils for Engineering Purposes

(Unified Soil Classification System).

L. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

M. ASTM D 3665 - Standard Practice for Random Sampling of Construction Materials.

N. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of

Soils. 1.04 SUBMITTALS


B. Submit proposed target cement content and production data for sand-cement mixture in accordance with requirements of Paragraph 2.03, Materials Qualifications.

1.05 DESIGN REQUIREMENTS

A. Use sand-cement mixture producing minimum unconfined compressive strength of 100 pounds per square inch (psi) in 48 hours.

1. Design will be based on strength specimens molded in accordance with ASTM D 558

at moisture content within 3 percent of optimum and within 4 hours of batching.

2. Determine minimum cement content from production data and statistical history. Provide no less than 1.1 sacks of cement per ton of dry sand.

PART 2 P R O D U C T S 2.01 MATERIALS

A. Cement: Type I Portland cement conforming to ASTM C 150.

B. Sand: Clean, durable sand meeting grading requirements for fine aggregates of ASTM C 33, or requirements for bank run sand of Section 02320 - Utility Backfill Materials, and the following requirements:


02321-3 01/01/2011

1. Classified as SW, SP, SW-SM, SP-SM, or SM by Unified Soil Classification System

of ASTM D 2487.

2. Deleterious materials:

a. Clay lumps, ASTM C 142 - less than 0.5 percent.

b. Lightweight pieces, ASTM C 123; less than 5.0 percent.

c. Organic impurities, ASTM C 40, color no darker than standard color.

3. Plasticity index of 4 or less when tested in accordance with ASTM D 4318.

C. Water: Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C 94.

2.02 MIXING MATERIALS

A. Add required amount of water and mix thoroughly in pugmill-type mixer.

B. Stamp batch ticket at plant with time of loading. Reject material not placed and compacted within 4 hours after mixing.

2.03 MATERIAL QUALIFICATION

A. Determine target cement content of material as follows:

1. Obtain samples of sand-cement mixtures at production facility representing range of cement content consisting of at least three points.

2. Complete molding of samples within 4 hours after addition of water.

3. Perform strength tests (average of two specimens) at 48 hours and 7 days.

4. Perform cement content tests on each sample.

5. Perform moisture content tests on each sample.

6. Plot average 48-hour strength vs. cement content.

7. Record scale calibration date, sample date, sample time, molding time, cement feed

dial settings, and silo pressure (if applicable).


02321-4 01/01/2011

B. Test raw sand for following properties at point of entry into pug-mill:

1. Gradation

2. Plasticity index

3. Organic impurities

4. Clay lumps and friable particles

5. Lightweight pieces

6. Moisture content

7. Classification

C. Present data obtained in format similar to that provided in sample data form attached to this Section.

D. The target content may be adjusted when statistical history so indicates. For determination of

minimum product performance use formula:

f'c% 1/2 standard deviation PART 3 E X E C U T I O N 3.01 PLACING

A. Place sand-cement mixture in maximum 12-inch-thick loose lifts and compact to 95 percent of maximum density as determined in accordance with ASTM D 558, unless otherwise specified. Refer to related specifications for thickness of lifts in other applications. Target moisture content during compaction is +3 percent of optimum. Perform and complete compaction of sand-cement mixture within 4 hours after addition of water to mix at plant.

B. Do not place or compact sand-cement mixture in standing or free water. C. Where potable water lines cross wastewater line, embed wastewater line with cement

stabilized sand in accordance with Texas Administrative Code §290.44(e)(4)(B): 1. Provide minimum of 10% cement per cubic yard of cement stabilized sand

mixture, based on loose dry weight volume. Use at least 2.5 bags of cement per cubic yard of mixture (2 sacks per ton of dry sand).


02321-5 01/01/2011

2. Unless otherwise shown on Drawings, embed wastewater main or lateral minimum of six inches above and below.

3. Use brown coloring in cement stabilized sand for wastewater main or lateral

bedding for identification of pressure rated wastewater mains during future construction.



B. One sample of cement stabilized sand shall be obtained for each 150 tons of material placed per day with no less than one sample per day of production. Random samples of delivered cement stabililized sand shall be taken in the field at point of delivery in accordance with ASTM 3665. Obtain three individual samples of approximately 12 to 15 lb each from the first, middle, and last third of the truck and composite them into one sample for test purpose.

C. Prepare and mold four specimens (for each sample obtained) in accordance with ASTM D

558, Method A, without adjusting moisture content. Samples will be molded at approximately same time material is being used, but no later than 4 hours after water is added to mix.

D. After molding, specimens will be removed from molds and cured in accordance with ASTM D

1632.

E. Specimens will be tested for compressive strength in accordance with ASTM D 1633, Method A. Two specimens will be tested at 48 hours plus or minus 2 hours and two specimens will be tested at 7 days plus or minus 4 hours.

F. A strength test will be average of strengths of two specimens molded from same sample of

material and tested at same age. Average daily strength will be average of strengths of all specimens molded during one day's production and tested at same age.

G. Precision and Bias: Test results shall meet recommended guideline for precision in ASTM

D 1633 Section 9.

H. Reporting: Test reports shall contain, as a minimum, the following information:

1. Supplier and plant number 2. Time material was batched

3. Time material was sampled 4. Test age (exact hours) 5. Average 48-hour strength 6. Average 7-day strength


02321-6 01/01/2011

7. Specification section number 8. Indication of compliance / non-compliance 9. Mixture identification

10. Truck and ticket numbers 11. The time of molding 12. Moisture content at time of molding 13. Required strength 14. Test method designations 15. Compressive strength data as required by ASTM D 1633 16. Supplier mixture identification 17. Specimen diameter and height, in. 18. Specimen cross-sectional area, sq. in.

3.03 ACCEPTANCE

A. Strength level of material will be considered satisfactory if:

1. The average 48-hour strength is greater than 100 psi with no individual strength test below 70 psi.

2. All 7-day individual strength tests (average of two specimens) are greater than or

equal to 100 psi.

B. Material will be considered deficient when 7-day individual strength test (average of two specimens) is less than 100 psi but greater than 70 psi. See Paragraph 3.04 Adjustment for Deficient Strength.

C. The material will be considered unacceptable and subject to removal and replacement at

Contractor=s expense when individual strength test (average of two specimens) has 7-day strength less than 70 psi.

D. When moving average of three daily 48-hour averages falls below 100 psi, discontinue

shipment to project until plant is capable of producing material, which exceeds 100 psi at 48 hours. Five 48-hour strength tests shall be made in this determination with no individual strength tests less than 100 psi.

E. Testing laboratory shall notify Contractor, Project Manager, and material supplier by facsimile

of tests indicating results falling below specified strength requirements within 24 hours.

F. If any strength test of laboratory cured specimens falls below the specified strength, Contractor may, at his own expense, request test of cores drilled from the area in question in accordance with ASTM C42. In such cases, three (3) cores shall be taken for each strength test that falls below the values given in 3.03.A.


02321-7 01/01/2011

G. Cement stabilized sand in an area represented by core tests shall be considered satisfactory if the average of three (3) cores is equal to at least 100 psi and if no single core is less that 70 psi. Additional testing of cores extracted from locations represented by erratic core strength results will be permitted.

3.04 ADJUSTMENT FOR DEFICIENT STRENGTH

A. When mixture produces 7-day compressive strength greater than or equal to 100 psi, then material will be considered satisfactory and bid price will be paid in full.

B. When mixture produces 7-day compressive strength less than 100 psi and greater than or

equal to 70 psi, material shall be accepted contingent on credit in payment. Compute credit by the following formula:

Credit per Cubic Yard = $30.00 x 2 (100 psi - Actual psi)

100

C. When mixture produces 7-day compressive strength less than 70 pounds per square inch, then remove and replace cement-sand mixture and paving and other necessary work at no cost to City.

Supplier: City Stabilized Sand Plant No: 1 - Main Street Date of Tests: January 1, 1997

Item Raw Sand 1.1 Sack 100 psi 1.5 Sack 2.0 Sack

Moisture Content

10.9

15.7

14.0

13.8

13.7 Cement Feed Dial Setting

--

2.25

2.5

2.75

3.75

Silo Pressure (psi)

--

4

4

4

4 Batch Time

10:00

10:10

10:15

10:20

10:25

Sample Time

--

10:10

10:15

10:20

10:25 Molding Time

--

12:30

12:45

1:00

1:15

Cement Content (sacks/ton)

--

1.1

1.3

1.6

2.1 Compressive Strength at 48 hrs. (avg of 2)

--

80

120

160

220

Compressive Strength at 7 days(avg of 2)

--

135

200

265

365


02321-8 01/01/2011

Sieve size Percent Passing COH Spec. Section 02320

3/8 Inch

100

-- No. 16

100

--

No. 40

100

-- No. 50

99

--

No. 100

41

-- No. 200

11

0 to 15

Raw Sand Tests Result City of Houston

Plasticity Index

Non-Plastic

4 Maximum Organic Impurities

Passing

No Darker Than

Clay Lumps & Friable Parts (%)

0.0

0.5 % Maximum Lightweight Pieces (%)

0.0

5.0 % Maximum

Classification

SP-SM

SW, SP, SW-SM, SP-SM, SM

Compressive Strength vs Cement Content

050

100150200250300350400

1 1.2 1.4 1.6 1.8 2 2.2

Cement Content (Sacks/Ton)

Com

pres

sive

Str

engt

h (p

si)

48 hr Strength7 day Strength

TARGET

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION EMBANKMENT

02330-1 10/01/2002

Section 02330 EMBANKMENT PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Construction of embankments with excess excavated material and borrow. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for embankment under this section. Include payment in unit price for excavation or borrow.




A. ASTM D 698 - Standard Test Methods for Laboratory Compaction Characteristics of Soils Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).

B. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by

Nuclear Methods (Shallow Depth).

C. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).


A. Refer to Section 02315 - Roadway Excavation for acceptable excess materials from roadway excavation.

B. Refer to Section 02317 - Excavation and Backfill For Utilities for acceptable excess

materials from utility excavation and trenching.


02330-2 10/01/2002

C. Refer to Section 02319 - Borrow for acceptable borrow materials. PART 3 E X E C U T I O N 3.01 EXAMINATION

A. Verify borrow and excess excavated materials to be reused are approved.

B. Verify removals and clearing and grubbing operations have been completed. 3.02 PREPARATION

A. Backfill test pits, stump holes, small swales and other surface irregularities. Backfill and compact in designated lift depths to requirements for embankment compaction.

B. Record location and plug and fill inactive water and oil wells. Conform to Texas State

Health Department, Texas Commission on Environmental Quality and Texas Railroad Commission requirements. Notify City Engineer prior to plugging wells.

C. Excavate and dispose of unsuitable soil and other unsuitable materials which will not

consolidate. Backfill and compact to requirements for embankment. Unsuitable soil is defined in Section 02316 - Excavation and Backfill for Structures and Section 02320 - Utility Backfill Materials.

D. Backfill new utilities below future grade. Conform to requirements of Sections 02317 -

Excavation and Backfill For Utilities, 02511 - Water Lines, 02531 - Gravity Sanitary Sewers, and 02532 - Sanitary Sewage Force Mains.

3.03 PROTECTION

A. Protect trees, shrubs, lawns, existing structures, and other features outside of embankment limits.

B. Protect utilities above and below grade, which are to remain.

C. Conform to protection requirements of Section 02315 - Roadway Excavation.

3.04 PLACING EMBANKMENT

A. Do not conduct placement operations during inclement weather or when existing ground or fill materials exceed 3 percent of optimum moisture content. Contractor may manipulate wet material to facilitate drying, by disking or windrowing.


02330-3 10/01/2002

B. Do not place embankment fill until density and moisture content of previously placed material comply with specified requirements.

C. Scarify areas to be filled to minimum depth of 4 inches to bond existing and new materials.

Mix with first fill layer.

D. Spread fill material evenly, from dumped piles or windrows, into horizontal layers approximately parallel to finished grade. Place to meet specified compacted thickness. Break clods and lumps and mix materials by blading, harrowing, disking or other approved method. Extend each layer across full width of fill.

E. Each layer shall be homogeneous and contain uniform moisture content before compaction.

Mix dissimilar abutting materials to prevent abrupt changes in composition of fill.

F. Layers shall not exceed the following compacted thickness:

1. Areas indicated to be under future paving or shoulders, to be constructed within 6 months: 6 inches when compacted with pneumatic rollers, or 8 inches when compacted with other rollers.

2. Other areas: 12 inches

G. For steep slopes, cut benches into slope and scarify before placing fill. Place increasingly

wider horizontal layers of specified depth to level of each bench.

H. Build embankment layers on back slopes, adjacent to existing roadbeds, to level of old roadbed. Scarify top of old roadbed to minimum depth of 4 inches and recompact with next fill layer.

I. Construct to lines and grades shown on Drawings.

J. Remove unsuitable material and excess soil not being used for embankment from site in

accordance with requirements of Section 01576 - Waste Material Disposal.

K. Maintain moisture content of embankment materials to attain required density.

L. Compact to following minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D 698, unless otherwise indicated on Drawings:

1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum

dry density.

2. Other areas: Minimum density of 90 percent of maximum dry density.


02330-4 10/01/2002

3.06 TOLERANCES

A. Top of compacted surface: Plus or minus 1/2 inch in cross section or 16 foot length. 3.07 FIELD QUALITY CONTROL

A. Compaction Testing will be performed in accordance with ASTM D 698 or ASTM D 2922 and ASTM D 3017 under provisions of Section 01454 - Testing Laboratory Services.

B. A minimum of three tests will be taken for each 1000 linear feet per lane of roadway or 500

square yards of embankment per lift.

C. If tests indicate work does not meet specified compaction requirements, recondition, recompact, and retest at no cost to City.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION LIME/FLY ASH STABILIZED SUBGRADE

02337-1 10/01/2002

Section 02337 LIME/FLY ASH STABILIZED SUBGRADE PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Foundation course of lime/fly ash stabilized subgrade material. 1. Application of lime slurry and fly ash to subgrade 2. Mixing, compaction, and curing of lime, slurry, fly ash, water and subgrade into a

stabilized foundation 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Measurement and payment for lime/fly ash stabilized subgrade is on a square yard basis compacted in place to proper density. Separate measurement will be made for each required thickness of subgrade course.

a. Limits of measurement shall match actual pavement replaced, but no greater than the

maximum pavement replacement limits shown on Drawings. Limits for measurement will be extended to include installed lime/fly ash stabilized subgrade material that extends 2 foot beyond outside edge of pavement to be replaced, except where proposed pavement section shares a common longitudinal or transverse edge with existing pavement section. No payment will be made for lime/fly ash stabilized subgrade in areas beyond these limits.

b. Limits of measurement and payment shall match pavement replacement limits shown

on Drawings, except as noted in Paragraph 1.02.A.1.a, or as approved by Project Manager

2. Payment for hydrated lime and quicklime is by ton of 2000 pounds dry-weight basis

3. Payment for commercial lime slurry is by ton of 2000 pounds of lime calculated on

percentage by weight of dry solids for grade of slurry

4. Payment for fly ash is on unit price basis per ton



02337-2 10/01/2002


1.03 DEFINITIONS

A. Moist Cure: Curing soil lime/fly ash material to obtain optimum hydration.

B. 1000-Foot Roadway Section: 1000 feet per lane width or approximately 500 square yards of compacted subgrade for other than full-lane-width roadway sections.

1.04 REFERENCES

A. ASTM C 618 - Standard Specification for Coal Fly Ash and Raw or Calcinated Natural Pozzolan for use as Mineral Admixture in Portland Cement Concrete.

1.05 SUBMITTALS


B. Submit certification that fly ash, hydrated lime, quicklime, or commercial lime slurry complies with these specifications.

C. Submit weight tickets, certified by supplier, with each bulk delivery of materials to work site.

1.06 DELIVERY, STORAGE, AND HANDLING

A. Conform to requirements of Section 02336 - Lime Stabilized Subgrade.

B. Quicklime can be dangerous; exercise extreme caution if used for Work. Become informed about recommended precautions in handling, storage and use of quicklime.


A. Water: clean, clear and free from oil, acids, alkali, or vegetable matter.

B. Conform to requirements of Section 02336 - Lime Stabilized Subgrade for Type A hydrated lime, Type C quicklime, and Type B commercial lime slurry.


02337-3 10/01/2002

C. Fly ash: Residue or ash remaining after burning finely pulverized coal at high temperatures conforming to requirements of ASTM C 618, Type ‘C” or “F” and following:

1. Minimum CaO content of 20 percent 2. Loss on ignition not to exceed 3 percent

3. Contain no lignite ash

D. Asphaltic Seal Cure: Conform to requirements of Section 02336 - Lime Stabilized Subgrade.


A. Conform to Part 3 of Section 02336 - Lime Stabilized Subgrade with following exceptions:

1. Include fly ash in percentage amounts in lime or lime slurry as established from geotechnical evaluation for application, mixing, and compaction.

2. Apply lime/fly ash as single mix, single pass over lower PI soils.

3. Conduct operations to minimize elapsed time between mixing and compacting lime/fly

ash stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction and not more than 6 hours after adding and mixing last stabilizing agent.

3.02 QUALITY CONTROL


B. Soil will be sampled to establish percent of fly ash and hydrated lime, quicklime, or lime slurry to be applied to subgrade material.

C. Testing will be in accordance with Part 3 of Section 2336-Lime-Stabilized Subgrade.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION TUNNEL GROUT

02431-1 10/01/2002

Section 02431 TUNNEL GROUT PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Mix design requirements, testing, furnishing and production of grout for:

1. Pressure grouting of bolted liner plates for shafts

2. Pressure grouting of primary tunnel liner

3. Pressure grouting of jacked-pipe

4. Annular grouting of cased or uncased sewer pipe

5. Grouting of annular space between carrier pipe and primary tunnel liner

6. Grouting voids in ground resulting from caving, loss of ground, or settlement

7. Grouting of manholes constructed in shafts

B. Compaction grouting is not part of this specification. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for work performed under this Section. Include cost of such work in contract unit prices for work of which it is component part.

2. Refer to Section 01270 - Measurement and Payment for Unit Price procedures.



A. Pressure Grouting. Filling void behind liner or pipe with grout under pressure sufficient to ensure void is properly filled but without overstressing temporary or permanent ground support, or causing ground heave to occur.


02431-2 10/01/2002

B. Back Grouting. Secondary pressure grouting to ensure that voids have been filled between primary tunnel or shaft liners and surrounding ground.

C. Annular Grouting. Filling annular space between carrier pipe and primary tunnel liner,

casing, or ground, by pumping.

D. Ground Stabilization Grouting. Filling of voids, fissures, or under-slab settlement due to caving or loss of ground by injecting grout under gravity or pressure to fill void.

E. Carrier Pipe. Sanitary or storm sewer or water line installed inside primary tunnel support.

1.04 REFERENCE STANDARDS

A. ASTM C 138. Standard Test Method for Unit Weight, Yield and Air Content (Gravimetric) of Concrete.

B. ASTM C 144. Standard Specification for Aggregate for Masonry Mortar.

C. ASTM C 150. Standard Specification for Portland Cement.

D. ASTM C 494. Standard Specification for Chemical Admixture for Concrete.

E. ASTM C 618. Standard Specification for Coal Fly Ash and Raw or Calcinated Natural

Pozzolan for use as Mineral Admixture in Portland Cement Concrete.

F. ASTM C 869. Standard Specification for Foaming Agents Used in Making Preformed Foam for Cellular Concrete.

G. ASTM C 937. Standard Specification for Grout Fluidifier for Pre-placed Aggregate

Concrete.

H. ASTM C 942. Standard Test Method for Compressive Strength of Grout for Pre-placed Aggregate Concrete into Laboratory.

I. ASTM C 1017. Standard Specification for Chemical Admixture for Use in Producing

Flowing Concrete. 1.05 SUBMITTALS


B. Submit description of materials, grout mix, equipment and operational procedures to accomplish each grouting operation. Description may include sketches as appropriate, indicating type and location of mixing equipment, pumps, injection points, venting method, flow lines, pressure measurement, volume measurement, grouting sequence, schedule, and


02431-3 10/01/2002

stage volumes. Tests and certifications shall have been performed within last 12 months prior to date of submittal.

C. Submit grout mix design report, including:

1. Grout type and designation

2. Grout mix constituents and proportions, including materials by weight and volume

3. Grout densities and viscosities, including wet density at point of placement

4. Initial set time of grout

5. Bleeding, shrinkage/expansion

6. Compressive strength

7. Detailed description of grout pressure limiting equipment

8. For annular space grouting, buoyant force calculations and bulkhead designs (See Section

02517 - Water Line in Tunnel for further requirements)

D. For cellular grout, also submit the following:

1. Foam concentrate supplier's certification of dilution ratio for foam concentrate.

2. A description of proposed cellular grout production procedures.

E. Maintain and submit logs of grouting operations indicating pressure, density, and volume for each grout placement.


A. Grouting materials: Conform to Section 03315 - Concrete for Utility Construction, except as modified in the following paragraphs.

B. Grout Type Applications.

1. Grout for pressure grouting, backfill grouting and annular grouting: Sand-cement mortar

mix.

2. Grout for annular grouting of sanitary sewer: Low density (cellular) grout, unless otherwise approved by Project Manager.


02431-4 10/01/2002

3. Grout for filling space around manholes in shafts: Sand-cement mortar mix.

4. Ground stabilization: Sand-cement mortar mix.

C. Do not include toxic or poisonous substances in grout mix or otherwise inject such

substances underground. 2.02 GROUT

A. Employ and pay for commercial testing laboratory, acceptable to Project Manager, to prepare and test grout mix design. Develop one or more mixes based on following criteria as applicable:

1. Size of annular void between sewer pipe and liner, or size of void between primary liner

and surrounding soil

2. Absence or presence of groundwater

3. Adequate retardation

4. Non-shrink characteristics

5. Pumping distances

B. Prepare mixes that satisfy required application. Provide materials conforming to the following standards:

1. Cement: ASTM C 150

2. Fly Ash: ASTM C 618

3. Water: Potable

4. Foam: ASTM C 869

5. Slurry: ASTM C 138

6. Cellular Grout: ASTM C 138

7. Sand for sand-cement mortar mix: ASTM C 144

C. Provide grout meeting the following minimum requirements:

1. Minimum 28-day unconfined compressive strength: 1500 psi for water lines, 1000 psi for other carrier pipes for mortar grout and 300 psi for cellular grout.


02431-5 10/01/2002

2. Determine strength by ASTM C 942. 3. Maximum allowable density: Less than 130 pcf

D. Fluidifier. Provide fluidifier, meeting ASTM C 937 that holds solid constituents of grout in

colloidal suspension and is compatible with cement and water used in grouting operations.

E. Admixtures.

1. Use admixtures meeting ASTM C 494 and ASTM C 1017 as required, to improve pump ability, control time of set, hold sand in suspension and reduce segregation and bleeding.

2. For cellular grout, do not use foam or admixtures that promote steel corrosion

3. Ensure that admixtures used in mix are compatible. Provide written confirmation from

admixture manufacturers of their compatibility. PART 3 E X E C U T I O N 3.01 PREPARATION

A. Notify Project Manager at least 24 hours in advance of grouting operations.

B. Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures.

C. In selection of grouting placement consider pipe flotation, length of pipe, length of tunnel,

depth from surface, and type of sewer pipe, type of pipe blocking and bulkheading, grout volume and length of pipe to be grouted between bulkheads.

D. Operate dewatering systems until grouting operations are complete and grout has reached

initial set. 3.02 EQUIPMENT

A. Batch and mix grout in equipment of sufficient size and capacity to provide necessary quality and quantity of grout for each placement stage.

B. Use equipment for grouting of type and size generally used for work, capable of mixing

grout to homogeneous consistency, and providing means of accurately measuring grout component quantities and accurately measuring pumping pressures. Use pressure grout equipment which delivers grout to injection point at steady pressure.

3.03 PRESSURE GROUTING FOR PRIMARY TUNNEL AND SHAFT LINER


02431-6 10/01/2002

A. Perform grouting operations to fill voids outside of primary tunnel or shaft liner.

B. For nonexpendable primary liners installed behind shield or tunnel boring machine (TBM), fill voids with sand-cement grout promptly after each ring of liner is out of shield. Keep grout pressure below value that may cause damage or distortion to installed liner plate rings. Provide seals on tail of shield or TBM which will prevent grout from spilling.

C. For nonexpendable primary liners installed by hand mining or in shafts, grout once every 4

feet or more frequently when conditions dictate.

D. Control grout pressures so that tunnel or shaft liner is not overstressed, and ground heave is avoided.

E. For liner requiring grout, perform back grouting once each shift, or more often when required

to ensure that all voids are filled. 3.04 ANNULAR GROUTING FOR SEWER LINE IN TUNNELS AND IN CASED OR

UNCASED AUGERS

A. Fill annular space between sewer pipe and tunnel primary liner, casing or ground, with grout.

B. Placement

1. Placement Limits: Predetermine limits of each grout placement stage by size and capacity of batching equipment and initial set time of proposed grout. Under no circumstances shall placement continue at grout port longer than that period of time for mix to take initial set. Locate grout hole spacing and locations according to number of stages necessary to grout tunnel liners. Stage or lift cannot be installed on another lift until proper set has been attained. Have placement procedures approved by admixture or additive manufacturer.

2. Limit pressure on annular space to prevent damage or distortion to pipe or liner. Define

limiting and estimated required pressure range. Provide an open ended, high point tap or equivalent vent and monitor it at bulkhead opposite to point of grouting.

3. Pump grout until material discharging is similar in consistency to that at point of

injection.

4. In primary lined tunnel, limit length of pipe installed to 200 feet or less before grouting same length of sewer line. Repeat this cycle until all pipe is installed and grouted.

C. Remove temporary bulkheads installed for grouting.

D. Batch and mix cellular grout mechanically to ensure consistency of mix. Wet solids

thoroughly before introduction of foaming agent. Operate batching system to maintain slurry


02431-7 10/01/2002

weight within 3 percent of design density. Introduce foam into slurry in accordance with manufacturer's recommendations.

3.05 PRESSURE GROUTING FOR JACKED PIPE

A. For jacked pipe 60 inches in diameter or greater, pressure grout annulus after installation, displacing bentonite lubrication. Jacked pipes less than 60-inch diameter may be left ungrouted unless excavated diameter exceeds external pipe diameter by more than one inch.

B. Inject grout through grout holes in sewer pipe. Drilling holes from surface or through carrier

pipe walls is not allowed. Perform grouting by injecting it at pipe invert with bentonite displacement occurring through high point tap or vent.

C. Control ground water as necessary to permit completion of grouting without separation of

grout materials.

D. Limit pressures to prevent damage or distortion to pipe or to keep flexible pipe within acceptable tolerances.

E. Pump grout until material discharging is similar in consistency to that at point of injection.

3.06 GROUND STABILIZATION GROUTING

A. Completely fill voids outside limits of excavation caused by caving or collapse of ground. Fill with gravity or pressure injected sand-cement grout as necessary to fill void.

B. Take care in grouting operations to prevent damage to adjacent utilities or public or private

property. Grout at pressure that will not distort or imperil portion of work or existing installations or structures.

C. Verify that void has been filled by volumetric comparisons and visual inspection. In case of

settlement under existing slabs, take cores as directed by Project Manager, at no additional cost to City, to demonstrate that void has been filled.


A. Pressure Grouting for Primary Tunnel and Shaft Liners.

1. For each shaft, make one set of four compressive test specimens for each 30-foot depth and one set for remaining portion less than 30-foot increment.

2. Make one set of four compressive test specimens for every 200 feet of primary lined,

(non-expandable) tunnel requiring grout.

B. Annular Grouting for Sewer Line in Tunnels and in Cased or Uncased Augers.


02431-8 10/01/2002

1. Make one set of four compressive test specimens for every 200 feet of sewer pipe installed in primary lined tunnel.

2. For cased or uncased augers, make one set of four compressive test specimens for each

grouting operation, or for each 100 feet of pipe installed, whichever is more frequent.

3. For cellular grout, check slurry density both at point of batching and placement at least twice each hour in accordance with ASTM C 138. Record density, time, and temperature. Density must be within 3 percent of design density at point of batching and 5 percent of design density at point of placement.

C. Pressure Grouting for Jacked Pipe. Make one set of four compressive test specimens for

every 400 feet of jacked pipe pressure grouting.

D. Ground Stabilization Grouting. Make one set of four compressive test specimens for every location where ground stabilization grouting is performed.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS

02448-1 10/01/2002

Section 02448 PIPE AND CASING AUGERING FOR SEWERS


A. Installation of casing for sewer pipe by dry augering or slurry boring methods, together with installation of sewer pipe in casing.

B. Installation of sewer pipe by slurry boring methods. Construction casing may be used at

Contractor's option. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Casing, including sewer pipe, installed by augering methods in mid-run of open cut segments where shown on Drawings, will be measured and paid by linear foot from end to end of casing. Casing may be installed, at Contractor's option, at locations other than shown on Drawings, at no additional cost to City.

2. Sewer pipe installed by augering method in mid-run of open-cut segments where shown

on Drawings, will be measured and paid by linear foot from end to end of augered section.

3. Pipe or casing segments installed by augering methods in locations other than mid-run of

open cut segments and shown on Drawings, will be measured and paid by linear foot along centerline of completed sewer from centerline to centerline of manholes to ends of stubs or termination of pipe, and to inside face of lift stations and other structures.

4. Payment will include and be full compensation for labor, equipment, materials and

supervision for excavation and construction of sewer, complete in place including disposal of excess materials, shoring, dewatering, utility adjustments, grouting, backfill, clean-up, and other related work necessary for construction as indicated on Drawings and specified in this Section.

5. Cost for pits and other excavations are included in unit price for pipe with or without

casing.

6. Trench safety systems for pits are paid as specified in Section 02260 - Trench Safety Systems.



02448-2 10/01/2002

B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.

1.03 DEFINITIONS

A. Augering means either “dry augering” or “slurry augering”.

B. Dry augering is jacking casing while excavating soil at heading and transporting spoil back through casing by otherwise uncased auger.

C. Slurry Auger Method: Installation of casing or pipe by first drilling small diameter pilot hole

from shaft to shaft, followed by removing excess soil and installing pipe or conduit by pull back or jacking method.

1.04 REFERENCE STANDARDS

A. American Railway Engineering and Maintenance-of-Way Association (AREMA) Manual for Railway Engineering.

B. American Association of State Highway and Transportation Officials (AASHTO).


A. Conform to Texas State Department of Highways and Public Transportation for installations under state highways. City will obtain required permits for State Highway crossings.

B. Installations under Railroads:

1. Secure and comply with requirements of right-of-entry for crossing railroad company's

easement or right-of-way from railroad companies affected. Comply with railroad permit requirements.

2. Use dry auger method only.

3. Damages due to delays caused by railroad requesting work to be done at hours which will

not inconvenience the railroad will be at no additional cost to City.

4. Maintain minimum 35-foot clearance from centerline of tracks. 1.06 SUBMITTAL


B. For installation by augering, submit for review:


02448-3 10/01/2002

1. Description of mechanized excavating equipment.

2. Method of controlling line and grade.

3. Grouting techniques to be used for filling annular void between sewer pipe and casing, and void between sewer pipe or casing and ground, including equipment, pumping and injection procedures, pressure grout types, and mixes.

4. Locations and dimensions of pits.

5. Pit design and construction drawings.

6. Identification of casings required and paid under Contract and casings installed at

Contractor's option.

7. Design of casings.

8. Copy of railroad company permits and right-of-entry.

C. Prepare auger pit and casing design submittals that are site specific. Have auger pit and casing design submittals signed and sealed by qualified Professional Engineer registered in State of Texas.

D. Include in construction phase submittals:

1. Daily logs of augering and boring operations.

2. Settlement monitoring data to meet requirements of paragraph 3.05, Settlement

Monitoring.

3. Submit daily logs and settlement monitoring data within 5 days after day of observation. 1.07 CRITERIA FOR DETERMINING CASING INSTALLATION LOADS

A. Select and design casing pipe and pipe joints to carry thrust of jacks or loads due to pulling mechanism in combination with overburden, earth and hydrostatic loads. Select casings for dry augering to withstand action of auger without damage.

B. Use Professional Engineer to determine design stresses, design deflections and factors of

safety for design of casing. Present such determination as part of design submittal. Apply the following maximum casing pipe stresses and deflections to casings shown on Drawings:

1. Design stress in pipe wall: 50 percent of minimum yield point of steel or 18,000 psi,

whichever is less, when subjected to applicable loading conditions.


02448-4 10/01/2002

2. Wall thickness: Maximum allowable deflection which does not exceed 3 percent of nominal casing diameter.

C. Use Cooper E-80 locomotive loading distributions as criteria for railroad crossings in

accordance with AREMA specifications for culverts. In design, account for additive loadings due to multiple tracks.

D. Use H-20 vehicle loading distributions as criteria for truck loading in accordance with

AASHTO.

E. When not specifically indicated on Drawings, select casing diameter to permit practical installation (including skids when applicable) and grouting.


A. Provide casing pipe which is straight, circular in section, uncoated, welded steel pipe, in accordance with Section 02502 - Steel Pipe and Fittings.

B. Provide sewer pipe in accordance with Section 02531 - Gravity Sanitary Sewers. Do not use

high density polyethylene pipe for augering.

C. Provide restrained-joint sewer pipe when installing sewer pipe in slurry bored holes by pull-back method.

D. Supply grout as specified in Section 02431 - Tunnel Grout.

PART 3 E X E C U T I O N 3.01 LOCATION AND SIZE OF AUGER PITS

A. Show location of auger pits on auger pit construction drawings. Locate auger pits for slurry boring so that distance between pits is no greater than 80 feet; and for dry augering not more than 120 feet apart.

B. Locate auger pits and associated work areas to avoid blocking driveways and cross streets and

to minimize disruption to business and commercial interests. Avoid auger pit locations near areas identified as potentially contaminated.

C. Make size adequate for construction of structures indicated on Drawings. Provide adequate

room to meet Contractor's operational requirements for augering.


02448-5 10/01/2002

D. Provide portable concrete traffic barrier around periphery of pit, meeting applicable safety standards. Properly maintain barrier throughout period pit remains open. Angle traffic barriers in direction of lane flow; do not place barriers perpendicular to on-coming traffic.

E. Provide full cover or other security fencing for each access pit in which there is no

construction activity or which is unattended by Contractor's personnel. 3.02 DRY AUGERING OF CASING

A. Provide jacks, mounted on frame or against backstop, of capacity suitable for forcing excavating auger and casing through soil conditions to be encountered. Operate jacks so that even pressure is applied to casing.

B. Provide steerable front section of casing to allow vertical grade adjustments. Provide water

level or other means to allow monitoring of grade elevation of auger casing.

C. Bentonite slurry may be used to lubricate casing during installation. Use of water to facilitate removal of spoil is permitted; however, water jetting for excavation of soil is not allowed when jacking casing.

D. Tolerances from lines and grades shown on Drawings for gravity sewer pipe installed in

casing are plus or minus 6 inches in horizontal alignment, and plus or minus 1-1/2 inches in elevation.

3.03 SLURRY BORING OF CASING OR PIPE

A. Drill small diameter pilot hole and check for line and grade at receiving end. Redrill pilot hole when bored pipe does not meet specified tolerances.

B. Using pilot hole as guide bore larger diameter hole of sufficient size for pipe or casing

installation. Water jetting is not permitted.

C. Bentonite slurry may be used to maintain stable hole and furnish lubrication for pipe or casing installation.

D. Tolerances from lines and grades shown on Drawings for installed sewer pipe are plus or

minus 6 inches in horizontal alignment and plus or minus 1-1/2 inches in elevation.

E. Completely fill annular space between sewer pipe and surrounding soil or casing with grout, without displacing pipe during grouting operation.

3.04 SEWER PIPE IN CASING


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A. Grout annular void between sewer pipe and casing from end to end of casing. Block and brace sewer pipe to prevent movement during grout placement and to maintain specified line and grade. Grout as specified in Section 02431 - Tunnel Grout.

3.05 SETTLEMENT MONITORING

A. Monitor ground surface elevation along length of augering operation. Locate and record settlement monitoring points with respect to construction baseline and elevations. Record elevations to accuracy of 0.01 feet for each monitoring point location. Establish monitoring points at locations and by methods that protect them from damage by construction operations, tampering, or other external influences. As minimum, locate survey points as follows:

1. For road crossings: Centerline and each shoulder

2. Railroads: Track subbase at centerline of each track

3. Utilities and Pipelines: Directly above and 10 feet before and after utility or pipeline

intersection

4. Long bores under improved areas such as pavements: Ground surface elevations must be recorded on centerline ahead of augering operations at locations not to exceed 50 feet apart (including points located for roads, railroads, utilities, and pipelines), or at least three locations per augering drive

B. Reading Frequency and Reporting. Take settlement survey readings:

1. Prior to auger excavation reaching point

2. After auger reaches monitoring point in plan

3. After grouting of ground supporting pipe or casing is complete

C. Immediately report to Project Manager movement, cracking, or settlement which is detected.

D. Following substantial completion but prior to final completion, make final survey of

monitoring points. 3.06 DISPOSAL OF EXCESS MATERIAL

A. Remove and dispose of spoil from job site in accordance with Section 01576 - Waste Material Disposal.


02448-7 10/01/2002

3.07 LEAKAGE TESTING A. Test sanitary sewers for leakage by low pressure air methods in accordance with Section

02533 - Acceptance Testing for Sanitary Sewer. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE

02506-1 07/01/2016

Section 02506 POLYVINYL CHLORIDE PIPE PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Polyvinyl chloride pressure pipe for water distribution, in nominal diameters 4 inches through 20 inches.

B. Polyvinyl chloride sewer pipe for gravity sewers in nominal diameters 4 inches through 60

inches.

C. Polyvinyl chloride pressure pipe for gravity sewers and force mains in nominal diameters 4 inches through 20 inches.


A. Unit Prices.

1. No separate payment will be made for PVC pipe under this Section. Include cost in unit price for work included as specified in the following sections:

a. Section 02511 - Water Lines

b. Section 02531 - Gravity Sanitary Sewers

A. Section 02532 - Sanitary Sewer Force Mains

B. Section 02631 - Storm Sewers




A. ANSI A 21.16 (AWWA C 116) - Protective Fusion Bonded Epoxy Coating for the Interior and Exterior Surfaces of Ductile Iron and Grey Iron Fittings for Water Supply Service.

B. ASTM D 1248 - Standard Specification for Polyethylene Plastics Molding and Extrusion

Materials.


02506-2 07/01/2016

C. ASTM D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.

D. ASTM D 2122 – Standard Test Method for Determining Dimensions of Thermoplastic Pipe

and Fittings. E. ASTM D 2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe

(SDR Series).

F. ASTM D 2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications.

G. ASTM 2412 – Standard Test Method for Determination of External Loading Characteristics

of Plastic Pipe by Parallel Plate Loading

H. ASTM D 2444 - Standard Test Method for Determination of the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight).

I. ASTM D 2680 - Specification for Acrylonitrile-Butadiene-Styrene (ABS) and Poly (Vinyl

Chloride) (PVC) Composite Sewer Piping.

J. ASTM D 3034 - Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

K. ASTM D 3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible

Elastomeric Seals.

L. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.

M. ASTM F 477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic

Pipe.

N. ASTM F 679 - Standard Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings.

O. ASTM F 794 - Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer

Pipe and Fittings Based on Controlled Inside Diameter.

P. ASTM F 949 - Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with Smooth Interior and Fittings.

Q. AWWA C 110 - American National Standard for Ductile-Iron and Gray-Iron Fittings, 3

Inches Through 48 Inches for Water.


02506-3 07/01/2016

R. AWWA C 111 - American National Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

S. AWWA C 900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 Inches Through 12

Inches for Water Distribution.

T. AWWA C 905 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In. Through 48 In., for Water Transmission and Distribution.

U. AWWA C 909 - Standard for Molecularly-Oriented Polyvinyl Chloride (PVCO) Pressure

Pipe, 4 Inches through 12 Inches (100mm through 300 mm), for Water Distribution. V. AWWA M23 – PVC Pipe – Design and Installation

W. PPI TR3 - Policies and Procedures for Developing Recommended Hydrostatic Design

Stresses for Thermoplastic Pipe Materials.

X. UNI-B-13 - Recommended Standard Performance Specification for Joint Restraint Devices for Use with Polyvinyl Chloride Pipe.

1.04 SUBMITTALS


B. Submit shop drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details.

C. Contractor to review and submit PVC pipe manufacturers recommended installation

procedures. D. Calculations and limits of thrust restraint shall be based on AWWA M23, latest edition.

1.05 QUALITY CONTROL

A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C 900, AWWA C 909 and AWWA C 905 for pressure pipe applications, or appropriate ASTM standard specified for gravity sewer pipe.

B. Submit manufacturer's certification that PVC pressure pipe for water lines and force mains

has been hydrostatically tested at factory in accordance with AWWA C 900, AWWA C 909 and AWWA C 905, and this Section.

C. When foreign manufactured material is proposed for use, have material tested for

conformance to applicable ASTM requirements by certified independent testing laboratory


02506-4 07/01/2016

located in United States. Certification from other source is not acceptable. Furnish copies of test reports to Project Manager for review. Cost of testing paid by Contractor.

PART 2 P R O D U C T S 2.01 MATERIAL

A. Use PVC compounds in manufacture of pipe that contain no ingredient in amount that has been demonstrated to migrate into water in quantities considered to be toxic.

B. Furnish PVC pressure pipe manufactured from Class 12454 virgin PVC compounds as

defined in ASTM D 1784. Use compounds qualifying for rating of 4000 psi for water at 73.4 F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections which could cause leakage.

C. PVC Restrained Pipe: Must be listed on City's current Product Approval List.

1. Pipe Material:

a. DR 18: For restrained joints where shown on Drawings.

b. DR 14: For alternate to offset pipe sections shown on Drawings. Do not use

PVC for offset sections with depth of cover greater than 20 feet or less than 4 feet. Do not use PVC in potentially petroleum contaminated areas.

D. Water Service.

1. Provide self-extinguishing PVC pipe that bears Underwriters' Laboratories mark of

approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection lines.

2. Bear National Sanitation Foundation Seal of Approval (NSF-PW).

E. Gaskets:

1. Gasket materials shall meet requirements of ASTM F 477. Use elastomeric factory-

installed gaskets to make joints flexible and watertight.

2. Flat Face Mating Flange: Full faces 1/8-inch-thick ethylene propylene (EPR) rubber.


02506-5 07/01/2016

3. Raised Face Mating Flange: Flat ring 1/8-inch ethylene propylene (EDR) rubber, with filler gasket between OD of raised face and flange OD to protect flange from bolting moment.

F. Lubricant for rubber-gasketed joints: Water soluble, non-toxic, non-objectionable in taste and

odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets.

G. Do not use PVC in potentially or known contaminated areas.

H. Do not use PVC in areas exposed to direct sunlight.

2.02 WATER SERVICE PIPE

A. Pipe 4 inch through 12 inch: AWWA C 900, AWWA C 909, Class 150, DR 18; AWWA C 900, Class 200, DR 14 as alternate to offset pipe sections; nominal 20-foot lengths; cast-iron equivalent outside diameters.

B. Pipe 14 inch through 20 inch: AWWA C 905; DR 18; nominal 20-foot lengths; cast-iron

equivalent outside diameter.

C. Provide Polyvinyl Chloride Pipe from approved manufacturers.

D. Make curves and bends by offsetting (i.e., deflecting joints). Do not exceed maximum offset recommended by pipe manufacturer or the City, whichever is less.

E. Hydrostatic Test: AWWA C 900, AWWA C 905, AWWA C 909, ANSI A 21.10 (AWWA C

110); at point of manufacture; submit manufacturer's written certification. 2.03 GRAVITY SEWER PIPE

A. PVC gravity sanitary sewer pipe shall be in accordance with provisions in following table:


02506-6 07/01/2016

WALL CONSTRUCTION

ASTM DESIGNATION

SDR (MAX.)/ STIFFNESS (MIN.)

DIAMETER

SIZE RANGE Solid

D3034 SDR 26 / PS 115

6" to 10"

D3034 SDR 35 / PS 46

12" & 15"

F679 SDR 35 / PS 46

18" to 60"

AWWA C900 DR 18 / N/A

4" to 12"


4" to 12"


14" to 20" Note: Refer to City of Houston Approved Products List for list of manufacturers.

B. PVC storm sewer pipe shall be in accordance with provisions in following table:

WALL

CONSTRUCTION

MANUFACTURER ASTM

DESIGNATION SDR (MAX.)/

STIFFNESS (MIN.)

DIAMETER

SIZE RANGE Solid

J-M Pipe CertainTeed Diamond Uponor ETI North American

D3034 SDR 26 / PS 115

6" to 10"

D3034 SDR 35 / PS 46

12" & 15"

F679 SDR 35 / PS 46

18" to 27"


4" to 12"


4" to 12"


14" to 16" Truss (Gasketed)

Contech D2680 N/A /200 psi

8" to 15"

Profile

Contech A-2000

Contech A-2026 F949

F949

N/A / 46 psi

N/A / 115 psi

12" to 36"

8" to 10"

ETI, Ultra-Rib

ETI, Ultra-Corr

F794

F794

N/A / 46 psi

N/A / 46 psi

8" to 30"

24" to 36"


02506-7 07/01/2016

C. When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F 679, except provide wall thickness as required for SDR 26 and pipe stiffness of 115 psi.

D. For sewers up to 12-inch diameter crossing over water lines, or crossing under water lines

with less than 2-feet separation, provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings.

E. Joints: Spigot and integral wall section bell with solid cross section elastomeric or rubber

ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM D 3139 and ASTM F 477. Gaskets shall be factory-assembled and securely bonded or otherwise held in place to prevent displacement. Manufacturer shall test sample from each batch conforming to requirements ASTM D 2444.

F. Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary

sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle-type tee or wye fittings are not acceptable.

1. Fittings for straight through and transition connections conform to requirements of

Section 02534- Sanitary Sewer Service Stubs or Reconnections.

G. Conditioning. Conditioning of samples prior to and during tests is subject to approval by Project Manager. When referee tests are required, condition specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F plus or minus 3.6 degrees F and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under same conditions of temperature and humidity unless otherwise specified. This is a brief summary of the test method, and the full current edition of the standard must be followed.

H. Pipe Stiffness. Determine pipe stiffness at 5 percent deflection in accordance with Test

Method D 2412. Minimum pipe stiffness shall be 46 psi. For diameters 4 inches through 18 inches, test three specimens, each a minimum of 6 inches (152 mm) in length. For diameters 21 inch through 36 inch, test three specimens, each a minimum of 12 inch (305 mm) in length. This is a brief summary of the test method, and the full current edition of the standard must be followed.

I. Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.03F, in

suitable press until internal diameter has been reduced to 60 percent of original inside diameter of pipe. Rate of loading shall be uniform. Test specimens, when examined under normal light and with unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of pipe walls or bracing profiles. Perform the flattening test in conjunction with pipe stiffness test. This is a brief summary of the test method, and the full current edition of the standard must be followed.


02506-8 07/01/2016

J. Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except that joint shall remain watertight at minimum deflection of 5 percent. Manufacturer will be required to provide independent third party certification for joint testing each diameter of storm sewer pipe. This is a brief summary of the test method, and the full current edition of the standard must be followed

K. Purpose of Tests. Flattening and pipe stiffness tests are intended to be routine quality control

tests. Joint tightness test is intended to qualify pipe to specified level of performance.

L. Saddle for pipe with 0.5 inch width and greater: Connect side sewer by drilling proper size round hole in wall of the main sewer pipe, inserting an approved pipe compression saddle. The Saddle shall meet requirements of ASTM C‐923. Saddles will accept 4”, 6”, and 8” pipe. The lateral pipe shall be held in place by one stainless steel compression band with stainless steel nut and bolt (any AISI Series 300) type tightening device and meeting requirements of ASTM A240. A stainless steel shear band shall wrap around the pipe a minimum of 380 degrees. Saddle may not protrude into mainline pipe.

2.04 SANITARY SEWER FORCE MAIN PIPE

A. Provide approved PVC pressure pipe conforming to requirements for water service pipe, and conforming to minimum working pressure rating specified in Section 02532 - Sanitary Sewage Force Mains.

B. Acceptable pipe joints are integral bell-and-spigot, containing a bonded-in elastomeric sealing

ring meeting requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use approved joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less.

C. Fittings: Provide approved ductile iron fittings as per Section 02501 - Ductile Iron Pipe and

Fittings, Paragraph 2.04, except furnish fittings with one of following approved internal linings:

1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D

1248, heat fused to interior surface of fitting

2. Nominal 40 mils (35 mils minimum) polyurethane

3. Nominal 40 mils (35 mils minimum) ceramic epoxy

4. Nominal 40 mils (35 mils minimum) fusion bonded epoxy

D. Exterior Protection: Provide polyethylene wrapping of ductile-iron fittings as required by Section 02528 - Polyethylene Wrap.


02506-9 07/01/2016

E. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with Paragraph 2.02E.

2.05 BENDS AND FITTINGS FOR PVC PRESSURE PIPE

A. Bends and Fittings: ANSI A 21.10 or ANSI A 21.53, ductile iron; ANSI A 21.11 single rubber gasket push-on type joint; minimum 150 psi pressure rating. Approved restrained joints, 250 200 psi, may be provided for up to 12 inches in diameter (water or sanitary).

B. Provide approved restrained joint fittings: Integral restrained joint fittings and pipe do not

require secondary restraint. PART 3 E X E C U T I O N 3.01 PROTECTION

A. Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with manufacturer’s recommendations.

3.02 INSTALLATION

A. Conform to requirements of Section 02511 - Water Lines, Section 02531 - Gravity Sanitary Sewers, and Section 02532 - Sanitary Sewer Force Mains, as applicable.

B. Install PVC pipe in accordance with Section 02317 - Excavation and Backfill for Utilities,

ASTM D 2321 for Sewer Pipe, and manufacturer's recommendations.

C. Install PVC water service pipe to clear utility lines with minimum 6-inch separation, unless otherwise shown on Drawings:

D. Avoid imposing strains that will overstress or buckle pipe when lowering pipe into trench.

E. Hand shovel pipe bedding under pipe haunches and along sides of pipe barrel and compact to

eliminate voids and ensure side support. Ensure barrel is fully supported along entire length of pipe, prior to backfilling.

F. For PVC pipe installed by trenchless methods, provide integral restrained joints and pull pipe

through hole or casing. For PVC pipe pushed through hole or casing, provide approved bell insertion protection system.

G. Store PVC pipe under cover out of direct sunlight. Protect pipe from excessive heat or

harmful chemicals. Prevent damage by crushing or piercing.


02506-10 07/01/2016

H. Allow PVC pipe to cool to ground temperature before backfilling when assembled out of trench to prevent pullout due to thermal contraction.

I. Pipe Assembly Procedures 1. Do not remove gasket from pipe. 2. Lay pipe by inserting spigot end into bell flush with the insertion line or as

recommended by pipe manufacturer. 3. Do not assemble joint by swinging or stabbing. 4. Do not assemble joint using machinery or equipment such as backhoe bucket. 5. At no time shall spigot go past insertion line or homing mark. Continuously observe

and check each homing mark for proper length, and install pipe with home mark visible.

3.03 PVC RESTRAINED MECHANISM

A. For low-profile coupling with spline-type joints: 1. Do not apply lubricant to spline or pipe or coupling spline grooves.

2. Do not use excessive force while inserting the spline through coupling.

3. Insert spline until it is fully seated around circumference of pipe.

B. Field Cutting of Pipe Ends:

1. Perform by workers certified by manufacturer. 2. Use a PVC pipe cutter and provide square ends.

3. Follow manufacturer’s recommendation to disassemble restrained joint after it has

been locked in place. 4. For low-profile coupling with spline-type joints, use manufacturer approved power

routing and grooving tool to field fabricate required pipe groove. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION WATER LINES

02511-1 07/01/2016

Section 02511

WATER LINES



A. Installation of water lines.

B. Specifications identify requirements for both small diameter water lines and large diameter water lines. When specifications for large diameter water lines differ from those for small diameter water lines, large diameter specifications will govern for large diameter pipe.


A. Unit Prices:

1. Payment for water lines installed by open-cut, or trenchless construction or aerial crossing, with or without restrained joint, with or without welded joints, with or without thrust blocks, with or without casing, within limits of pipe offset section or within limits of Potentially Petroleum Contaminated Area (PPCA) or within limits of Fault Hazard Zone (FHZ) is on linear foot basis for each size of pipe installed. Separate pay items are used for each type of installation.

a. Mains: Measure along axis of pipe and include fittings and valves.

b. Branch Pipe: Measure from axis of water line to end of branch.

2. Payment for interconnection is on lump sum basis for each interconnection identified on Drawings. Payment will include tapping sleeve and valves piping, connections and other related work necessary for construction as shown on Drawings or specified herein.

3. Payment for removal of existing internal elliptical or dished head plug is on unit price basis for each internal elliptical or dished head plug removed. Payment will include deletion of plug, drainage or dewatering of water lines, repair of damaged linings, rechlorination and items incidental to operation.

4. Payment for plug and clamp is on a unit price basis for each size of pipe.


02511-2 07/01/2016

5. Payment for drainline connection with service manhole is on unit price basis for each drainline shown on drawings. Payment includes valve, access manhole and connection.

6. Payment for cylindrical corrosion barriers is on a unit price basis for each pipe fitting installed with one or more barriers.

7. When directed by Project Manager to install extra fittings as required to avoid unforeseen obstacles, payment will be based on the following:

a. Each extra fitting requested by Project Manager and delivered to jobsite will be paid according to unit price for "Extra Fittings in Place."

b. Payment will include and be full compensation for items necessary for installation and operation of water line.

8. No separate payment will be made for bell protection system for PVC pipe. Include cost in related unit price work.


B. Stipulated Price (Lump Sum): If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.

1.03 REFERENCES

A. ANSI A 21.11/AWWA C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.

B. ANSI/NSF Standard 61 - Drinking Water System - Health Components.

C. ASTM A 36 - Standard Specification for Carbon Structural Steel.

D. ASTM A 536 - Standard Specification for Ductile Iron Castings.

E. ASTM A 126 - Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.

F. ASTM B 21 - Standard Specification for Naval Brass Rod, Bar, and Shapes.

G. ASTM B 98 - Standard Specification for Copper-Silicon Alloy Rod, Bar, and Shapes.

H. ASTM B 301 - Standard Specification for Free-Cutting Copper Rod and Bar.

I. ASTM B 584 - Standard Specification for Copper Alloy Sand Casting for General Application.


02511-3 07/01/2016

J. ASTM E 165 - Standard Test Method for Liquid Penetrant Examination.

K. ASTM E 709 - Standard Guide for Magnetic Particle Examination.

L. ASTM F 1674 - Standard Test Method for Joint Restraint Products for Use with PVC Pipe.

M. AWWA C 206 - Standard for Field Welding of Steel Water Pipe.

N. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 Inches through 144 Inches.

1.04 SUBMITTALS


B. Conform to submittal requirements of applicable Section for type of pipe used.

C. Photographs: Submit photographs conforming to requirements of Section 01321 - Construction Photographs prior to commencement of construction.

D. Submit videotapes conforming to requirements of Section 01323 - Construction Videotapes, if applicable.

E. Submit Lone Star notification transmittal number prior to beginning excavation.

F. Submit, a minimum of 15 days before beginning pipe laying operations, layout drawing identifying proposed sections for disinfecting, hydrostatic testing and site restoration for entire project for review and approval. Layout drawing to identify sequence of sections for:

1. Disinfection; not to exceed 4,000 linear feet per section.

2. Hydrostatic testing and transfer of services; to immediately follow sequence of disinfected section.

3. Site restoration; not to exceed limits specified; sequence in order of disturbance.

G. For water lines to be field welded, submit proof of certification of field welders per AWWA C206. Indicate certified procedures and position each welder is qualified to perform. Provide documentation of the most recent weld qualification test date and continuity of use in each process for which the welder or welding operator is required.


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2.01 PIPE MATERIALS

A. Install pipe materials which conform to following:

1. Section 02501 - Ductile Iron Pipe and Fittings.

2. Section 02502 - Steel Pipe and Fittings. Water line piping within plant site and aerial crossings to be welded joint steel pipe with flange or approved restraint joint connections, unless otherwise shown on Drawings.

3. Section 02506 - Polyvinyl Chloride Pipe.

4. Section 02507 - Prestressed Concrete Cylinder Pipe.

5. Section 02509 – Fiberglass Reinforced Pipe for Pressure Mains

6. Section 02518 - Steel Pipe and Fittings for Large Diameter Water Lines.

7. Section 02613 - Bar-Wrapped Steel Cylinder Pipe.

B. Conform to American National Standards Institute/National Sanitation Foundation (ANSI/NSF) Standard 61 and have certified by an organization accredited by ANSI.

C. Type of pipe materials used is Contractor's option unless specifically identified on Drawings.

D. Provide minimum of 3/8 inch inside joint recess between ends of pipe in straight pipe sections.

2.02 WELDED JOINT PROTECTION FITTING FOR SMALL DIAMETER STEEL PIPE

A. Cylindrical Corrosion Barrier: Provide approved cylindrical corrosion barrier.

B. O-rings: Conform to National Sanitary Foundation requirements.

2.03 RESTRAINED JOINTS

A. Ductile-Iron Pipe: See Section 02501 - Ductile Iron Pipe and Fittings.

B. PVC Pipe: See Section 02506 - Polyvinyl Chloride Pipe. Perform hydrostatic testing in accordance with ASTM F 1674.

C. Prestressed Concrete Cylinder Pipe, Bar-Wrapped Pipe and Steel Pipe: Welded joints (see Paragraph 3.06C).


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D. Except for trenchless installation, restrained Joints where required on DIP and PVC pipe are allowed with the following requirements as an alternative to the pipe with an integral restrained joint system:

1. Restraint Devices: Manufacture of high-strength ductile iron, ASTM A 536. Working pressure rating twice that of design test pressure.

2. Bolts and Connecting Hardware: High-strength low-alloy material in accordance with ANSI A21.11/AWWA C111.

E. For ductile iron or PVC pipes in augered holes, provide restrained joints that are integral to both the bell and spigot ends, and do not extend beyond or increase the outside diameter of the bell.

F. For small diameter water lines crossing under sanitary sewer lines or laterals, provide ductile iron pipe with locking or bolted type restrained joints.

2.04 COUPLINGS AND APPURTENANCES FOR LARGE DIAMETER WATERLINE

A. Flexible (Dresser-type) Couplings:

1. Install where shown on Drawings or where allowed by Project Manager for Contractor's convenience. Use galvanized flexible couplings when installed on galvanized pipe which is cement lined, or when underground. Provide gaskets manufactured from neoprene or Buna-N.

2. For steel pipe, provide approved sleeve-type flexible couplings. Thickness of middle ring equal to or greater than thickness of pipe wall.

3. Provide approved flanged adapter couplings for steel pipe.

4. Use ASTM A193 Grade B7 high strength steel bolts and ASTM A194 heavy hex nuts where flexible couplings are installed underground. Provide cadmium plated hardware. Coat entire coupling with Denso or approved equal petrolatum-based tape.

B. Flap Valves: Provide approved flap valves on discharge of manhole drainline as shown on Drawings.

1. Body and Flap: ASTM A 126-B cast iron.

2. Seats: ASTM B 21-CA482 or ASTM B 301-CA145 bronze.

3. Resilient Seat:

4. Hinge Arms: ASTM B 584-CA865 high tensile bronze.


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5. Hinge Pins: ASTM B 98-CA655 silicon bronze.

2.05 COUPLINGS AND APPURTENANCES FOR LARGE DIAMETER WATERLINE

A. Install Flexible Expansion Joints at locations indicated on drawings, within limits of Fault Hazard Zone (FHZ), in accordance with the manufacturer’s recommendation.


3.01 PREPARATION

A. Conform to applicable installation specifications for types of pipe used.

B. Employ workmen who are skilled and experienced in laying pipe of type and joint configuration being furnished. Provide watertight pipe and pipe joints.

C. Lay pipe to lines and grades shown on Drawings.

D. Confirm 9 feet minimum separation from gravity sanitary sewers and manholes or separation of 4 feet minimum from force mains as specified in this Section in all directions unless special design is provided on Drawings.

E. Where above clearances cannot be attained, and special design has not been provided on Drawings, obtain direction from Project Manager before proceeding with construction.

F. Inform Project Manager if unmetered sprinkler or fire line connections exist which are not shown on Drawings. Make transfer only after approval by Project Manager.

G. For projects involving multiple subdivisions or locations, limit water line installation to maximum of two project site locations. Maximizing two pipe installation crews shall be permitted, unless otherwise approved by Project Manager.

H. City of Houston Drinking Water Operations will handle, at no cost to Contractor, operations involving opening and closing valves for wet connections and for chlorination. Contractor is responsible for handling necessary installations and removal of blow-offs, chlorination and testing taps, and risers.

I. If asbestos-cement (A.C.) pipe is encountered, follow safety practices outlined in OSHA 29 CFR 1926.1101 – Asbestos. Refer to Section 02221 – Removing Existing Pavements, Structures, Wood, and Demolition Debris for removing and disposing of A.C. Pipe.

J. For pipe diameters 36 inches and greater, clearly mark each section of pipe and fitting with unique designation on inside of pipe along with pressure class. Locate unique


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identifying mark minimum of 5 feet away from either end of each section of pipe. Provide one unique identifying mark in middle of each fitting. Place markings at consistent locations. Use permanent black paint and minimum letter height of 4 inches to mark designations.

K. Contractor is responsible for assuring chosen manufacturer fulfills requirements for extra fittings and, therefore, is responsible for costs due to downtime if requirements are not met.

L. Do not remove plugs or clamps during months of peak water demands; June, July and August, unless otherwise approved by Project Manager.

3.02 HANDLING, CLEANING AND INSPECTION

A. Handling:

1. Place pipe along project site where storm water or other water will not enter or pass through pipe.

2. Load, transport, unload, and otherwise handle pipe and fittings to prevent damage of any kind. Handle and transport pipe with equipment designed, constructed and arranged to prevent damage to pipe, lining and coating. Do not permit bare chains, hooks, metal bars, or narrow skids or cradles to come in contact with coatings. Where required, provide pipe fittings with sufficient interior strutting or cross bracing to prevent deflection under their own weight.

3. Hoist pipe from trench side into trench by means of sling of smooth steel cable, canvas, leather, nylon or similar material.

4. For large diameter water lines, handle pipe only by means of sling of canvas, leather, nylon, or similar material. Slings shall be wide enough so as to. not tear or wrinkle tape layers.

5. Use precautions to prevent injury to pipe, protective linings and coatings.

a. Package stacked pipe on timbers. Place protective pads under banding straps at time of packaging.

b. Pad fork trucks with carpet or other suitable material. Use nylon straps around pipe for lift when relocating pipe with crane or backhoe.

c. Do not lift pipe using hooks at each end of pipe.

d. Do not place debris, tools, clothing, or other materials on pipe.


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e. Place pipe on timbers, tires or soil berms at the jobsite. Do not place pipe directly on ground.

6. Repair damage to pipe or protective lining and coating before final acceptance.

7. For cement mortar lined and coated steel pipe and PCCP, permit no visible cracks wider than 1/16”

a. In surface laitance of centrifugally cast mortar.

b. In sections of pipe with steel reinforcing collars or wrappers.

c. Within 12 inches of pipe ends.

8. Repair pipe with visible cracks that exceed project specifications. If cracks cannot be repaired to specification remove from project site.

B. Cleaning: Thoroughly clean and dry interior of pipe and fittings of foreign matter before installation, and keep interior clean until Work has been accepted. Keep joint contact surfaces clean until jointing is completed. Do not place debris, tools, clothing or other materials in pipe. After pipe laying and joining operations are completed, clean inside of pipe and remove debris.

C. Inspection: Before installation, inspect each pipe and fitting for defects. Reject defective, damaged or unsound pipe and fittings and remove them from site.

3.03 EARTHWORK

A. Conform to applicable provisions of Section 02317 - Excavation and Backfilling for Utilities.

3.04 PIPE CUTTING

A. Cut pipe 12 inches and smaller with standard wheel pipe cutters. Cut pipe larger than 12 inches in manner approved by Project Manager. Make cuts smooth and at right angles to axis of pipe. Bevel plain end with heavy file or grinder to remove sharp edges.

3.05 PIPING INSTALLATION

A. General Requirements:

1. When trench width below top of pipe becomes 4 feet wider than specified, install higher class of pipe or improved bedding, as determined by Project Manager. No additional payment will be made for higher class of pipe or improved bedding.


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2. Lay pipe in subgrade free of water.

3. Properly form bedding to fully support bell without wedging or blocking up bell.

4. Open Cut Construction: Cover or backfill laid pipe if pipe laying operations are interrupted and during non-working hours. Place backfill carefully and simultaneously on each side of pipe to avoid lateral displacement of pipe and damage to joints. If adjustment of pipe is required after it has been laid, remove and re-lay as new pipe. Lay not more than 50 feet of pipe in trench ahead of backfilling operations.

5. Prevent damage to coating when placing backfill. Use backfill material free of large rocks or stones, or other material which could damage coatings.

B. Install pipe continuously and uninterrupted. Obtain approval of Project Manager prior to skipping any portion of Work.

1. Before assembling couplings, lightly coat pipe ends and outside of gaskets with pipe lubricant, cup grease or liquid vegetable soap to facilitate installation.

2. Prior to proceeding with critical tie-ins, submit sequence of work based on findings from "critical location" effort.

3. Use adequate surveying methods and equipment; employ personnel competent in use of this equipment. Horizontal and vertical deviations from alignment as indicated on Drawings shall not exceed 0.10 feet. Measure and record "as-built" horizontal alignment and vertical grade at maximum of every 100 feet on record drawings.

C. Protection of Pipeline: Securely place stoppers or bulkheads in openings and in end of line when construction is stopped temporarily and at end of each day's work.

D. Perform Critical Location as shown on Drawings. Refer to Section 02317 - Excavation and Backfill for Utilities for additional requirements at critical locations.

E. Assessment of deflection may be measured by Project Manager at location along pipe. Arithmetical averages of deflection or similar average measurements will not be deemed as meeting intent of standard. Refer to pipe material specifications for maximum allowable pipe deflection.

F. Perform following additional procedures when working on plant sites.


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1. Seventy-two hours prior to each plant shutdown or connection, schedule coordination meeting with Project Manager and Water Production personnel. At this meeting, present proposed sequencing of Work and verification of readiness to complete Work as required and within time permitted. Do not proceed with Work until Project Manager agrees key personnel, equipment and materials are on hand to complete Work.

2. Prior to fully excavating around existing piping, excavate as minimal as possible to confirm type and condition of existing joints. Verify size, type, and condition of pipe prior to ordering materials or fully mobilizing for Work.

3. Do not proceed with connections to existing piping and identified critical stages of work unless approved by Project Manager and City's Utility Maintenance Division operator is present to observe.

4. Coordinate with City Drinking Water Operations to obtain reduction in operating pressures prior to performing connections to existing piping.

5. Make connections to existing piping only when two valves are closed off between connection and source of water pressure. Do not make connection relying solely on one valve, unless otherwise approved by Project Manager.

6. Perform critical stages of Work identified on Drawings at night or during low water demand months as specified in Section 01110 - Summary of Work.

7. Excavation equipment used on plant sites to have smooth bucket; no teeth or side cutters.

8. Submit to Project Manager Lone Star Notification transmittal number prior to beginning excavation.

9. Before each "dig" with mechanical excavator, probe ground to determine potential obstructions. Repeat procedure until existing pipe is located or excavation reaches desired elevation. Perform excavations within one foot to existing piping by hand methods.

10. Provide adequate notice to Project Manager and pipe manufacturer's representative when connecting or modifying existing prestressed or pretension concrete cylinder pipe.

11. Provide field surveyed (horizontal and vertical elevations) "as-builts" of new construction and existing underground utilities encountered. Submit in accordance with Section 01330 - Submittal Procedures.


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12. Prior to performing plant work to be done on weekend, provide list of sites and contact person with phone numbers to Project Manager by noon on Thursday of week. Contact person must be accessible during weekend, have Houston Metro Area phone number, and be authorized to make emergency decisions.

13. No night work or plant shutdown will be scheduled to begin two working days before or after designated City Holidays.

G. For tie-ins to existing water lines, provide necessary material on hand to facilitate connection prior to shutting down existing water line. Provide City a minimum of two weeks notice prior to shutting down existing water line.

3.06 JOINTS AND JOINTING

A. Rubber Gasketed Bell-and-Spigot Joints for Concrete Cylinder Pipe, Bar Wrapped Pipe PVC, Steel, and DIP:

1. After rubber gasket is placed in spigot groove of pipe, equalize rubber gasket cross section by inserting tool or bar recommended by manufacturer under rubber gasket and moving it around periphery of pipe spigot.

2. Lubricate gaskets with nontoxic water-soluble lubricant before pipe units are joined.

3. Fit pipe units together in manner to avoid twisting or otherwise displacing or damaging rubber gasket.

4. After pipe sections are joined, check each gasket to ensure that no displacement of gasket has occurred. If displacement has occurred, remove pipe section and remake joint as for new pipe. Remove old gasket, and replace before remaking joint.

5. Provide means to prevent full engagement of spigot into bell in accordance with Paragraph 2.01 D. For PVC pipe, means may consist of an approved bell insertion protection system.

B. Flanged Joints where required on Concrete Cylinder Pipe, Bar Wrapped Pipe, Ductile Iron Pipe, or Steel Pipe:

1. AWWA C 207. Prior to installation of bolts, accurately center and align flanged joints to prevent over stressing of flanges, pipe and equipment. Align bolt holes to straddle vertical, horizontal or north-south center line. Do not exceed 3/64 inch per foot inclination of flange face from true alignment.


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2. Use ring type or full-face gaskets for flanged joints. Provide 1/8-inch-thick cloth inserted rubber gasket material in accordance with AWWA C207. Cut gaskets at factory to proper dimensions. In PPCA areas, provide gasket material in accordance with Section 02105 – Chemical Sampling and Analysis.

3. Provide ASTM A193 Grade B7 high strength steel stud bolts with ASTM A194 heavy hex nuts. Use cadmium-plated steel hardware underground. Tighten bolts progressively to prevent unbalanced stress. Maintain at all times approximately same distance between two flanges at points around flanges. Tighten bolts alternately (180˚ apart) until all are evenly tight. Draw bolts tight to ensure proper seating of gaskets. Provide Denso petrolatum-based tape or approved equal for all exposed portions of nuts, bolts and pipe hardware.

4. Isolation Joints:

a. Provide full-face Type “E” gasket. For 30-inch diameter and greater, provide Pyrox G-10 material and EPDM sealing element. For 24-inch diameter and smaller, provide Phenolic material and EPDM sealing element. Provide full-length bolt isolating sleeves and washers. Provide matching steel washers on both sides of each insulating washer on every bolt. Furnish kits in accordance with Specification Section 15640 – Joint Bonding and Electrical Isolation.

C. Welded Joints (Concrete Cylinder Pipe, Bar Wrapped Pipe, Steel Pipe):

1. Prior to starting work, provide certification of qualification for welders employed on project for type of work procedures and positions involved.

2. Steel Pipe Joints: AWWA C 206. See Section 02502 – Steel Pipe and Fittings or Section 02518 – Steel Pipe and Fittings for Large Diameter Water Lines. Refer to Contract Drawings for joint details. For interior welded joints, complete backfilling before welding. For exterior field-welded joints, provide adequate working room under and beside pipe. Use exterior welds for 30-inch and smaller.

3. Concrete Pipe Joints: See Section 02507 – Prestressed Concrete Cylinder Pipe or Section 02613 – Bar-Wrapped Steel Cylinder Pipe. Refer to Contract Drawings for joint details. Align piping and equipment so that no part is offset more than 1/8 inch. Set fittings and joints square and true, and preserve alignment during welding operation. For butt-welded joints, align abutting ends to minimize offset between surfaces. For pipe of same nominal wall thickness, do not exceed 1/16 inch offset. Use line-up clamps for this purpose; however, take care to avoid damage to linings and coatings.


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4. Welding Rods: Compatible with metal to be welded to obtain strongest bond, E-70XX.

5. Deposit metal in successive layers to provide 1 to 3 passes or beads as requiredto completed the structural weld or control heat in the weld after backfill joint

6. Deposit no more than 1/4 inch of metal on each pass. Thoroughly clean each individual pass with wire brush or hammer to remove dirt, slag or flux.

7. Do not weld under weather condition that would impair strength of weld, such as wet surface, rain or snow, dust or high winds, unless work is properly protected.

8. Make tack weld of same material and by same procedure as completed weld. Otherwise, remove tack welds during welding operation.

9. Remove dirt, scale, and other foreign matter from inside piping before tying in sections, fittings, or valves.

10. Welded Joints for Large Diameter Water Lines:

a. Use exterior welds for 30-inch and smaller.

b. Employ an independent certified testing laboratory, approved by Project Manager, to perform weld acceptance tests on welded joints. Include cost of such testing and associated work to accommodate testing in contract unit price bid for water line. Furnish copies of test reports to Project Manager for review. Project Manager has final decision as to suitability of welds tested.

1) Weld acceptance criteria:

a) Conduct in accordance with ASTM E165 - Standard Test Method for Liquid Penetrant Examination and ASTM E709 - Standard Guide for Magnetic Particle Examination. Use X-ray methods for butt welds, for 100 percent of joint welds.

b) Examine welded surfaces for the following defects:

i. Cracking.

ii. Lack of fusion/penetration.


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iii. Slag which exceeds one-third (t) where (t) equals material thickness.

iv. Porosity/Relevant rounded indications greater than 3/16 inch; rounded indication is one of circular or elliptical shape with length equal to or less than three times its width.

v. Relevant linear indications in which length of linear indication exceeds three times its width.

vi. Four or more relevant 1/16-inch rounded indications in line separated by 1/16 inch or less edge to edge.

11. After pipe is joined and prior to start of welding procedure, make spigot and bell essentially concentric by jacking, shimming or tacking to obtain clearance tolerance around periphery of joint except for deflected joints.

12. Furnish each welder employed steel stencil for marking welds, so work of each welder can be identified. Mark pipe with assigned stencil adjacent to weld. When welder leaves job, stencil must be voided and not duplicated. Welder making defective welds must discontinue work and leave project site. Welder may return to project site only after recertification.

13. Scaffolding: Do not drag scaffolding or other items along interior of pipe.

14. Provide cylindrical corrosion barriers for polyurethane or epoxy-lined steel pipe 24-inch diameter and smaller, unless minimum wall thickness is 0.5 inch or greater.

a. In addition to welding requirements contained here in Paragraph 3.06, conform to protection fitting manufacturer's installation recommendations.

b. Provide services of technical representative of manufacturer available on site at beginning of pipe laying operations. Representative to train welders and advise regarding installation and general construction methods. Welders must have 12 months prior experience All steel pipe is to have cutback 3/4 inch to no greater than 1 inch of internal diameter coating from weld bevel.

c. Furnish steel fittings with cylindrical corrosion barriers with shop welded extensions to end of fittings. Extension length to measure no


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less than diameter of pipe. Shop apply lining in accordance with AWWA C 210 or AWWA C 222.

d. All steel pipe receiving field adjustments are to be cold cut using standard practices and equipment. No cutting using torch is to be allowed.

D. Harnessed Joints (Concrete Cylinder Pipe, Bar Wrapped Pipe or Steel Pipe):

1. Use of snap-ring type restrained joints on pipe is limited to 20-inch through 48-inch diameters.

2. Position snap-ring joint bolt on top (12 o'clock portion). Provide minimum 1/2-inch joint recess. Use joint "diapers" minimum of 12 inches wide.

3. For field adjustments with deflections or joint offsets beyond manufacturer's recommendations:

a. Field trim spigot.

b. Do not engage ring.

4. Harnessed joints are not permitted in areas defined on Drawings as potentially petroleum contaminated material, in tunnels, or at bend greater than 5 degrees.

5. Install harness type joints including snap rings at straight sections of pipe.

E. Restrained Joints:

1. For existing water lines and water lines less than 16 inches in diameter, restrain pipe joints with concrete thrust blocks unless otherwise shown on Drawings.

2. Thrust restraint lengths shown on Drawings are minimum anticipated lengths. These lengths are based on deflections or joint offsets indicated and on use of prestressed concrete cylinder pipe for large diameter lines and ductile iron pipe for small diameter lines. Adjustments in deflections or joint offsets or use of other pipe material may result in reduction or increase of thrust lengths.

3. Pipe manufacturer or representative to perform thrust restraint calculations in accordance with latest revision of applicable standard for pipe material chosen. Submit calculations for all pipe materials sealed by a registered Professional Engineer in State of Texas for review by Project Manager. Make adjustments in thrust restraint lengths at no additional cost to City.

4. Include buoyancy conditions for soil unit weight when computing thrust restraint calculations


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5. Passive resistance of soil will not be permitted in calculation of thrust restraint for some pipe materials.

6. For 16-inch lines and larger use minimum 16-foot length of pipe in and out of joints made up of beveled pipe where restraint joint lengths are not identified on Drawings. Otherwise, provide restraint joints for a minimum length of 16 feet on each side of beveled joints.

7. Installation.

a. Install restrained joints mechanism in accordance with manufacturer=s recommendations.

b. Examine and clean mechanism; remove dirt, debris and other foreign material.

c. Apply gasket and joint NSF 61 FDA food grade approved lubricant.

d. Verify gasket is evenly seated.

e. Do not over stab pipe into mechanism.

8. Prevent any lateral movement of thrust restraints throughout pressure testing and operation.

9. Place 2500 psi concrete conforming to Section 03315 - Concrete for Utility Construction, for blocking at each change in direction of existing water lines, to brace pipe against undisturbed trench walls. Finish placement of concrete blocking, made from Type I cement, 4 days prior to hydrostatic testing of pipeline. Test may be made 2 days after completion of blocking if Type II cement is used.

F. Joint Grout (Concrete Cylinder Pipe, Bar Wrapped Pipe, Mortar Coated Steel Pipe):

1. Mix cement grout mixture by machine except when less than 1/2 cubic yard is required. When less than 1/2 cubic yard is required, grout may be hand mixed. Mix grout only in quantities for immediate use. Place grout within 20 minutes after mixing. Discard grout that has set. Retempering of grout by any means is not permitted.

2. Prepare grout in small batches to prevent stiffening before it is used. Do not use grout which has become so stiff that proper placement cannot be assured without retempering. Use grout for filling grooves of such consistency that it will adhere to ends of pipe.


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3. Surface Preparation: Remove defective concrete, laitance, dirt, oil, grease and other foreign material from concrete surfaces with wire brush or hammer to sound, clean surface. Remove rust and foreign materials from metal surfaces in contact with grout.

4. Follow established procedures for hot and cold weather concrete placement.

5. Complete joint grout operations and backfilling of pipe trenches as closely as practical to pipe laying operations. Allow grouted exterior joints to cure at least 1 hour before compacting backfill.

6. Grouting Exterior Joint Space: Hold wrapper in place on both sides of joint with minimum 5/8-inch-wide steel straps or bands. Place no additional bedding or backfill material on either side of pipe until after grout band is filled and grout has mechanically stiffened. Pull ends of wrapper together at top of pipe to form access hole. Pour grout down one side of pipe until it rises on other side. Rod or puddle grout to ensure complete filling of joint recess. Agitate for 15 minutes to allow excess water to seep through joint band. When necessary, add more grout to fill joint completely. Protect gap at top of joint band from backfill by allowing grout to stiffen or by covering with structurally protective material. Do not remove band from joint. Proceed with placement of additional bedding and backfill material.

7. Interior Joints for Pipe 24 Inches and Smaller: Circumferentially butter bell with grout prior to insertion of spigot, strike off flush surplus grout inside pipe by pulling filled burlap bag or inflated ball through pipe with rope. After joint is engaged, finish off joint grout smooth and clean. Use swab approved by Project Manager for 20-inch pipe and smaller.

8. Protect exposed interior surfaces of steel joint bands by pointing with grout. Remove and replace improperly cured or otherwise defective grout.

9. Strike off grout on interior joints and make smooth with inside diameter of pipe.

10. When installed in tunnel or encasement pipe and clearance within casing does not permit outside grout to be placed in normal manner, apply flexible sealer, such as Flex Protex or equal, to outside joint prior to joint engagement. Clean and prime surfaces receiving sealer in accordance with manufacturer's recommendations. Apply sufficient quantities of sealer to assure complete protection of steel in joint area. Fill interior of joint with grout in normal manner after joint closure.

11. Interior Joints for Water Lines 30 Inches and Larger: Clean joint space, wet joint surfaces, fill with stiff grout and trowel smooth and flush with inside


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surfaces of pipe using steel trowel so that surface is smooth. Accomplish grouting at end of each work day. Obtain written acceptance from Project Manager of inside joints before proceeding with next day's pipe laying operation. During inspection, insure no delamination of joint mortar has occurred by striking joint mortar lining with rubber mallet. Remove and replace delaminated mortar lining.

12. Work which requires heavy equipment to be over water line must be completed before mortar is applied to interior joints.

G. Large Diameter Water Main Joint Testing: In addition to testing individual joints with feeler gauge approximately 1/2 inch wide and 0.015-inch thick, use other joint testing procedure approved or recommended by pipe manufacturer which will help ensure watertight installation prior to backfilling. Perform tests at no additional cost to City.

H. Make curves and bends by deflecting or offsetting joints or other method as recommended by manufacturer and approved by Project Manager. Submit details of other methods of providing curves and bends which exceed manufacturer's recommended deflection or joint offset prior to installation.

1. Deflection of pipe joints shall not exceed maximum deflection recommended by pipe manufacturer, unless otherwise indicated on Drawings.

2. If deflection exceeds that specified but is less than 5 percent, repair entire deflected pipe section such that maximum deflection allowed is not exceeded.

3. If deflection is equal to or exceeds 5 percent from that specified, remove entire portion of deflected pipe section and install new pipe.

4. Replace, repair, or reapply coatings and linings as required.

5. Assessment of deflection may be measured by Project Manager at location along pipe. Arithmetical averages of deflection or similar average measurement methods will not be deemed as meeting intent of standard.

6. When rubber gasketed pipe is laid on curve, join pipe in straight alignment and then deflect or offset to curved alignment.

I. Closures Sections and Approved Field Modifications to Steel, Concrete Cylinder Pipe, Bar Wrapped Pipe and Fittings:

1. For large diameter water lines, provide minimum overlap of 4 inches on each side for butt-strap closures.


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2. For pipe diameters 36 inches and greater, perform field welds on interior and exterior of pipe.

3. Apply welded-wire fabric reinforcement to interior and exterior of exposed interior and exterior surfaces greater than 6 inches in diameter. Welded-wire fabric: minimum W1; maximum spacing 2 inches by 4 inches; 3/8 inch from surface of steel plate or middle third of lining or coating thickness for mortar thickness less than 3/4 inch.

4. Fill exposed interior and exterior surfaces with nonshrink grout.

3.07 CATHODIC PROTECTION APPURTENANCES

A. Where identified on Drawings, modify pipe for cathodic protection as detailed on Drawings and specified. Unless otherwise noted, provide insulation kits including test stations at connections to existing water system or at locations to isolate one type of cathodic system from another type, between water line, access manhole piping and other major openings in water line, or as shown on Drawings.

B. Bond joints for pipe installed in tunnel or open cut, except where insulating flanges are provided. Weld strap, wire or clip between bell and spigot of each joint or as shown on Drawings. No additional bonding required where joints are welded for thrust restraint. Repair coatings as specified by appropriate AWWA standard, as recommended by manufacturer, and as approved by Project Manager.

C. Bonding Strap or Clip: Free of foreign material that may increase contact resistance between wire and strap or clip.

3.08 SECURING, SUPPORTING AND ANCHORING

A. Support piping, as shown on Drawings and as specified in this Section, to maintain line and grade and prevent transfer of stress to adjacent structures.

B. Where shown on Drawings, anchor pipe fittings and bends installed on water line by welding consecutive joints of pipe together to distance each side of fitting. Restrained length, as shown on Drawings, assumes that installation of pipe and subsequent hydrostatic testing begin upstream and proceed downstream, with respect to normal flow of water in pipe. If installation and testing differs from this assumption, submit for approval revised method of restraining pipe joints upstream and downstream of device used to test against (block valve, blind flange or dished head plug).

C. Use adequate temporary blocking of fittings when making connections to distribution system and during hydrostatic tests. Use sufficient anchorage and blocking to resist stresses and forces encountered while tapping existing water line.


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3.09 POLYETHYLENE WRAP FOR DUCTILE IRON PIPE

A. Conform to requirements of Section 02528 - Polyethylene Wrap.

3.10 CLEANUP AND RESTORATION

A. Provide cleanup and restoration crews to work closely behind pipe laying crews and, where necessary, during disinfection and hydrostatic testing, service transfers, abandonment of old water lines, backfill and surface restoration.

B. Unless otherwise approved by Project Manager, comply with the following:

1. Once water line is installed to limits approved in layout submitted, immediately begin preparatory work for disinfection effort.

2. No later than three days after completing disinfection preparatory work, submit to City appropriate request for disinfection.

3. If City fails to perform initial disinfection of lines in accordance with Section 02514 - Disinfection of Water Lines, within seven days from submission of appropriate request, and if approved by Project Manager, pipe laying operations may continue beyond approved limits until the City responds.

4. Immediately after transfer of services, begin abandonment of old water lines and site restoration.

5. Do not exceed a total of 50% of total project linear feet of disturbed right-of-way and easement until site is restored in accordance with Section 01740 - Site Restoration.

6. Exceeding any of the above footage limitations shall be considered a material breach of the Contract and subject to termination in accordance with the General Conditions.

C. For large diameter water lines, do not install more than 2,000 linear feet of water line, without previous 2,000 linear feet being restored in accordance with Section 01740 - Site Restoration. Schedule paving crews so repaving work will not lag behind pipe laying work by more than 1,000 linear feet. Failure to comply with this requirement shall be considered a material breach of the Contract and subject to termination in accordance with the General Conditions.

3.11 CLEANING PIPING SYSTEMS

A. Remove construction debris or foreign material and thoroughly broom clean and flush piping systems. Provide temporary connections, equipment and labor for cleaning. City must inspect water line for cleanliness prior to filling.


02511-21 07/01/2016

3.12 DISINFECTION OF WATER LINES

A. Conform to requirements of Section 02514 - Disinfection of Water Lines.

3.13 FIELD HYDROSTATIC TESTS

A. Conform to requirements of Section 02515 - Hydrostatic Testing of Pipelines.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION

WATER TAP AND SERVICELINE INSTALLATION

02512-107/01/2016

Section 02512

WATER TAP AND SERVICE LINE INSTALLATION PART 1 G E N E R A L


A. Tapping existing mains and furnishing and installing new service lines for water.

B. Relocation of existing small water meters.

C. Specifications identify requirements for both small-diameter (less than or equal to 20 inches)

water lines and large-diameter (greater than 20 inches) water lines. When specifications for large-diameter water lines differ from those for small- diameter water lines, paragraphs for large-diameter water lines will govern for large-diameter pipe.


A. Unit Prices.

1. Payment for water taps and copper service lines 3/4 inch through 1 inch is on unit

price basis for each installation. Separate measurements will be made for "short side", "long side" and "extra long side" connections as defined in Paragraph 1.04, Definitions.

2. Payment for water taps and service lines 1 1/2 inch through 2 inch is on unit price

basis for each installation. Separate measurements will be made for "short side", "long side" and "extra long side" connections as defined in Paragraph 1.04, Definitions.

3. Payment for "short side, "long side" and "extra long side" includes locating water line,

tap installation and connection to meter and restoring site.

4. Payment for each small meter includes labor, materials, and equipment to relocate existing small meter.

5. No additional payment will be made for bedding, backfill, compaction, push under

pavement, etc.




02512-207/01/2016


1.03 REFERENCES

A. AWWA C 800 - Standard for Underground Service Line Valves and Fittings.

B. AWWA C 900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 in. Through 12 in.,

for Water Distribution.

C. AWWA C105 – Polyethylene Encasement for Ductile-Iron Pipe Systems. 1.04 DEFINITIONS

A. Short Side Connection: Service line connecting proposed curb stop, located inside water

meter box, to water line on same side of street.

B. Long Side Connection: Service line connecting proposed curb stop, located inside water meter box, to water line on opposite side of street or from center of streets where supply line is located in street center such as boulevards and streets with esplanades. Distance not to exceed 60 linear feet (at right angles to water line).

C. Extra Long Side Connection: Service line connecting proposed curb stop, located inside

water meter box, to water line on opposite side of street or from center of streets where supply line is located in street center such as boulevards and streets with esplanades. Distance greater than 60 linear feet (at right angles to water line).


2.01 MATERIALS

A. Copper Tubing: In accordance with Section 02503 - Copper Tubing. Polybutylene tubing is

not permitted.

B. Corporation Stops: AWWA C 800 as modified in this Section:

1. Inlet End: AWWA standard thread.

2. Valve Body: Tapered plug type, O-ring seat ball type, or rubber seat ball type.

3. Outlet End: Flared-copper connection for use with Type K, soft copper or compression type fitting.



02512-307/01/2016

C. Provide taps for water line types and sizes in accordance with pipe tapping schedule located

at end of this Section.

D. Dual Strap Saddles: Red brass body and straps; ductile-iron; vinyl-coated body and straps; or ductile-iron, vinyl-coated body and stainless-steel straps.

E. Taps for PVC Water Lines: Use dual-strap or single, wide-band strap saddles which provide

full support around circumference of pipe and bearing area of sufficient width along axis of pipe, 2 inches minimum, ensuring that pipe will not be distorted when saddle is tightened. Provide approved stainless-steel tapping saddle with AWWA standard thread .

F. Taps for Steel Pipe: Not allowed, unless specifically approved by Project Manager. Use

saddle only when tap is approved on steel pipe.

G. Curb Stops and Brass Fittings: AWWA C 800 as modified in this Section.

1. Inlet End: Flared copper connection or compression-type fitting

2. Valve Body: Straight-through or angled, meter-stop design equipped with following:

a. O-ring seal straight plug type.

b. Rubber seat ball type.

3. Outlet End: Female, iron-pipe thread or swivel-nut, meter-spud thread on 3/4-inch and 1-inch stops and 2-hole flange on 1 1/2 and 2-inch sizes.

4. Fittings: Provide approved fittings. Use same size open end wrenches and tapping

machines as used with respective Mueller fittings.

5. Factory Testing of Brass Fittings:

a. Submerge in water for 10 seconds at 85 psi with stop in both closed and open positions.

b. Reject fitting that shows air leakage. Project Manager may confirm tests

locally. Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings.

H. Angle Stops: In accordance with AWWA C 800; ground-key, stop type with bronze lock-

wing head stop cap; inlet and outlet threads conform to application tables of AWWA C 800; and inlets flared connection or compression.

1. Outlet for 3/4-inch and 1-inch size: Meter swivel nut with saddle support.



02512-407/01/2016

2. Outlet for 1 1/2-inch through 2-inch size: O-ring sealed meter flange, iron pipe

threads.

I. Fittings: In accordance with AWWA C 800 and following:

1. Castings: Smooth, free from burrs, scales, blisters, sand holes, and defects which would make them unfit for intended use.

2. Nuts: Smooth cast and has symmetrical hexagonal wrench flats.

3. Flare-Joint Fittings: Smooth cast. Machine seating surfaces for metal-to-metal seal

to proper taper or curve, free from pits or protrusions.

4. Thread fittings, of all types, shall have N.P.T. or AWWA threads, and protect male threaded ends in shipment by plastic coating, or approved equal.

5. Compression tube fittings shall have Buna-N beveled gasket.

6. Stamp of manufacturer's name or trademark and of fitting size on body.


3.01 GENERAL

A. For service lines and lateral connections larger than those allowed in Pipe Tapping Schedule,

branch connections and multiple taps may be used. Space corporation stops minimum of 2 feet apart.

B. Tapped collars of appropriate sizes: Approved in new construction only provided they are set

at right angles to proposed meter location.

C. Use tapping machine manufactured for pressure tapping purposes for 2-inch and smaller service taps on pressurized water lines.

D. For new meter or when existing meter is in conflict with proposed pavement improvements,

locate water meters one foot inside street right-of-way, or when this is not feasible, one foot on curb side of sidewalk. Contact Project Manager when major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter.

E. New location and installation of existing small meter shall conform to requirements of this

Section.



02512-507/01/2016

F. Successfully perform hydrostatic and disinfection testing prior to installing service taps and

lines.

3.02 SERVICE INSTALLATION

A. Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springline.

B. Install service lines in accordance with Section 02317 - Excavation and Backfill for Utilities.

C. Lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads. Provide minimum of 18 inches of cover below flow line of ditches to service lines.

D. Service lines across existing street (push-unders): Pull service line through prepared hole

under paving. Use only full lengths of tubing. Take care not to damage copper tubing when pulling it through hole. Compression-type union is only permitted when span underneath pavement cannot be accomplished with a full standard length of tubing. Use one compression-type union for each full length of tubing.

E. Maintain service lines free of dirt and foreign matter.

F. Install service lines so that top of meter will be 4 to 6 inches below finished grade.

G. Anticipate existing sanitary sewers to have cement stabilized sand backfill to bottom of

pavement. Include cost of such crossings in unit price for services.

H. When copper line must be installed in cement stabilized sand use an 8 MIL polyethylene encasement tubing in accordance with AWWA C105.

3.03 CURB STOP INSTALLATION

A. Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening

in curb stop to prevent unwanted material from entering. In close quarters, make S-curve in field. Do not flatten tube. In 3/4-inch and 1-inch services, install meter coupling, swivel-nut, or curb stop ahead of meter. Install straight meter coupling on outlet end of meter.

3.04 GALVANIC CORROSION CONTROL

A. For 1 1 /2” and 2” meters utilizing two bolt flanges, install 2.5 ounce sacrificial zinc anode

caps meeting ASTM B418-88 requirements on the end of each bolt on both outlet and inlet side of the meter connection.

3.05 SEQUENCE OF OPERATIONS

A. Open trench for proposed service line in accordance with Section 02317 - Excavation and Backfill for Utilities.



02512-607/01/2016

B. Install curb stop on meter end of service line.

C. With curb stop open and prior to connecting service line to meter in slack position, open

corporation stop and flush service line thoroughly. Close curb stop, leaving corporation stop in full-open position.

D. Check service line for apparent leaks. Repair leaks before proceeding.

E. Schedule inspection with Project Manager prior to backfilling. After inspection, backfill in accordance with Section 02317 - Excavation and Backfill for Utilities.

F. Install meter box centered over meter with top of lid flush with finished grade. Meter box:

Refer to Section 02085 - Valve Boxes, Meter Boxes, and Meter Vaults.



02512-707/01/2016

Table 02512-1

PIPE TAPPING SCHEDULE

WATERLINE TYPE AND DIAMETER

SERVICE SIZE 3/4" 1" 1-1/2" 2"

4" Cast Iron or Ductile Iron

DSS,WBSS DSS, WBSS DSS,WBSS DSS, WBSS

4" Asbestos Cement WBSS WBSS DSS, WBSS DSS, WBSS 4" PVC (AWWA C900) DSS, WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or Ductile Iron

DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS

6" and 8" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or Ductile Iron


6" and 8" PVC (AWWA C900)


12" Cast Iron or Ductile Iron


12" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" PVC (AWWA C900)


16" and Up Cast Iron or Ductile Iron

DWBSS DWBSS DWBSS DWBSS

16" and Up Asbestos Cement


16" and Up PVC (AWWA C905)


DSS - DUAL STRAP SADDLES WBSS - WIDE BAND STRAP SADDLES DWBSS - DUAL WIDE BAND STRAP SADDLES

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION DISINFECTION OF WATER LINES

02514-1 01/01/2011

Section 02514 DISINFECTION OF WATER LINES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Disinfection of potable water lines. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for disinfection of water lines under this Section. Include cost in unit price of water lines being disinfected.


B. Adjusting Payment for Retesting.

1. Subsequent disinfection operations which may be necessary due to nonconforming or

incomplete construction will be charged to Contractor. Charges will be deducted from retainage amounts when construction estimates are processed for final payment.

2. Total charge will consist of base charge of $135.00 plus footage charge based on

number of feet of specified diameter pipe in construction project. Footage charge is as follows:

Size of Pipe

Charge per Linear Foot

2 inch to 4 inch

6 inch 8 inch

10 inch to 12 inch 16 inch to 20 inch 24 inch to 30 inch 32 inch to 48 inch

54 inch 60 inch 66 inch

72 inch to 84 inch 90 inch to 96 inch

108 inch 120 inch or larger

$0.03 $0.04 $0.05 $0.07 $0.09 $0.13 $0.16 $0.20 $0.22 $0.31 $0.40 $0.58 $0.75 $1.00

C. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in


02514-2 01/01/2011


A. AWWA C 651 - Standard for Disinfecting Water Mains. PART 2 P R O D U C T S - Not Used PART 3 E X E C U T I O N 3.01 CONDUCTING DISINFECTION

A. Promptly disinfect water lines constructed before tests are conducted on water lines and before water lines are connected to City water distribution system.

B. Water for disinfection and flushing will be furnished by City without charge.

C. Unless otherwise provided in Contract Documents, City will conduct disinfection operations

assisted by Contractor.

D. Coordinate chlorination operations through Project Manager. 3.02 PREPARATION

A. Provide temporary blind flanges, cast-iron sleeves, plugs, necessary service taps, copper service leads, risers and jumpers of sizes, location and materials, and other items needed to facilitate disinfection of new water lines prior to connection to City water distribution system. Normally, each valved section of water line requires two each 3/4-inch taps. A 2-inch minimum blow-off is required for water lines up to and including 6-inch diameter.

B. Use fire hydrants as blow-offs to flush newly constructed water lines 8 inch diameters and

above. Where fire hydrants are not available on water lines, install temporary blow-off valves as approved by Project Manager and remove promptly upon successful completion of disinfection and testing.

C. Slowly fill each section of pipe with water in manner approved by Project Manager. Average

water velocity when filling pipeline should be less than one foot per second and shall not, under any circumstance, exceed 2 feet per second. Before beginning disinfection operations, expel air from pipeline.

D. Backfill excavations immediately after installation of risers or blow-offs.

E. Install blow-off valves at end of water line to facilitate flushing of dead-end water lines. Install permanent blow-off valves according to drawings.

3.03 DISINFECTION BY CITY PERSONNEL


02514-3 01/01/2011

A. Correct problems that may prevent disinfection operations prior to advising Project Manager

to perform disinfection work. When disinfection work cannot be performed due to covered up valves, missing valve stacks, inoperative fire hydrants or other nonconforming construction, charge will be levied against Contractor for each trip made by City personnel.

B. Notify and coordinate with Project Manager minimum of 72 hours before disinfection work is

to be performed. Assist City personnel during disinfection operations. 3.04 DISINFECTION BY CONTRACTOR

A. The following procedure will be used when disinfection by Contractor is required by Contract Documents:

1. Use not less than 100 parts of chlorine per million parts of water.

2. Introduce chlorinating material to water lines in accordance with AWWA C 651.

3. After contact period of not less than 24 hours, flush system with clean water until

residual chlorine is no greater than 1.0 parts per million parts of water.

4. Open and close valves in lines being sterilized several times during contact period.

5. If chemical compound is used for sterilizing agent, place in pipes as directed by Project Manager.

3.03 BACTERIOLOGICAL TESTING

A. After disinfection and flushing of water lines, bacteriological tests will be performed by City or testing laboratory in accordance with Section 01454 - Testing Laboratory Services. When test results indicate need for additional disinfection of water lines based upon Texas Department of Health requirements, assist City with additional disinfection operations.

3.06 COMPLETION

A. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION HYDROSTATIC TESTING OF PIPELINES

02515-1 01/01/2011

Section 02515 HYDROSTATIC TESTING OF PIPELINES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Field hydrostatic testing of newly installed water pipelines. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No payment will be made for hydrostatic testing of pipelines under this Section. Include cost in unit price of pipelines being tested.



this Section is included in total Stipulated Price. PART 2 P R O D U C T S - Not Used PART 3 E X E C U T I O N 3.01 PREPARATION

A. Disinfect water system pipelines prior to hydrostatic testing.

B. Hydrostatically test newly installed water pipelines after disinfection, when required, and before connecting to City water distribution system.

C. Water for testing will be charged to Contractor in accordance with City Ordinances. Prior to

hydrostatic testing, obtain a transient meter from the City Deposit is required for transient meter.

D. Test pipelines with maximum lengths between valves, or plugs, according to the following

criteria.

1. 2,000 linear feet for small diameter pipelines (20-inches in diameters or smaller)

2. 4,000 linear feet for large diameter pipelines (24-inches in diameters or larger)


02515-2 01/01/2011

E. Conduct hydrostatic tests in presence of Project Manager. 3.02 TEST PROCEDURES

A. Furnish, install, and operate connections, pump, meter and gages necessary for hydrostatic testing.

B. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing

begins, to allow pipe wall or lining material to absorb water. Periods of up to 7 days may be required for mortar lining to become saturated.

C. For small diameter pipelines, expel air and apply minimum test pressure of 125 psi. For large

diameter water lines, expel air and apply minimum test pressure of 150 psi.

D. Begin test by 9:00 a.m. unless otherwise approved by Project Manager. Maintain test pressure for 8 hours. When large quantity of water is required to maintain pressure during test, discontinue testing until cause of water loss is identified and corrected.

E. Keep valves inside pressure reducing stations closed during hydrostatic pressure test.

3.03 ALLOWABLE LEAKAGE FOR WATERLINES

A. During hydrostatic tests, no leakage will be allowed for sections of water lines consisting of welded joints.

B. Maximum allowable leakage for water lines with rubber gasketed joints: 3.19 gallons per inch

nominal diameter per mile of pipe per 24 hours while testing.

C. For meter run installation, when work cannot be isolated and line fails pressure test, visual inspection of work by Project Manager for leakage during pressure test may be used to fulfill requirements of this section.

3.04 CORRECTION FOR FAILED TESTS

A. Repair joints showing visible leaks on surface regardless of total leakage shown on test. Check valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove cracked or defective pipes, fittings, and valves discovered during pressure test and replace with new items.

B. Project Manager may require failed lines to be disinfected after repair and prior to retesting.

Conduct and pay for subsequent disinfection operations in accordance with requirements of Section 02514 - Disinfection of Water Lines. Pay for water required for additional disinfection and retesting.

C. Repeat test until satisfactory results are obtained.


02515-3 01/01/2011

3.05 COMPLETION

A. Upon satisfactory completion of testing, remove risers remaining from disinfection and hydrostatic testing, and backfill excavation promptly.

END OF SECTION

CITY OF HOUSTON CUT, PLUG, AND STANDARD SPECIFICATION ABANDONMENT OF WATER LINES

02516-1 01/01/2011

Section 02516 CUT, PLUG AND ABANDONMENT OF WATER LINES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Cut, plug and abandonment of water lines. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for cut, plug, and abandonment of water lines is on a unit price basis for each cut, plug, and abandonment performed. Separate payment will be made for each size of water line.



this Section is included in total Stipulated Price. 1.03 SUBMITTALS


B. Submit product data for proposed plugs and clamps for approval. PART 2 P R O D U C T S 2.01 MATERIALS

A. Concrete for reaction blocks: Class B conforming to requirements of Section 03315 - Concrete for Utility Construction.

B. Plugs and clamps: Applicable for type of pipe to be plugged.

CITY OF HOUSTON CUT, PLUG, AND STANDARD SPECIFICATION ABANDONMENT OF WATER LINES

02516-2 01/01/2011

PART 3 E X E C U T I O N 3.01 APPLICATION

A. Do not begin cut, plug and abandonment operations until replacement water line has been constructed, disinfected, and tested, and service lines have been transferred to replacement water line.

B. Install plug, clamp, and concrete reaction block and make cut at location shown on Drawings.

C. Main to be abandoned shall not be valved off and shall not be cut or plugged other than at

supply water line or as shown on Drawings.

D. After water line to be abandoned has been cut and plugged, check for other sources feeding abandoned water line. When sources are found, notify Project Manager immediately. Cut and plug abandoned water line at point of other feed as directed by Project Manager.

E. Plug or cap ends or openings in abandoned water line in manner approved by Project Manager.

F. Remove and dispose of surface identifications such as valve boxes and fire hydrants. Valve

boxes in improved streets, other than shell, may be filled with concrete after removing cap.

G. Backfill excavations in accordance with Section 02317 - Excavation and Backfill for Utilities.

H. Repair street surfaces in accordance with Section 02951- Pavement Repair and Restoration. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION FIRE HYDRANTS

02520-1 2/17/2016

Section 02520 FIRE HYDRANTS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Fire hydrants.

B. Adjustment of fire hydrants and gate valves. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment is on a unit price basis for each fire hydrant assembly, including 6-inch gate valve and box, installed regardless of barrel depth.

2. Payment for fire hydrant branches (leads) is on linear foot basis for each branch

installed. Separate pay items are used for open-cut and augured branches. 3. Payment for salvaged fire hydrants is on unit price basis for each fire hydrant

removed and returned to City's Maintenance Quadrant Stock yard. 4. Refer to Section 01270 - Measurement and Payment for unit price procedures.



A. AWWA C 502 – Standard for Dry Barrel fire Hydrants (Latest Edition). B. AWWA C 550 - Standard for Protective Epoxy Interior Coatings for Valves and Hydrants

C. SSPC SP2 - Hand Tool Cleaning

D. SSPC SP3 - Power Tool Cleaning

E. SSPC SP10 - Near-White Blast Cleaning

F. SSPC SP11 - Power Tool Cleaning to Bare Metal


02520-2 2/17/2016

G. SSPC 42 – Epoxy Polyamide/Polyamidoamine Primer, performance based

H. SSPC 36 – Two-Component Weatherable Aliphatic Polyurethane Topcoat, performance

based 1.04 SUBMITTALS


B. Submit name of hydrant manufacturer, type of bonnet paint, and engineering control drawing number for hydrant proposed for use.

PART 2 P R O D U C T S 2.01 HYDRANTS

A. Provide fire hydrants in conformance with AWWA C 502, Standard for Dry Barrel Fire Hydrants (Latest Edition). Hydrants are approved by the City for issuance of a Certificate of Responsibility. Only hydrants with current Certification of Responsibility will be allowed in City of Houston projects. Approved fire hydrants are listed under City’s Approved Water Product List. https://edocs.publicworks.houstontx.gov/engineering-and-construction/approved-products-and-product-approval-committee/approved-water-products.html

B. The Project Manager may, at any time prior to or during installation of hydrants, randomly

select furnished hydrant for disassembly and laboratory inspection, at City expense, to verify compliance with Specifications. When hydrant is found to be non-compliant, replace, at Contractor's expense, hydrants, with hydrants that comply with Specifications.

C. Provide lower hydrant barrel fabricated from Ductile Iron Pipe as single piece, connected to

upper hydrant barrel by means of joint coupling that will provide three hundred sixty degree (360) rotation of upper barrel.

2.02 LEADS

A. Branches (Leads): Conform to requirements of Section 02501 - Ductile Iron Pipe and Fittings, Section 02502 - Steel Pipe and Fittings, and Section 02506 - Polyvinyl Chloride Pipe.

2.03 HYDRANT PAINTING

A. New hydrants and refurbished hydrants shall be shop coated as specified herein.


02520-3 2/17/2016

B. Exterior Above Traffic Flange (Including Bolts & Nuts). Bolts and nuts (both above and

below ground) shall conform to AWWA C-502 Section 4.11 and shall be stainless steel, cadmium plated, or zinc coated.

1. Surface preparation to be in accordance with SSPC-SP 10 (NACE 2) near white blast

cleaned surface. 2. Coat with a liquid or powder epoxy primer and two part polyurethane or TGIC

polyester top coat system with total dry film thickness (DFT) of not to exceed 20 mils as follows:

a. Prime Coat - Liquid or powder epoxy primer with a total dry film thickness

(DFT) of 4-6 mils, OR cathodic epoxy electro-coat (e-coat) with a (DFT) of 0.5-1.0 mils.

b. Intermediate Coat – Intermediate coat not required. c. Finish Coat - Two part polyurethane enamel to be in general conformance

with SSPC Paint Specification No. 36 or TGIC polyester system, with a total dry film thickness (DFT) 1.5-3.0 mils. Install color coded finish coating of bonnet in field.

d. Bonnet Paint - Field apply finish coat of Silicone Alkyd Resin Enamel to be in

general conformance with SSPC Paint Specification No. 21. Dry film thickness of 2 - 3 mils. Bonnet colors are to be as specified in Paragraph 3.01 to designate the appropriate size of water supply line.

3. Colors - Primer: Manufacturer’s standard color. Finish coat of hydrant body: Federal

Standard Color #15187 (Blue) or equivalent. Bonnet and Connection caps: Finished coated white. Paint white band of finish coat two (2) inches in width on hydrant body approximately six inches (6") above and parallel to traffic flange.

C. Field Maintenance Painting (Exterior Above Traffic Flange)

1. Surface Preparation to be in accordance with SSPC - SP2, Hand Tool Cleaning, or

SSPC - SP3, Power Tool Cleaning, depending on condition of existing paint and extent of corrosion. It is not necessary to remove tightly adhered mill scale, rust, and paint. Mill scale, rust and paint are considered tightly adherent when they cannot be removed with dull putty knife. In some severe cases where it is necessary to remove majority of existing paint, surface should be cleaned in accordance with SSPC -SP11, Power Tool Cleaning to Bare Metal.

2. When surface is cleaned to bare metal (SSPC - SP11), coat hydrant with three coat

Alkyd/Silicone Alkyd system in accordance with Paragraph 2.03.B.2 as for new


02520-4 2/17/2016

hydrants. When surface is cleaned to SSPC - SP2 or SSPC - SP3, coat hydrant with Silicone Alkyd Resin Enamel in general conformance with SSPC Paint Specification No. 21. Total dry film thickness of 3-6 mils.

Field coating should be conducted in accordance to the individual coatings manufacturer’s recommendations.

D. Exterior Below Traffic Flange (including lower barrel extensions).

1. Surface preparation in accordance with SSPC- SP10 (NACE 2) Near White Blast Cleaned Surface.

2. Primer: One or two coats of modified or equal polyamide epoxy primer, to be in

general conformance with SSPC Paint Specification No. 42 or approved equal with a total dry film thickness (DFT) of 20 mils. Exterior below traffic flange should be the same color as the above traffic flange, i.e., blue. (Federal Standard Color #15187 (Blue) or equivalent.)

E. Interior Surfaces Above and Below Water Line Valve (including lower barrel extensions)

1. Material used for internal coating of hydrant interior ferrous surfaces must be NSF certified as suitable for contact with potable water as required by Chapter 290, Rules and Regulations for Public Water Systems, Texas Commission on Environmental Quality.

2. Coating shall be liquid or powder epoxy system in accordance with AWWA Standard

C - 550 (latest revision). Coating may be applied in two or three coats, according to manufacturer's recommendations, for total dry film thickness not to exceed 20 mils.


A. Set fire hydrant plumb and brace at locations and grades as shown on Drawings. When barrel of hydrant passes through concrete slab, place 1-inch-thick piece of standard sidewalk expansion joint material around section of barrel passing through concrete.

B. Locate nozzle center line minimum 18 inches above finish grade. C. Place 12-inch by 12-inch yellow indicators (plastic, sheet metal, plywood, or other material

approved by Project Manager) on pumper nozzles of new or relocated fire hydrants installed on new water lines not in service. Remove indicators after new water line is tested and approved by Project Manager.

D. Do not cover drain ports when placing concrete thrust block.


02520-5 2/17/2016

E. Obtain Project Manager's approval in writing prior to installation of hydrants which require

changes in bury depth due to obstructions not shown on Drawings. Unit price adjustments will not be allowed for changes in water line flow line or fire hydrant barrel length caused by obstructions.

F. Plug branch lines to valves and fire hydrants shown on Drawings to be removed. Deliver fire

hydrants designated for salvage to nearest Utility Maintenance Quadrant Facility.

G. Install branches (leads) in accordance with Section 02511 - Water Lines.

H. Coating Requirements:

1. Apply coatings in strict accordance with manufacturer's recommendations. No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system.

2. Furnish affidavit of compliance that coatings furnished complies with requirements of

this specification and referenced standards, as applicable.

I. Use following color code for field coating of hydrant bonnet to indicate size of water line supplying hydrant:

Supply Water Line Diameter (inches) Bonnet Color

6 Yellow

8 White

12-20 Green

24 and larger Orange

J. Remove and dispose of unsuitable materials and debris in accordance with requirements of Section 01576 - Waste Material Disposal.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION GATE VALVES

02521-1 01/01/2011

Section 02521 GATE VALVES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Gate valves. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for gate valves 20 inches in diameter and smaller under this Section. Include payment in unit price for water lines.

2. Payment for gate valves 24 inches to 36 inches in diameter is on a unit price basis. Unit

price includes cost of required box for gate valves.

3. Payment for 2-inch blow-off valve with box is on a unit price basis for each installation.




A. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile.

B. ASTM B 62 - Standard Specification for Composition Bronze or Ounce Metal Casting.

C. ASTM D 429 - Standard Test Methods for Rubber Property-Adhesion to Rigid Substrates.

D. ASTM B 763 - Standard Specification for Copper Alloy Sand Casting for Valve Application.

E. AWWA C 500 - Standard for Metal-Seated Gate Valves for Water Supply Service.

F. AWWA C 509 - Standard for Resilient-Seated Gate Valves for Water Supply Service. G. AWWA C 515- Standard for Reduced Wall, Resilient- Seated Gate Valves for Water Supply

Service.


02521-2 01/01/2011

H. AWWA C 550 - Standard for Protective Epoxy Interior Coatings for Valves and Hydrants. 1.04 SUBMITTALS


B. Submit manufacturer's product data for proposed valves for approval.

C. Provide detailed drawings of gearing mechanism for 20-inch and larger gate valves. 1.05 QUALITY CONTROL

A. Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C 500, AWWA C 509, AWWA C 515, and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C 500, AWWA C 509, and AWWA C 515.


A. Gate Valves: AWWA C 500, AWWA C 509, AWWA C 515 and additional requirements of this Section. Direct bury valves and those in subsurface vaults open clockwise; aboveground and plant valves open counterclockwise.

B. If type of valve is not indicated on Drawings, use gate valves as line valves for sizes 20-inches

and smaller. When type of valve is indicated, no substitute is allowed.

C. Gate Valves 1-1/2 inches in Diameter and Smaller: 125 psig; bronze; rising-stem; single-wedge; disc type; screwed ends

D. Coatings for Gate Valves 2 inches and larger: AWWA C 550 non-toxic, imparts no taste to

water, functions as physical, chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion-bonded epoxy. Prior to assembly of valve, apply protective coating to interior and exterior surfaces of body.

E. Gate Valves 2 inches in diameter: Iron body, double disc or resilient-seated, non-rising stem,

150-pound test, 2-inch square nut operating clockwise to open.

F. Gate Valves 3 inches to 12 inches in diameter: Non-directional, standard-wall resilient seated (AWWA C 509), parallel seat double disc (AWWA C 500), or reduced-wall resilient seated gate valves (AWWA C 515), 200 psig pressure rating, bronze mounting, push-on bell ends with rubber joint rings, and nut-operated unless otherwise specified. Provide approved standard-wall resilient seated valves. Provide approved reduced-wall resilient seated valves.


02521-3 01/01/2011

Provide approved double disc valves. Comply with following requirements unless otherwise specified in Drawings:

1. Design: Fully encapsulated rubber wedge or rubber seat ring mechanically attached

with minimum 304 stainless-steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening.

2. Body: Cast or ductile iron, flange bonnet and stuffing box together with ASTM A 307

Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body.

3. Bronze: Valve components in waterway to contain not more than 15 percent zinc and

not more than 2 percent aluminum.

4. Stems: ASTM B 763 bronze, alloy number-995 minimum yield strength of 40,000 psi; minimum elongation in 2-inches of 12 percent, non-rising.

5. O-rings: For AWWA C 500, Section 3.12.2. For AWWA C 509, Sections 2.2.6 and

4.8.2. For AWWA C 515, Section 4.2.2.5.

6. Stem Seals Consist of three O-rings, two above and one below thrust collar with anti-friction washer located above thrust collar for operating torque.

7. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 8. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429 Method B; seat against epoxy-coated surface in valve body. 9. Bolts: AWWA C 500 Section 3.4, AWWA C 509 Section 4.4 or AWWA C 515 Section 4.4.4; stainless steel; cadmium plated, or zinc coated. G. Gate valves 14 inch and larger in Diameter: AWWA C 500; parallel seat double disc gate

valves; push-on bell ends with rubber rings and nut-operated unless otherwise specified. Provide approved double disc valves with 150 psig pressure rating. Comply with following requirements unless otherwise specified on Drawings:

1. Body: Cast iron or ductile iron; flange together bonnet and stuffing box with ASTM A

307 Grade B bolts. Cast following into valve body manufacturer's initials, pressure rating, and year manufactured. When horizontally mounted, equip valves greater in diameter than 12 inches with rollers, tracks, and scrapers.

2. O rings: For AWWA C 500, Section 3.12.2. For AWWA C 515, Section 4.2.2.5.

3. Stems: ASTM B 763 bronze, alloy number-995 minimum yield strength of 40,000 psi;

minimum elongation in 2-inches of 12 percent, non-rising.


02521-4 01/01/2011

4. Stem Nut: Machined from ASTM B 62 bronze rod with integral forged thrust collar

machined to size; non-rising.

5. Stem Seals: Consist of three O-rings, two above and one below thrust collar with anti-friction washer located above thrust collar for operating torque.

6. Bolts: AWWA C 500 Section 3.4 or AWWA C 515 Section 4.4.4; stainless steel; cadmium plated, or zinc coated.

7. Discs: Cast iron with bronze disc rings securely penned into machined dovetailed

grooves.

8. Wedging Device: Solid bronze or cast-iron, bronze-mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy-to-iron.

9. Provide bypass for double-disc valves (AWWA C500). 10. Bronze Mounting: Built as integral unit mounted over, or supported on, cast-iron base and of sufficient dimensions to be structurally sound and adequate for imposed forces. 11. Gear Cases: Cast iron; furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or O-rings at shaft openings. 12. Stuffing Boxes: Located on top of bonnet and outside gear case.

H. Gate valves 14 inches to 48 inches: Provide AWWA C 515; reduced-wall, resilient seated gate valves with 250 psig pressure rating. Furnish with spur or bevel gearing.

1. Mount valves horizontally if proper ground clearance cannot be achieved by normal

vertical installation. For horizontally mounted gate valves, provide bevel operation gear mounted vertically for above ground operation.

2. Use valve body, bonnet, wedge, and operator nut constructed of ductile iron. Fully

encapsulate exterior of ductile iron wedge with rubber. 3. Ensure wedge is symmetrical and seals equally well with flow in either direction.

4. Provide ductile iron operator nut with four flats at stem connection to apply even input

torque to the stem.

5. Bolts: AWWA C515, Section 4.4.4, Stainless Steel; cadmium plated or zinc coated.

6. Provide high strength bronze stem and nut.


02521-5 01/01/2011

7. O-rings: AWWA C515, Section 4.2.2.5, pressure O-rings as gaskets.

8. Provide stem sealed by three O-rings. Top two O-rings are to be replaceable with valve fully open at full rated working pressure.

9. Provide thrust washers to the thrust collar for easy valve operation.

I. Gate Valves Extension Stem: When shown on Drawings, provide non-rising, extension stem

having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade or as shown on Drawings. Support extension stem with an arm attached to wall of manhole or structure that loosely holds extension stem and allows rotation in the axial direction only.

J. Gate Valves in Factory Mutual (Fire Service) Type Meter Installations: Conform to provisions

of this specification; outside screw and yoke valves; carry label of Underwriters' Laboratories, Inc.; flanged, Class 125; clockwise to close.

K. Gate Valves for Tapping Steel Pipe: Provide double disc gate valve. Resilient wedge gate valve shall only be installed in a vertical position. L. Provide flanged joints when valve is connected to steel or PCCP. M. Key valve stem into the operator nut. N. Do not exceed 600 ft-lbs of torque on operator nut on gate valve. PART 3 E X E C U T I O N 3.01 INSTALLATION

A. Earthwork. Conform to applicable provisions of Section 02317 - Excavation and Backfilling for Utilities.

B. Operation. Do not use valves for throttling without prior approval of manufacturer. 3.02 SETTING VALVES AND VALVE BOXES

A. Remove foreign matter from within valves prior to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition.

B. Install valves and valve boxes where shown on Drawings. Set valves plumb and as detailed.

Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face when less than 4 feet. Install valves completely closed when placed in water line.


02521-6 01/01/2011

C. For pipe section of each riser, use only 6 inch, ductile iron Class 51, or DR18 PVC pipe cut to proper length. Riser must be installed to allow complete access for operation of valve. Assemble and brace box in vertical position as indicated on Drawings.

3.03 DISINFECTION AND TESTING

A. Assist Project Manager with disinfection of valves and appurtenances as required by Section 02514 - Disinfection of Water Lines and test as required by Section 02515 - Hydrostatic Testing of Pipelines.

B. Double-Disc Gate Valves: Apply hydrostatic test pressure equal to twice rated working

pressure of valve between discs. Valve shall show no leakage through metal, flanged joints, or stem seals. Test at rated working pressure, applied between discs. Valve shall show no leakage through metal, flanged joints, or stem seals. Do not exceed leakage rate of 1 oz/hr/inch of nominal valve size.

C. Solid-Wedge Gate Valves: Apply hydrostatic pressure equal to twice rated working pressure of

valve with both ends bulkheaded and gate open. Valve shall show no leakage through metal, flanged joints, or stem seals. Test at rated working pressure, applied through bulkheads alternately to each side of closed gate with opposite side open for inspection. Valve shall show no leakage through metal, flanged joints, or stem-seals. Do not exceed leakage rate of 1 oz/hr/inch of nominal valve size.

D. Repair or replace valves which exceed leakage rate.

3.04 PAINTING OF VALVES

A. Paint valves in vaults, stations, and above ground with approved paint. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES

02525-1 10/01/2002

Section 02525 TAPPING SLEEVES AND VALVES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Tapping sleeves and valves for connections to existing water system. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment is on unit price basis for each tap installed.


3. For water lines 4-inches and greater, no payment will be made until coupon (cut out portion of pipe tapped) is delivered to City.



A. ASTM A240 - Standard Specification for Heat-Resisting Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels

B. ASTM A193 Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for

High-Temperature Service.

C. ASTM A194 Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure or High-Temperature Service

D. AWWA C 110 - Standard for Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in., for

Water and other Liquids.

E. AWWA C 200 - Standard for Steel Water Pipe - 6 in. and Larger.

F. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 in. Through 144 in.

G. AWWA C 500 - Standard for Metal Seated Gate Valves, for Water Supply Service.


02525-2 10/01/2002

1.04 SUBMITTALS


B. Submit results of tapping sleeves NPT test opening.

C. Submit manufacturer's affidavit as required in Section 02521 - Gate Valves. 1.05 DELIVERY, STORAGE AND HANDLING

A. Ship steel sleeves in wooden crates that provide protection from damage to epoxy coating during transport and storage.


A. Tapping Sleeves:

1. Tapping Sleeve Bodies: AWWA C 110 cast or ductile iron or AWWA C 200 carbon steel in two sections to be bolted together with high-strength, corrosion-resistant, low-alloy steel bolts with mechanical joint ends.

2. Branch Outlet of Tapping Sleeve:

a. Flanged, machined recess, AWWA C 207, Class D, ANSI 150 pound drilling.

b. Gasket: Affixed around recess of tap opening to prevent rolling or binding

during installation.

3. Use cast iron split sleeve where fire service from 6-inch water line is approved.

B. Welded-steel tapping-sleeve bodies may be used in lieu of cast or ductile iron bodies for following sizes and with following restrictions:

1. Flange: AWWA C 207, Class D, ANSI 150 pound drilling.

2. Gasket: Affixed around recess of tap opening to prevent rolling or binding during

installation.

3. Steel sleeves are restricted to use on pipe sizes 6 inches and larger.

4. Body: Heavy, welded-steel construction; top half grooved to retain neoprene O-ring seal permanently against outside diameter of pipe.


02525-3 10/01/2002

5. Bolts: AWWA C 500 Section 3.5; coated with 100 percent vinyl resin or corrosive resistant material.

6. Steel Sleeves Finish: Fusion-bonded epoxy coated to minimum 12 mil thickness.

7. Finished Epoxy Coat: Free of laminations and blisters; and remain pliant and resistant

to impact with non-peel finish.

8. Provide approved steel tapping sleeves

9. Tapping Sleeves: Provide with 3/4-inch NPT test opening for testing prior to tapping. Provide 3/4-inch bronze plug for opening.

10. Do not use steel sleeves for taps greater than 75 percent of pipe diameter.

C. Stainless Steel tapping-sleeve bodies and flange may be used in lieu of cast or ductile iron

bodies for following sizes and with following restrictions:

1. Flange: ASTM A240 Stainless Steel, Type 304, ANSI 150 pound drilling. 2. Gasket: Full circumferential, affixed around recess of tap opening to prevent rolling or

binding during installation, compounded for water and sewer service.

3. Stainless Steel sleeves are restricted to use on pipe sizes 4 inches and larger.

4. Body: ASTM A240 Stainless Steel, Type 304.

5. Bolts: ASTM A193 Stainless Steel, Type 304.

6. Nuts: ASTM A194 Stainless Steel, Type 304 .

7. Branch Outlet: Heavy Stainless Steel Pipe

8. Provide approved stainless steel tapping sleeves.

9. Do not use stainless steel sleeves for taps greater than 75 percent of pipe diameter.

C. Tapping Valves: Meet requirements of Section 02521 - Gate Valves with following exceptions:

1. Inlet Flanges:

a. AWWA C 110; Class 125.

b. AWWA C 110; Class 150 and higher: Minimum 8-hole flange.


02525-4 10/01/2002

2. Outlet: Standard mechanical or push-on joint to fit any standard tapping machine.

3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without contact with valve body; double disc.

D. Valve Boxes: Standard Type "A" valve boxes conforming to requirements of Section 02085 -

Valve Boxes, Meter Boxes, and Meter Vaults. PART 3 E X E C U T I O N 3.01 APPLICATION

A. Install tapping sleeves and valves at locations and of sizes shown on Drawings. Install sleeve so valve is in horizontally level position unless otherwise indicated on Drawings.

B. Clean tapping sleeve, tapping valve, and pipe prior to installation and in accordance with

manufacturer's instructions.

C. Hydrostatically test installed tapping sleeve to 150 psig for minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation.

D. When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller

than water line being tapped.

E. Do not use Large End Bell (LEB) increasers with next size tap unless existing pipe is asbestos-cement.

3.02 INSTALLATION

A. Verify outside diameter of pipe to be tapped prior to ordering sleeve.

B. Tighten bolts in proper sequence so that undue stress is not placed on pipe.

C. Align tapping valve properly and attach to tapping sleeve. Insert insulation sleeves into flange holes of tapping valve and pipe. Make insertions of sleeves on pipe side of tapping valve. Do not damage insulation sleeves during bolt tightening process.

D. Make tap with sharp, shell cutter:

1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than

nominal tap size.

2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter.

E. Withdraw coupon and flush cuttings from newly-made tap.


02525-5 10/01/2002

F. Wrap:

1. For 12-inch and smaller tap, wrap completed tapping sleeve and valve in accordance

with Section 02528 - Polyethylene Wrap.

2. For 16-inch and larger tap, apply coal tar epoxy around completed tapping sleeve and valve. The coal tar epoxy shall be applied with minimum of two (2) coats. Each coat of coal tar epoxy shall have minimum dry film thickness of 16 mils.

G. Place concrete thrust block behind tapping sleeve (not over tapping sleeve and valve).

H. Request inspection of installation prior to backfilling.

I. Backfill in accordance with Section 02317 - Excavation and Backfill for Utilities.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION GRAVITY SANITARY SEWERS

02531-1 07/01/2016

Section 02531 GRAVITY SANITARY SEWERS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Gravity sanitary sewers and appurtenances, including stacks and service connections. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for gravity sanitary sewers by open-cut or within Potentially Petroleum Contaminated Area (PPCA) is on linear foot basis, complete in place, including sewer pipe, connections to existing manholes, post installation television inspection and testing. Measurement will be taken along centerline of pipe from centerline to centerline of manholes.

2. Payment for television inspection of existing gravity sanitary sewer will be on a linear foot

basis. Measurement will be taken along centerline of pipe from centerline to centerline of manholes. See Section 02558 - Cleaning and Television Inspection.


B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this

Section is included in total Stipulated Price. 1.03 SUBMITTALS


B. Submit proposed methods, equipment, materials and sequence of operations for sewer construction. Plan operations so as to minimize disruption of utilities to occupied facilities or adjacent property.

C. Test Reports: Submit test reports and inspection videos as specified in Part 3 of this Section. Videos

become property of City.

1.04 QUALITY ASSURANCE A. Qualifications. Install sanitary sewer that is watertight both in pipe-to-pipe joints and in pipe-to-

manhole connections. Perform testing in accordance with Section 02533 - Acceptance Testing for Sanitary Sewers.


02531-2 07/01/2016

B. Regulatory Requirements.

1. Install sewer lines to meet minimum separation distance from potable water line, as scheduled below. Separation distance is defined as distance between outside of water pipe and outside of sewer pipe. When possible, install new sanitary sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved, new sanitary sewers shall be installed as specified in this section.

2. Make notification to Project Manager when water lines are uncovered during sanitary sewer

installation where minimum separation distance cannot be maintained.

3. Lay gravity sewer lines in straight alignment and grade. 1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Inspect pipe and fittings upon arrival of materials at job site.

B. Handle and store pipe materials and fittings to protect them from damage due to impact, shock, shear or free fall. Do not drag pipe and fittings along ground. Do not roll pipe unrestrained from delivery trucks.

C. Use mechanical means to move or handle pipe. Employ acceptable clamps, rope or slings around

outside barrel of pipe and fittings. Do not use hooks, bars, or other devices in contact with interior surface of pipe to lift or move lined pipe.

PART 2 P R O D U C T S 2.01 PIPE

A. Provide piping materials for gravity sanitary sewers of sizes and types indicated on Drawings or as specified.

B. Unlined reinforced concrete pipe is not acceptable. C. Pipe shall be color coded green.

2.02 PIPE MATERIAL SCHEDULE

A. Unless otherwise shown on Drawings, use pipe materials that conform to requirements specified in one or more of following Sections:

1. Section 02427 - Plastic Liner for Large-Diameter Concrete Sewers and Structures. 2. Section 02501 - Ductile Iron Pipe and Fittings.

3. Section 02504 - Fiberglass Reinforced Pipe.


02531-3 07/01/2016

4. Section 02505 - High Density Polyethylene (HDPE) Solid and Profile Wall Pipe.

5. Section 02506 - Polyvinyl Chloride Pipe.

6. Section 02508 - Extra Strength Clay Pipe. 7. Section 02611 - Reinforced Concrete Pipe. 8. Section 02532 – Sanitary Sewer Force Mains.

B. Where shown on Drawings, provide pipe meeting minimum class, dimension ratio, or other criteria

indicated.

C. Pipe materials other than those listed above shall not be used for gravity sanitary sewers. 2.03 APPURTENANCES

A. Stacks. Conform to requirements of Section 02534 - Sanitary Sewer Service Stubs or Reconnections.

B. Service Connections. Conform to requirements of Section 02534 - Sanitary Sewer Service Stubs or Reconnections.

C. Roof, street or other type of surface water drains shall not be connected or reconnected into sanitary

sewer lines. 2.04 BEDDING, BACKFILL, AND TOPSOIL MATERIAL

A. Bedding and Backfill: Conform to requirements of Section 02317 - Excavation and Backfill for Utilities, Section 02320 - Utility Backfill Materials, and Section 02321 - Cement Stabilized Sand.

B. Topsoil: Conform to requirements of Section 02911 - Topsoil.


A. Prepare traffic control plans and set up street detours and barricades in preparation for excavation when construction will affect traffic. Conform to requirements of Section 01555 - Traffic Control and Regulation.

B. Provide barricades, flashing warning lights, and warning signs for excavations. Conform to

requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights where work is in progress or where traffic is affected by work.


02531-4 07/01/2016

C. Perform work in accordance with OSHA standards. Employ trench safety system as specified in Section 02260 - Trench Safety System for excavations over 5 feet deep.

D. Immediately notify agency or company owning utility line which is damaged, broken or disturbed.

Obtain approval from Project Manager and agency or utility company for repairs or relocations, either temporary or permanent.

E. Remove old pavements and structures including sidewalks and driveways in accordance with

requirements of Section 02221 - Removing Existing Pavements and Structures.

F. Install and operate dewatering and surface water control measures in accordance with Section 01578 - Control of Ground Water and Surface Water.

G. Do not allow sand, debris or runoff to enter sewer system.

3.02 DIVERSION PUMPING

A. Install and operate required bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow. Obtain approval for diversion pumping equipment and procedures from Project Manager.

B. Design piping, joints and accessories to withstand twice maximum system pressure or 50 psi,

whichever is greater.

C. No sewage shall be diverted into area outside of sanitary sewer.

D. In event of accidental spill or overflow, immediately stop overflow and take action to clean up and disinfect spillage. Promptly notify Project Manager so that required reporting can be made to Texas Natural Resources Conservation Commission and Environmental Protection Agency by Project Manager.

3.03 EXCAVATION

A. Earthwork. Conform to requirements of Section 02317 - Excavation and Backfill for Utilities. Use bedding as indicated on Drawings.

B. Line and Grade. Establish required uniform line and grade in trench from benchmarks identified by

Project Manager. Maintain this control for minimum of 100 feet behind and ahead of pipe-laying operation. Use laser beam equipment to establish and maintain proper line and grade of work. Use of appropriately sized grade boards which are substantially supported is also acceptable. Protect boards and location stakes from damage or dislocation.

C. Trench Excavation. Excavate pipe trenches to depths shown on Drawings and as specified in Section

02317 - Excavation and Backfill for Utilities.


02531-5 07/01/2016

3.04 PIPE INSTALLATION BY OPEN CUT

A. Install pipe in accordance with pipe manufacturer's recommendations and as specified in following paragraphs.

B. Install pipe only after excavation is completed, bottom of trench fine graded, bedding material is

installed, and trench has been approved by Project Manager.

C. Install pipe to line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in trench so interior surfaces of pipe follow grades and alignment indicated. Provide bell holes where necessary.

D. Install pipe with spigot ends toward downstream end of flow such that water flows into bell and out

the spigot.

E. Form concentric joint with each section of adjoining pipe so as to prevent offsets.

F. Keep interior of pipe clean as installation progresses. Remove foreign material and debris from pipe

G. Provide lubricant, place and drive home newly laid sections with come-a-long winches so as to eliminate damage to sections. Install pipe to "home" mark where provided. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by Project Manager.

H. Keep excavations free of water during construction and until final inspection.

I. When work is not in progress, cover exposed ends of pipes with approved plug to prevent foreign

material from entering pipe.

J. Where gravity sanitary sewer is to be installed under existing water line with separation distance of at least 2 feet and less than 9 feet, install new sewer pipe so that one full18 foot long pipe is centered on water line crossing. Embed sewer pipe in cement stabilized sand for minimum distance of 9 feet on each side of crossing.

K. Where gravity sanitary sewer is to be installed under existing water line with separation distance of

less than 2 feet, install new sewer using pressure-rated pipe as shown on Drawings. Maintain minimum 1 foot separation distance.

L. Where the length of the stub is not indicated, install the stub to the right-of-way line and seal the free

end with an approved plug. 3.05 PIPE INSTALLATION OTHER THAN OPEN CUT

A. For installation of pipe by augering, jacking, or tunneling, conform to requirements of specification sections on tunneling augering, jacking and microtunneling work as appropriate.


02531-6 07/01/2016

B. For rehabilitation of existing sewer lines, conform to requirements of specification Section 02550 - Sliplining, Section 02556- Cured-In-Place Pipe or Section 02571- Pipe Bursting.

3.06 INSTALLATION OF APPURTENANCES

A. Service Connections. Install service connections to conform to requirements of Section 2534 - Sanitary Sewer Service Stubs or Reconnections.

B. Stacks. Construct stacks to conform to requirements of 02534 - Sanitary Sewer Service Stubs or

Reconnections.

C. Construct manholes to conform to requirements of Section 02081 - Cast-in-Place Concrete Manholes, Section 02082 - Precast Concrete Manholes, and Section 02083 - Fiberglass Manholes, as applicable. Install frames, rings, and covers to conform to requirements of Section 02090 - Frames, Grates, Rings, and Covers.

3.07 INSPECTION AND TESTING

A. Visual Inspection: Check pipe alignment in accordance with Section 02533 - Acceptance Testing for Sanitary Sewers.

B. Mandrel Testing. Use Mandrel Test to test flexible pipe for deflection. Refer to Section 02533 -

Acceptance Testing for Sanitary Sewers.

C. Pipe Leakage Test. After backfilling line segment and prior to tie-in of service connections, visually inspect gravity sanitary sewers where feasible, and test for leakage in accordance with Section 02533 - Acceptance Testing for Sanitary Sewers. Maintain piezometer installed to conform with Section 01578 - Control of Ground Water and Surface Water, until acceptance testing is completed.

3.08 BACKFILL AND SITE CLEANUP

A. Backfill and compact soil in accordance with Section 02317 - Excavation and Backfill for Utilities.

B. Backfill trench in specified lifts only after pipe installation is approved by Project Manager.

C. Repair and replace removed or damaged pavement, curbs, gutters, and sidewalks as specified in Section 02951 - Pavement Repair and Resurfacing.

D. Provide hydromulch seeding in areas of commercial, industrial or undeveloped land use over surface

of ground disturbed during construction and not paved or not designated to be paved. Grade surface at uniform slope to natural grade as indicated on Drawings. Provide minimum of 4 inches of topsoil as specified in Section 02911 - Topsoil and apply hydromulch according to requirements of Section 02921 - Hydromulch Seeding.

E. Provide sodding in areas of residential land use over surface of ground disturbed during construction

and not paved or not designated to be paved. Grade surface at uniform slope to natural grade as


02531-7 07/01/2016

indicated on Drawings. Provide minimum of 4 inches of topsoil per Section 02911 - Topsoil. Sod disturbed areas in accordance with Section 02922 - Sodding.

3.09 POST-INSTALLATION TELEVISION INSPECTION

A. Prior to final acceptance of newly constructed gravity sanitary sewers, perform cleaning and closed circuit television inspection. Post installation television inspection shall be performed in accordance with Document 02558 – Cleaning and Television Inspection.

B. Provide TV inspection reports and video submittals in accordance with Document 02558 – Cleaning

and Television Inspection for each line segment submitted. C. Upon completion of video review, Contractor will be notified regarding final acceptance of sewer

segment. END OF SECTION

CITY OF HOUSTON ACCEPTANCE TESTING STANDARD SPECIFICATION FOR SANITARY SEWERS

02533-1 01/01/2011

Section 02533

ACCEPTANCE TESTING FOR SANITARY SEWERS PART 1 G E N E R A L


A. Acceptance testing of sanitary sewers including:

1. Visual inspection of sewer pipes

2. Mandrel testing for flexible sewer pipes.

3. Leakage testing of sewer pipes.

4. Leakage testing of manholes.

5. Smoke testing of point repairs.

6. Television and Video Inspection.

B. All tests listed in this Section are not necessarily required on this Project. Required tests are

named in other Sections which refer to this Section for testing criteria and procedures. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No payment will be made for acceptance testing under this Section. Include payment in unit price for work requiring acceptance testing.




A. ASTM C 828 - Standard Test Method for Low Pressure Air Test of Vitrified Clay Pipe

Lines.


02533-2 01/01/2011

B. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method.

C. ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl Chloride)

(PVC) Sewer Pipe and Fittings.

D. ASTM F 794 - Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter.

E. ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic Gravity

Sewer Lines Using Low Pressure Air.

F. ASTM C 1244 Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Prior to Backfill.

1.04 PERFORMANCE REQUIREMENTS

A. Gravity flow sanitary sewers are required to have straight alignment and uniform grade

between manholes.

B. Flexible pipe, including "semi-rigid" pipe, is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of line segment but prior to final acceptance using standard mandrel to verify that installed pipe is within specified deflection tolerances.

C. Must meet Texas Commission on Environmental Quality (TCEQ) Testing Requirements

Chapter-217-57. 1.05 SUBMITTALS


B. Test Plan: Before testing begins and in adequate time to obtain approval through submittal

process, prepare and submit test plan for approval by Project Manager. Include testing procedures, methods, equipment, and tentative schedule. Obtain advance written approval for deviations from Drawings and Specifications.

C. Test Reports: Submit test reports for each test on each segment of sanitary sewer.

1.06 GRAVITY SANITARY SEWER QUALITY ASSURANCE

A. Repair, correct, and retest manholes or sections of pipe which fail to meet specified

requirements when tested.


02533-3 01/01/2011

B. Provide testing reports and video tape of television inspection as directed by Project Manager.

C. Upon completion of tape reviews by Project Manager, Contractor will be notified regarding

final acceptance of sewer segment. 1.07 SEQUENCING AND SCHEDULING

A. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of

installed sewer remains untested at one time.

B. Coordinate testing schedules with Project Manager. Perform testing under observation of Project Manager.


2.01 DEFLECTION MANDREL

A. Mandrel Sizing. Rigid mandrel shall have outside diameter (O.D.) equal to 95 percent of

inside diameter (I.D.) of pipe. Inside diameter of pipe, for purpose of determining outside diameter of mandrel, shall be average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing.

B. Mandrel Design. Rigid mandrel shall be constructed of metal or rigid plastic material that

can withstand 200 psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as total number of legs is odd number. Barrel section of mandrel shall have length of at least 75 percent of inside diameter of pipe. Rigid mandrel shall not have adjustable or collapsible legs which would allow reduction in mandrel diameter during testing. Provide and use proving ring for modifying each size mandrel.

C. Proving Ring. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2-inch-thick,

3-inch-wide bar steel to diameter 0.02 inches larger than approved mandrel diameter.

D. Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02533-5, Pipe vs. Mandrel Diameter, at end of this Section. Mandrels for higher strength, thicker wall pipe or other pipe not listed in table may be used when approved by Project Manager.

2.02 EXFILTRATION TEST


02533-4 01/01/2011

A. Water Meter: Obtain transient water meter from City for use when water for testing will be taken from City system. Conform to City requirements for water meter use.

B. Test Equipment:

1. Pipe plugs.

2. Pipe risers where manhole cone is less than 2 feet above highest point in pipe or

service lead. 2.03 INFILTRATION TEST

A. Test Equipment:

1. Calibrated 90 degree V-notch weir.

2. Pipe plugs. 2.04 LOW PRESSURE AIR TEST

A. Minimum Requirement for Equipment:

1. Control panel

2. Low-pressure air supply connected to control panel.

3. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of

withstanding internal test pressure without leaking or requiring external bracing.

4. Air hoses from control panel to:

a. Air supply.

b. Pneumatic plugs.

c. Sealed line for pressuring.

d. Sealed line for monitoring internal pressure.

B. Testing Pneumatic Plugs: Place pneumatic plug in each end of length of pipe on ground. Pressurize plugs to 25 psig; then pressurize sealed pipe to 5 psig. Plugs are acceptable when they remain in place against test pressure without external aids.


02533-5 01/01/2011

2.05 GROUND WATER DETERMINATION

A. Equipment: Pipe probe or small diameter casing for ground water elevation determination.

2.06 SMOKE TESTING

A. Equipment:

1. Pneumatic plugs.

2. Smoke generator as supplied by Superior Signal Company, or approved equal.

3. Blowers producing 2500 scfm minimum. PART 3 E X E C U T I O N

3.01 PREPARATION

A. Provide labor, equipment, tools, test plugs, risers, air compressor, air hose, pressure meters,

pipe probe, calibrated weirs, or any other device necessary for proper testing and inspection.

B. Determine selection of test methods and pressures for gravity sanitary sewers based on ground water elevation. Determine ground water elevation using equipment and procedures conforming to Section 01578 - Control of Ground Water and Surface Water.

3.02 VISUAL INSPECTION OF GRAVITY SANITARY SEWERS

A. Check pipe alignment visually by flashing light between structures. Verify if alignment is

true and no pipes are misplaced. In case of misalignment or damaged pipe, remove and relay or replace pipe segment.

3.03 MANDREL TESTING FOR GRAVITY SANITARY SEWERS

A. Perform deflection testing on flexible and semi-rigid pipe to confirm pipe has no more than 5

percent deflection. Mandrel testing shall conform to ASTM D 3034. Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of line segment.

B. Pull approved mandrel by hand through sewer sections. Replace any section of sewer not

passing mandrel. Mandrel testing is not required for stubs.

C. Retest repaired or replaced sewer sections.


02533-6 01/01/2011

3.04 LEAKAGE TESTING FOR GRAVITY COLLECTION SYSTEM PIPES

A. For a collection system pipe that will transport wastewater by gravity flow, test gravity

sanitary sewer pipes for leakage by either exfiltration or infiltration methods, as appropriate, or with low pressure air testing.

B. Compensating for Ground Water Pressure:

1. Where ground water exists, install pipe nipple at same time sewer line is placed. Use

1/2-inch capped pipe nipple approximately 10 inches long. Make installation through manhole wall on top of sewer line where line enters manhole.

2. Immediately before performing line acceptance test, remove cap, clear pipe nipple

with air pressure, and connect clear plastic tube to nipple. Support tube vertically and allow water to rise in tube. After water stops rising, measure height in feet of water over invert of pipe. Divide this height by 2.3 feet/psi to determine ground water pressure to be used in line testing.

C. Exfiltration test:

1. Determine ground water elevation.

2. Plug sewer in downstream manhole.

3. Plug incoming pipes in upstream manhole.

4. Install riser pipe in outgoing pipe of upstream manhole when highest point in service

lead (house service) is less than 2 feet below bottom of manhole cone.

5. Fill sewer pipe and manhole or pipe riser, when used, with water to point 2-1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest.

6. Allow water to stabilize for one to two hours. Take water level reading to determine

drop of water surface, in inches, over one-hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure quantity of water required to keep water at same level. Loss shall not exceed that calculated

from allowable leakage according to Table 02533-1 at end of this Section.

D. Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead (house service).

1. Determine ground water elevation.


02533-7 01/01/2011

2. Plug incoming pipes in upstream manhole.

3. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole.

4. Allow water to rise and flow over weir until it stabilizes.

E. Low Air Pressure Test: When using this test conform to ASTM C 828, ASTM C 924, or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02533-2.

1. Low Pressure Air testing for sections of pipe shall be limited to lines less than 36-

inch average inside diameter. Refer to charts 02533-2 and 02533-3.

2. Lines 36-inch average inside diameter and larger shall be tested at each joint. Minimum time allowable for pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during joint test shall be 10 seconds, regardless of pipe size.

F. Retest: Repair and retest any section of pipe which fails to meet requirements.

3.05 TEST CRITERIA TABLES

A. Exfiltration and Infiltration Water Tests: Refer to Table 02533-1, Water Test Allowable

Leakage, at end of this Section.

B. Low Pressure Air Test:

1. Times in Table 02533-2, Time Allowed for Pressure Loss from 3.5 psig to 2.5 psig, at end of this Section, are based on equation from Texas Commission on Environmental Quality (TCEQ) Design Criteria 217.57

T = 0.0850(D)(K)/(Q)

where:

T =

time for pressure to drop 1.0 pounds per square inch gauge in seconds

K =

0.000419 DL, but not less than 1.0

D =

average inside diameter in inches

L =

length of line of same pipe size in feet

Q = rate of loss, 0.0015 ft3/min./sq. ft. internal surface


02533-8 01/01/2011

2. Since K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02533-3, Minimum Testing Times for Low Pressure Air Test.

Notes: 1. when two sizes of pipe are involved, compute time by ratio of lengths involved.

2. Lines with 27-inch average inside diameter and larger may be air tested at each joint.

3. Lines with average inside diameter greater than 36 inches must be air tested for leakage at each joint.

4. If joint test is used, perform visual inspection of joint immediately after testing. 5. For joint test, pipe is to be pressurized to 3.5 psi greater than pressure exerted by

groundwater above pipe. Once pressure has stabilized, minimum times allowable for pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds.

3.06 LEAKAGE TESTING FOR MANHOLES

A. After completion of manhole construction, wall sealing, or rehabilitation, but prior to

backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures.

B. Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged when lines entering manhole have not been backfilled.

C. Vacuum testing:

1. Install vacuum tester head assembly at top access point of manhole and adjust for

proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions, inflate sealing element to recommended maximum inflation pressure; do not over-inflate.

2. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump,

and monitor vacuum for time period specified in Table 02533-4, Vacuum Test Time Table.

3. A manhole passes the test if after 2.0 minutes and with all valves closed, the vacuum

is at least 9.0 inches of mercury (Hg).


02533-9 01/01/2011

D. Perform hydrostatic exfiltration testing as follows:

1. Seal wastewater lines coming into manhole with internal pipe plug. Then fill manhole with water and maintain it full for at least one hour.

2. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour.

3. If water loss exceeds amount tabulated above, locate leaks, complete repairs

necessary to seal manhole and repeat test procedure until satisfactory results are obtained.

3.07 SMOKE TEST PROCEDURES FOR POINT REPAIRS

A. Application: Perform smoke test to:

1. Locate points of line failure for point repair.

2. Determine when point repairs are properly made.

3. Determine when service connections have been reconnected to rehabilitated sewer.

4. Check integrity of connections to newly replaced service taps to liners and to

existing private service connections.

B. Limitations: Do not backfill service taps until completion of this test. Test only those taps in single manhole section at one time. Keep number of open excavations to minimum.

C. Preparation: Prior to smoke testing, give written notices to area residents no fewer than 2

days, nor more than 7 days, prior to proposed testing. Also give notice to City of Houston Police and Fire Departments 24 hours prior to actual smoke testing.

D. Isolate Section: Isolate manhole section to be tested from adjacent manhole sections to keep

smoke localized. Temporarily seal annular space at manhole for sliplined sections.

E. Smoke Introduction:

1. Operate equipment according to manufacturer's recommendation and as approved by Project Manager.

2. Conduct test by forcing smoke from smoke generators through sanitary sewer main

and service connections. Operate smoke generators for minimum of 5 minutes.


02533-10 01/01/2011

3. Introduce smoke into upstream and downstream manhole as appropriate. Monitor tap/connection for smoke leaks. Note sources of leaks.

F. Repair and Retest: Repair and replace taps or connections noted as leaking and then retest.

Taps and connections may be left exposed in only one manhole section at time. When repair or replacement, testing or retesting, and backfilling of excavation is not completed within one work day, properly barricade and cover each excavation as approved by Project Manager.

G. Service Connections: On houses where smoke does not issue from plumbing vent stacks to

confirm reconnection of sewer service to newly installed liner pipe, perform dye test to confirm reconnection. Introduce dye into service line through plumbing fixture inside structure or sewer cleanout immediately outside structure and flush with water. Observe flow at service reconnection or downstream manhole. Detection of dye confirms reconnection.

3.08 TELEVISION AND VIDEO INSPECTION PROCEDURE

A. Refer to Document 02588- Cleaning and Television Inspection

Table 02533-1

WATER TEST ALLOWABLE LEAKAGE

DIAMETER OF RISER OR STACK IN INCHES

VOLUME PER INCH OF DEPTH

ALLOWANCE LEAKAGE*

INCH GALLONS

GALLONS/MINUTE PIPE SIZE IN INCHES PER 100 FT.

1 2

2.5 3 4 5 6 8

0.7854 3.1416 4.9087 7.0686

12.5664 19.6350 28.2743 50.2655

.0034

.0136

.0212

.0306

.0306

.0544

.1224

.2176

6 8

13 12 15 18 21 24 27 30 36 42

0.0039 0.0053 0.0066 0.0079 0.0099 0.0118 0.0138 0.0158 0.0177 0.0197 0.0237 0.0276

For other diameters, multiply square of diameters by value for 1" diameter.

Equivalent to 50 gallons per inch of inside diameter per mile per 24 hours.


02533-11 01/01/2011

* Allowable leakage rate must not exceed 10 gallons per inch of inside diameter per mile per 24 hours, when sewer is identified as located within 25-year flood plain.

Table 02533-2 ACCEPTANCE TESTING FOR

SANITARY SEWERS

TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG

Pipe

Diam. (in)

Min. Time (min: sec)

Length

for Min. Time (ft)

Time

for Longer Length

(sec)

Specification Time for Length (L) Shown (min:sec)

100 ft

150 ft

200 ft

250 ft

300 ft

350 ft

400 ft

450 ft

500 ft

550 ft

600 ft

6 8

10 12 15 18 21 24 27 30 33

5:40 7:33 9:27

11:20 14:10 17:00 19:50 22:40 25:30 28:20 31:10

398 298 239 199 159 133 114

99 88 80 72

0.8548 1.5196 2.3743 3.4190 5.3423 7.6928

10.4708 13.6762 17.3089 21.3690 25.8565

5:40 7:33 9:27

11:20 14:10 17:00 19:50 22:48 28:51 35:37 43:06

5:40 7:33 9:27

11:20 14:10 19:14 26:11 34:11 43:16 53:25 64:38

5:40 7:33 9:27

11:20 17:48 25:39 34:54 45:35 57:42 71:14 86:11

5:40 7:33 9:54

14:15 22:16 32:03 43:38 56:59 72:07 89:02

107:44

5:40 7:36

11:52 17:06 26:43 38:28 52:21 68:23 86:33

106:51 129:17

5:40 8:52

13:51 19:57 31:10 44:52 61:05 79:47

100:58 124:39 150:50

5:42

10:08 15:50 22:48 35:37 51:17 69:48 91;10

115:24 142:28 172:23

6:25

11:24 17:48 25:39 40:04 57:42 78:32

102:34 129:49 160:16 193:55

7:07

12:40 19:47 28:30 44:31 64:06 87:15

113:58 144:14 178:05 215:28

7:50

13:56 21:46 31:20 48:58 70:31 95:59

125:22 158:40 195:53 237:01

8:33

15:12 23:45 34:11 53:25 76:56

104:42 136:46 173:05 213:41 258:34


02533-12 01/01/2011

Table 02533-3 MINIMUM TESTING TIMES FOR LOW

PRESSURE AIR TEST

PIPE

DIAMETER (INCHES)

MINIMUM

TIME (SECONDS)

LENGTH FOR MINIMUM

TIME (FEET)

TIME FOR LONGER

LENGTH (SECONDS/FT

6 8

10 12 15 18 21 24

340 454 567 680 850 1020 1190 1360

398 298 239 199 159 133 114 100

0.855 1.520 2.374 3.419 5.342 7.693 10.471 13.676

Table 02533-4 VACUUM TEST TIME TABLE

DEPTH IN FEET TIME IN SECONDS BY PIPE DIAMETER

48" 60" 72"

4 10 13 16

8 20 26 32

12 30 39 48

16 40 52 64

20 50 65 80

24 60 78 96

* 5.0 6.5 8.0

*Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C 1244

27 1530 88 17.309 30 1700 80 21.369 33 1870 72 25.856


02533-13 01/01/2011

Table 02533-5 PIPE VS. MANDREL DIAMETER

Nominal Average Minimum Mandrel Material and Size I.D. Diameter Wall Construction (Inches) (Inches) (Inches) PVC-Solid (SDR 26) 6 6 5.764 5.476 8 7.715 7.329 10 9.646 9.162

PVC-Solid (SDR 35) 12 12 11.737 11.150 15 14.374 13.655 18 17.629 16.748 21 20.783 19.744 24 23.381 22.120 27 26.351 25.033 PVC-Truss 8 7.750 7.363 10 9.750 9.263

12 11.790 11.201 15 14.770 14.032

PVC-Profile (ASTM F 794)

12

11.740

11.153 15 14.370 13.652 18 17.650 16.768 21 20.750 19.713 24 23.500 22.325 27 26.500 25.175 30 29.500 28.025 36 35.500 33.725 42 41.500 39.425 48 47.500 45.125

HDPE-Profile

18

18.000

17.100 21 21.000 19.950 24 24.000 22.800 27 27.000 25.650 30 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 57.000

Fiberglass 11.822 (Class SN 46)

18

12

18.66

12.85

17.727


02533-14 01/01/2011

20 20.68 19.646 24 24.72 23.484 30 30.68 29.146 36 36.74 34.903 42 42.70 40.565 48 48.76 46.322 54 54.82 52.079 60 60.38 57.361

END OF SECTION

CITY OF HOUSTON SANITARY SEWER SERVICE STANDARD SPECIFICATION STUBS OR RECONNECTIONS

02534-1 07/01/16

Section 02534 SANITARY SEWER SERVICE STUBS OR RECONNECTIONS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Installation of service stubs in sanitary sewers serving areas where sanitary sewer service did not previously exist.

B. Reconnection of existing service connections along parallel, replacement, or rehabilitated

sanitary sewers. C. Installation of sanitary sewer service stubs, within street right-of-way, terminating with a

clean-out and a plug at the right-of-way to allow for future connection of a single service, on at a double-wye fitting plugged at both to allow for future connection to two services.


A. Unit Prices.

1. Payment for sanitary sewer service stubs or service reconnections with stacks located within 5 feet of sanitary sewer main centerline is on unit price basis for each stub or reconnection. Payment will be made for each service stub or reconnection installed complete in place, including service connections, couplings, and adapters disconnecting existing services, reconnecting new service, fittings, excavation, and backfill.

2. Payment for sanitary sewer service stubs or service reconnections without stacks

located within 5 feet of sanitary sewer main is on unit price basis for each stub or reconnection. Payment will be made for each service stub or reconnection installed complete in place, including service connections, couplings, and adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill and testing.

3. Payment for sanitary sewer service leads beyond 5 feet from the right-of-way and

clean-outs shall be paid as follows: a. Payment for sanitary sewer service leads beyond 5 feet from the right-of-way

clean-out, connection or reconnection shall be paid for on a linear foot basis. Measurement shall be taken along the centerline of the pipe from the centerline of the lead connection or stack at the sanitary sewer main and shall end 5 foot from the right-of-way. Payment will be made for each linear foot


02534-2 07/01/16

of pipe installed, complete in place, including sewer pipe, excavation, shoring, bedding, backfill, and accessories. Auger pipe for service stubs will be paid as provided in Section 02448 – Pipe and Casing Augering.

b. Payment for standard 6-inch clean-out on service lead assembly for a single or

double future service connection installed at end of lead is on a unit price basis for each assembly and shall include all portions of the lead and service connection with clean-out within 5 feet of the right-of-way. Payment will be made for each assembly installed and complete in place, including excavation, fittings, offsets, plugs, pipe sections, valve boxes, bedding, backfill, and testing.

4. Pay estimates for progress payments will be made as measured above

according to following schedule:

a. An estimate for 95 percent payment will be authorized when reconnection is completely installed and backfilled.

b. An estimate for 100 percent payment will be authorized when reconnection

has been tested as specified in Section 02732 - Acceptance Testing for Sanitary Sewers.

5. One or more connections discharging into common point are considered one service

connection. Contractor shall not add service reconnections without approval of Project Manager. Project Manager may require connections to be relocated to avoid having more than two service connections per reconnection.

6. Protruding service connections which must be removed to allow liner insertion are

paid as service reconnection when connected. If abandoned, they will be paid as abandoned connection.

7. Payment for abandonment of service connection is on unit price basis for each

abandoned connection. No separate payment will be made for abandonment of service connection unless excavation is required. No separate payment will be made for excavation of sanitary sewer services within new or replacement sewer trench.

8. No separate payment will be made for removal of existing sanitary sewer service

stubs. Include payment in unit price for Section 02534 - Sanitary Sewer Service Stubs or Reconnections.

9. No separate payment will be made for abandoned service connection when service to

be abandoned is within 4 feet of active connection. Payment for only one abandoned service connection will be allowed when second abandoned connection is within 4 feet of first.


02534-3 07/01/16

10. If faulty remote cut is later corrected using procedures specified for reconnection by excavation, only one reconnection will be allowed for payment.

11. Sanitary Sewer Cleanout on Service Lateral shall be provided in accordance with

detail provided. Payment is on per each basis as indicated in Document 00410B. 12. Refer to Section 01270 - Measurement and Payment for unit price procedures.



1.03 REFERENCES

A. ASTM D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.

B. ASTM D 3034 - Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer

Pipe and Fittings.

C. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.

D. ASTM F 477 – Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic

Pipe 1.04 PERFORMANCE REQUIREMENTS

A. Accurately locate in field all proposed service stubs along new sanitary sewer main.

B. Accurately locate in field existing service connections and proposed service stubs along alignment of new parallel or replacement sewer main.

1.05 SUBMITTALS


B. Submit product data for each pipe product, fitting, coupling and adapter.

C. Show reconnected services on record drawings. Give exact distance from each service connection to nearest downstream manhole.

D. Submit Post-installation television inspection videos in accordance with Document 02558 –

Cleaning and Television Inspection.


02534-4 07/01/16

PART 2 P R O D U C T S 2.01 PVC SERVICE CONNECTION

A. As stub outs, use PVC sewer pipe of 4-inch through 10-inch diameter, conforming to ASTM D 1784 and ASTM D 3034, with cell classification of 12454. SDR (ratio of diameter to wall thickness) shall be 26 for pipe 10 inches in diameter or less.

B. PVC pipe shall be gasket jointed with gasket conforming to ASTM D 3212. C. Provide service connection pipe in sizes shown on Drawings. For reconnection of existing

services, select service connection pipe diameter to match existing service diameter. Reconnections to rehabilitated sanitary sewer mains shall be limited to following maximum service connection diameter:

Sewer Diameter Maximum Service Connection Diameter

8" or less 4" 10" or greater 6"

D. Subject to above limits, provide 6-inch service connection when more than one service

discharges into single pipe. E. Connect service pipes to parallel or replacement sewer mains with prefabricated, full-bodied

tee or wye fittings conforming to specifications for sewer main pipe material as specified in other Sections for sewers up to 18 inches in diameter.

F. Where sewers are installed using pipe augering or tunneling, or where sewer is greater than

18 inches in diameter, use three-piece service connection or pipe saddle conforming to ASTM C-923to connect service to sewer main.

2.02 PIPE SADDLES

A. Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with Paragraph 2.01E for new parallel and replacement sanitary sewer mains.

B. Supply one-piece prefabricated saddle, either polyethylene or PVC, with neoprene gasket to

accomplish complete seal. Use saddle fabricated to fit outside diameter of connecting pipe. Protruding lip of saddle must be at least 5/8-inch long with grooves or ridges to retain stainless steel band clamps.

C. Use 1/2-inch stainless steel band clamps for securing saddles to liner pipe.


02534-5 07/01/16

2.03 COUPLINGS AND ADAPTERS

A. For connections between new PVC pipe stubouts and existing service, 4-, 6-, or 8-inch diameter, use flexible adapter coupling consisting of neoprene gasket, stainless steel shear rings with 1/2-inch stainless steel band clamps, and two nut and bolt clamps. For connections that are 10- inches or over, use neoprene gasket, with stainless steel shear band, and two stainless steel nut and bolt or T-Bolt clamps. Thermalized plastics are not allowed. Refer to approved couplings and adaptors.

1. Product characteristics, meet ASTM C1173 and requirements for neoprene rubber

and metallic components.

2. Shear Band: ½ inch 300 series stainless steel shear band with two molded on worm gear clamps (ASTM A240)

3. Clamps: 300 Series nut and bolt clamp band fabricated from AISI Type 316 stainless

steel (ASTM A240)

B. For connections between new PVC pipe stubout and new service, use approved rubber-

gasket adapter coupling conforming to requirements of 2.03A.

C. Couplings and Adaptors components will be in accordance with following Requirements: 1. Neoprene Rubber. 100% rubber. Thermalized plastics are not allowed.

a. Compressive Strength/ Tensile Strength, psi min (ASTM D412 Die C, ASTM

D638). Initial value: 1000 min. Value after 112 days: 1000 min b. Elongation at break, % (ASTM D412, ASTM D638). Initial value: 200 Value

after 112 days: 200

c. Shore Durometer, Type A, point change max (ASTM D2240). Initial value (1 sec. reading, min): 60. Value point change max: 15

d. Compression Set -- Chemical exposures, % max (ASTM D395 Method B). Initial Value: 20 max. Value after exposure: 20 max

e. Compression Set -- Bacteriological, unconditioned surface dry, % max

(ASTM D395 Method B): Initial value 20. Value after 112 day: 20

f. Water Absorption, % max (ASTM D570). Initial value: 4. Value after 112 days: % max ≥4


02534-6 07/01/16

g. Aged Tensile (psi) -- Tensile strength (after exposure to 300 psi (2100 kPa)

oxygen at 158° ± 1.8°F [70° ± 1°C] for 96 hours), % of initial, min (ASTM D572). Initial: 70 min. After accelerated aging: 70 min.

h. Aged Elongation -- Elongation at break (after exposure to 300 psi (2100 kPa)

oxygen at 158° ± 1.8°F [70° ± 1°C] for 96 hours), % of initial, min. (ASTM D572). Initial value: 70 min. Test after accelerated aging: 70 min.

i. Ozone resistance (after exposure to 100 pphm ozone for 50 hours at 104° ±

2°F [40° ± 1°C]), (ASTM D518, procedure C, and ASTM D1149). Initial value: No cracking. After exposure: No cracking

j. Weight Change, % max. (approx. specimen size 1.0 x 3.0 x 0.1 inch) (25 x 75

x 2.5mm), (ASTM D543): value before and after exposure ±1.5 max

2. Stainless Steel components 300 series. (ASTM A240).

3. Components can be factory fabricated or mechanically molded 2.04 STACKS

A. Provide stacks for service connections wherever crown of sewer is 8 feet or more below finished grade.

B. Construct stacks of same material as sanitary sewer and as shown on Drawings. C. Provide stacks of same nominal diameter at sanitary service line.

2.05 PLUGS AND CAPS

A. Seal upstream end of unconnected sewer service stubs with rubber gasket plugs or caps of same pipe type and size.

2.06. THREE PIECE SERVICE CONNECTION (TEE)

A. The connection is comprised of three parts; PVC hub, stainless steel band and rubber boot. B. PVC hub and rubber boot shall be engineered to accept the wall thickness and internal radius

of the pipe. The PVC hub and rubber boot shall protrude no more than ½" into the sewer pipe.

C. The PVC hub shall be in accordance with ASTM D-3034. D. The rubber boot shall be in accordance with ASTM F 477.


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E. The Tee shall be sized to accept 4" or 6" service lines, as required. F. The Tee shall only be used when approved by the Project Manager. G. Service Connection (Tee) shall be in accordance with Section 2.03.

2.07 SANITARY SEWER STANDARD CLEANOUT ON SERVICE LATERAL: Where directed, the contractor shall remove (if existing) and install new sanitary sewer cleanout. This shall include: frame and cover, molded polyethylene, four-way cleanout, 12” Ultra-Rib PVC or SDR35 PVC riser pipe, 2-foot square concrete pad, cement stabilized sand backfill, and all labor, equipment, and site restoration.

A. The standard frame and cover shall be cast iron, embossed with “Sewer Cleanout” “City of

Houston”. B. The molded polyethylene, four-way cleanout shall be the “wastewater access chamber” as

manufactured by Uponor ETI Co. or approved equal. C. Riser pipe shall be 12” Ultra-Rib PVC or SDR35 PVC. D. Provide sealing material between pipe riser and cleanout cover frame that is a hydrophilic

elastic sealant, or approved equal. 2.08 SANITARY SEWER 4” OR 6” CLEANOUT ON SERVICE LATERAL

Where directed, the contractor shall remove (if existing) and install new sanitary sewer cleanout. This shall include: 4” or 6” removable threaded countersunk plug, 4” or 6” SDR 35 PVC riser pipe with 45 degree bend and wye, 3-RT Valve Box MFG by Old Castle Precast Inc or approved equal, and all labor, equipment, and site restoration. Payment made will be made at the unit price set in Document 00410B. Where service lateral to an abandoned house is encountered, install 4” or 6” plug for future house connection. All work shall be performed as per 4-Inch Cleanout Detail on Service Lead or Drawing No. 02534-05. Cleanout box may be installed in accordance with Drawing No. 02085-01.

PART 3 E X E C U T I O N 3.01 PERFORMANCE REQUIREMENTS

A. Provide minimum of 72 hours notice to customers whose sanitary sewer service will potentially be interrupted.

B. Accurately field locate service connections, whether in service or not, along rehabilitated

sanitary sewer main. For parallel and replacement sewers, service connections may be located as pipe laying progresses from downstream to upstream.


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C. Properly disconnect existing connections from sewer and reconnect to rehabilitated liner, as

described in this Section.

D. Reconnect service connections, including those that go to unoccupied or abandoned buildings or to vacant lots, unless directed otherwise by Project Manager. Install a stack and cap the reconnection where the service is to a vacant lot or location where a structure has been demolished, unless directed otherwise by Project Manager.

E. Complete reconnection of service lines within 24 hours after cured-in-place liner installation

and within 72 hours after disconnection for sliplining, parallel, or replacement sanitary sewer mains.

F. Reconnect services on cured-in-place liner at 10 feet depth or less by excavation method.

Project Manager reserves the right to require service connections by excavation when remote cut service connection damages lines.

G. Reconnection by excavation method shall include stack and fittings and required pipe length

to reconnect service line.

H. Connect services 8 inches in diameter and larger to sewer by construction of manhole. Refer to appropriate Section on manholes for construction and payment.

I. All couplings and adapters used to either connect existing or new services to new PVC pipe

stubouts shall be eccentric reducers when the coupling or adapter is used as a reducer and when used in the horizontal or on a horizontal slope less than 1:1 or less than a 45 angle (such that the flowline across the pipe size transition shall remain straight; no upset). The Contractor shall properly cut the ends of the two PVC pipes joined by a flexible coupling or adapter such that they do not extend into the transition area of the reducer. Pipe size transitions on existing or new services to new PVC pipe stubouts shall not be made in the vertical (in a stack or riser). Flexible couplings or adapters shall not be allowed for use in the vertical or on a slope greater than 1:1 or greater than a 45 angle.

3.02 PROTECTION

A. Provide barricades, warning lights, and signs for excavations created for service connections. Conform to requirements of Section 01504 - Temporary Facilities and Controls.

B. Do not allow sand, debris, or runoff to enter sewer system.


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3.03 PREPARATION

A. Determine existing sewer locations and number of existing service connections from closed-circuit television (CCTV) inspection tapes or from field survey. Accurately field locate existing service connections, whether in service or not. Use existing service locations to connect or reconnect service lines or liner.

B. For rehabilitated sanitary sewer mains, allow liner to normalize to ambient temperature and

recover from imposed stretch. For cured-in-place liners, verify that liner is completely cured.

C. For new parallel and replacement sanitary sewer mains, complete testing and acceptance of downstream sewers as applicable. Provide for compliance with requirements of Paragraph 3.01E.

3.04 EXCAVATION AND BACKFILL

A. Excavate in accordance with Section 02317 - Excavation and Backfill for Utilities.

B. Perform work in accordance with OSHA standards. Employ Trench Safety System as specified in Section 02260 - Trench Safety System for excavations requiring trench safety.

C. Install and operate necessary ground water and surface water control measures in accordance with requirements of Section 01578 - Control of Ground Water and Surface Water.

D. Determine locations where limited access, buildings or structure preclude use of mechanical

excavation equipment. Obtain approval from Project Manager for hand excavation. E. When the excavation shows that a service line is not connected, abandon the service

reconnection and backfill the excavation. 3.05 RECONNECTION BY EXCAVATION METHOD

A. SADDLE METHOD

1. Remove a portion of the existing sanitary sewer main or carrier pipe to expose the liner pipe. Provide sufficient working space for installing a pre-fabricated pipe saddle.

2. Carefully cut a hole in the liner pipe to accept the protrusion on the underside of the

saddle. Length of protrusion shall be equal to the wall thickness of the liner pipe. 3. Apply an approximately 1/2" diameter bead of uncured, 100% pure silicone caulk

(siliconized caulk will not be allowed), GE or approved equal, to the surface of the gasket that contacts the bottom of the saddle. A 1/2" bead of silicone caulk shall also be placed around the tapped hole in the polyethylene, PVC, or cured-in-place pipe. The beads of caulk should be placed approximately in the center of the gasket and, on the pipe, in the center of the area covered by the gasket. The saddle shall be installed and secured while


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the silicone caulk is uniformly fluid and pliable, not hardened or rubbery and with no hardened, rubbery areas or nodules. Adequate quantities of silicone caulk should be applied to allow it to flow or be extruded into any corrugations in the gasket surface and into any irregularities (scratches or gouges) in the surface of the polyethylene, PVC, or cured-in-place pipe.

4. Install the saddle with gasket using stainless steel bands on each side of the saddle.

Tighten the bands to produce a watertight seal between the saddle and the liner pipe. B. THREE PIECE SERVICE CONNECTION METHOD

1. Remove a portion of the existing sanitary sewer main or carrier pipe to expose the liner pipe. Provide sufficient working space to install three piece service connection.

2. Precisely cut a circular hole, per the manufactures recommendations, in the liner pipe that

will form a tight fit between the liner pipe PVC stub and rubber boot. 3. Install the rubber boot into the cored hole, making sure the boot is properly oriented to

the mainline. Lubricate the rubber boot with a special solution provided by the three piece service connection manufacturer. Make sure the upper and lower ribs of the rubber boot are correctly seated against the inside and outside diameter of the liner pipe.

4. Insert the PVC hub into the rubber boot, per manufacturer’s recommended instructions.

Place stainless steel band around the top of the rubber boot and tighten to form a watertight seal.

C. SERVICE LINE CONNECTIONS TO SADDLES OR THREE PIECE SERVICE

CONNECTIONS

1. Remove and replace cracked, offset or leaking service line up to 8 feet (measured horizontally) from the center line of the new liner.

2. Make connections between liner and existing service line using PVC sewer pipe and

approved couplings/fittings using stainless steel bands to construct new stacks and/or service lines.

3. Test all service connections by smoke testing the sewer main and connections before

backfilling. 4. Encase the entire service connection is cement stabilized sand or crushed stone. Place a

minimum of 6 inches below and 12 inches above and on each side of the service line and pipe connection.


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3.06 RECONNECTION BY REMOTE METHOD

A. Make service reconnections using remote-operated cutting tools on cured-in-place liners at depth greater than 10 feet.

B. Employ method and equipment that restore service connection capacity to not less than 90

percent of original capacity.

C. Immediately open missed connections and repair holes drilled in error using method approved by Project Manager.

3.07 RECONNECTION ON PARALLEL OR REPLACEMENT SEGMENTS

A. Install a full-bodied tee or wye fitting on the new sanitary sewer main for each service connection.

B. Remove and replace cracked, offset or leaking service line for up to 5 feet, measured

horizontally, from centerline of sanitary sewer main. C. Make up connection between main and existing service line using PVC sewer pipe and

approved couplings, as shown on Drawings.

D. Test service connections before backfilling.

E. Embed service connection and service line as specified for sanitary sewer main as shown on Drawings. Place and compact trench zone backfill in compliance with Section 02317 - Excavation and Backfill for Utilities.

3.08 INSTALLATION OF NEW SERVICE STUBS

A. Install service connections on sanitary sewer main for each service connection. Provide length of pipe required to allow sufficient room for standard 6-inch clean-out service lead assembly in accordance with detail 02534-05. Install plug(s) or cap on the upstream end(s) of service stub(s) as needed.

B. Test service connections before backfilling.

C. Embed service connection and service line as specified for sanitary sewer main, and as

shown on Drawings. Place and compact trench zone backfill in compliance with Section 02317 - Excavation and Backfill for Utilities. Install minimum 2-foot length of magnetic locating tape along axis of service stub and 9 inches to 12 inches above crown of pipe, at end of stub.


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3.09 TESTING

A. Test service reconnections and service stubs. Follow applicable procedures given in Section 02533 - Acceptance Testing for Sanitary Sewers to perform smoke testing to confirm reconnection.

B. Perform post installation CCTV inspection as specified in Section 02558 - Cleaning and

Television Inspection to show locations of service connection.

3.10 CLEANUP

A. Backfill excavation as specified in Section 02317 - Excavation and Backfill for Utilities. B. Replace pavement or sidewalks removed or damaged by excavation in accordance with

Section 02951 - Pavement Repair and Resurfacing. In unpaved areas, bring surface to grade and slope surrounding excavation. Replace minimum of 4 inches of topsoil and seed according to requirements of Section 02921 - Hydro-mulch Seeding.

END OF SECTION

CITY OF HOUSTON CLEANING AND TELEVISION STANDARD SPECIFICATION INSPECTION

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Section 02558 CLEANING AND TELEVISION INSPECTION PART 1 GENERAL 1.01 SECTION INCLUDES

A. Cleaning sewer lines to remove solids, roots, soil, sand, pieces of broken pipe, bricks, grease, grit from sewer lines and manholes and other debris, thus improving flow and facilitating television inspection for sewer evaluation. Cleaning includes initial manhole wall washing by high-pressure water jet.

B. Television inspecting the line to obtain quality video and Television Inspection Reports

upon which the City can make decisions regarding needed sewer rehabilitation. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices:

1. Survey Normal Cleaning Equipment: Measurement for cleaning sanitary sewer mains with normal cleaning equipment is on a linear-foot basis. The Contract unit price for cleaning with normal equipment is full payment for sewer line actually cleaned and accepted. Cleaning using normal cleaning equipment includes:

a. Charges for transient water meter setup and water usage; b. Collection, removal, transportation and legal disposal of liquid wastes, soil,

sand and other debris for lines less than or equal to 48-inches in diameter; c. Locating, exposing and opening manholes on sewers to be cleaned; d. Initial manhole wall washing with high-pressure water. Payment for

additional cleaning and scrubbing of manhole walls which may be required for manhole rehabilitation is included in the unit price for manhole wall sealing as specified in Section 02555 - Manhole Rehabilitation; and

e. Reconstruction of manholes dismantled for cleaning equipment access, and

repair of damage caused by dismantling or cleaning equipment.

2. Cleaning Using Mechanical Cleaning Equipment: Measurement for cleaning sanitary sewer mains with mechanical cleaning equipment is on a linear-foot basis for the quantity approved by the Project Manager. The Contract unit price for cleaning sanitary sewer mains with mechanical cleaning equipment is paid in addition to the unit price for cleaning using normal cleaning equipment.


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Mechanical cleaning is limited to locations approved by the Project Manager on a case-by-case basis after normal cleaning methods have failed to produce satisfactory results, as determined by viewing video.

a. Mechanical cleaning prior to normal cleaning does not relieve the

Contractor of the responsibility for fully cleaning the pipe with normal cleaning equipment.

b. Reconstruction of manholes dismantled for cleaning equipment access, and

repair of damage caused by dismantling or cleaning equipment. c. Unit price for cleaning using mechanical equipment is compensation in full

for all collection, removal, transportation and legal disposal of liquid wastes, soil, sand and debris regardless of quantity of material.

3. Survey Television Inspection: Measurement of survey television inspection for

pipe segments selected by the Project Manager is on a linear-foot basis from centerline to centerline of manholes. Payment for survey television inspection is made for the actual lengths of television inspection footage, as measured in the field at grade, as submitted for evaluation prior to final recommendations of sewer rehabilitation method. No separate payment will be made for the following:

a. Poor or unacceptable-quality video (hazy, unclear images will not qualify

for payment); b. Re-recording of any segment without prior approval of the Project Manager; c. Portions of sanitary sewer not recorded (no payment will be made for length

of sewer through which the camera could not pass); d. Reverse setups required to bracket an obstruction; or e. Sewer flow control.

4. Payment for video inspection by floating camera shall be made based on bid item

for TV Inspection of appropriate line size. 5. Pre-Installation Cleaning:

a. No separate payment will be made for pre-installation cleaning using normal cleaning equipment of pipes less than or equal to 48-inches in diameter. Include cost for pre-installation cleaning in cost of line work for which the rehabilitation effort is performed. If a line is inspected and, in the opinion of the Project Manager, found to require no rehabilitation work, payment of cleaning will be made on the basis of survey normal cleaning.


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b. Payment will be made for Pre-installation cleaning of pipes greater than 48-inches in diameter.

6. Pre-Installation Television Inspection: No separate payment will be made for pre-

installation television inspection, except for lines inspected but not rehabilitated. Include cost for pre-installation television inspection in the cost of line work for which the rehabilitation effort is performed. If a line is inspected and, in the opinion of the Project Manager, found to require no rehabilitation work, Contractor will be paid for pre-installation television inspection on the basis of survey television inspection.

7. Post-Installation Television Inspection: No separate payment will be made for

post-installation television inspection. Include cost for post-installation television inspection in the cost of line work for which the rehabilitation is performed. The post-installation television inspection policy allows payment for work based on field-measured lengths indicated on the inspector’s daily reports, but still requires the Contractor to submit a post-installation video within one calendar month after segment completion. If no video is received within that period, credit for the previously paid line segment will automatically be deducted from pay estimates in following months until the required video is submitted.

8. Footage paid for survey cleaning, under some circumstances, may exceed the

footage paid for survey television inspection, as approved by the Project Manager. 9. If the Contractor is unable to complete the TV inspection of a mainline section

after performing a reverse setup (i.e., obstructions are encountered from both the upstream and downstream manhole that prevents the passage of the camera), the Contractor shall be paid for television inspection of the actual footage of pipe successfully televised, if the TV inspection video and report are of acceptable quality.

10. Payment for cleaning of siphon shall be by pipe diameter, all depths, and on a

linear foot basis measured along the centerline of the siphon pipe and from centerline of upstream manhole or junction box to centerline of downstream manhole or junction box. Cleaning of siphon shall include cleaning of both the upstream and downstream manholes or junction boxes unless they are included in the cleaning of the adjacent upstream and/or downstream gravity sewer section. Both hydraulic cleaning and mechanical cleaning equipment may be employed to clean a siphon using the cleaning of siphon pay item. No separate payment for mechanical cleaning.

12. Payment for TV inspection of siphon shall be by pipe diameter, all depths, and on

a linear foot basis measured along the centerline of the siphon pipe from centerline of the upstream manhole or junction box to centerline of downstream manhole or junction box. Payment for TV inspection of siphon shall include any dewatering, excluding bypass pumping, required to provide a clear picture of the pipe in the depressed portion of the siphon, with camera lens centered in the pipe


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and above water surface level such that pipe defects and debris may be visually detected.

13. Payment for the collection, removal, transportation and legal disposal of liquid

wastes, soil, sand and other debris removed from sanitary sewer or siphon greater than or equal to 48-inches in diameter while performing cleaning shall be by cubic yard. Measurement shall be by properly executed waste manifest for roll-off container. The container shall be available on site as needed. The container shall not be loaded with material other that debris from the sanitary sewer system, shall not contain excessive free water, and shall be filled to the appropriate capacity for transportation.

B. Stipulated Price (Lump Sum): If the Contract is a Stipulated Price Contract, payment

for work in this Section is included in the total Stipulated Price.

1.03 DEFINITIONS

A. Normal Cleaning Equipment: Cleaning devices such as rods, metal pigs, porcupines, root saws, snakes, scooters, sewer balls, kites, and other approved equipment in conjunction with hand-winching devices and gas or electric rod-propelled devices. Variable-pressure water nozzles (3000 psi) are considered normal cleaning equipment.

B. Mechanical Cleaning Equipment: Buckets, scrapers, scooters, porcupines, kites, heavy-

duty brushes, metal pigs and other debris-removing equipment and accessories used in conjunction with approved power winching machines. High-to very-high-pressure water nozzles (10,000 psi) are considered mechanical cleaning equipment.

C. Survey Cleaning and Television Inspection: Video inspection of existing sanitary

sewers to evaluate lines and determine whether conditions exist which would require line rehabilitation.

D. Pre-Installation Television Inspection: Video inspection by Contractor of sewer lines

designated for rehabilitation to confirm cleaning, location of service connections and constructability of line rehabilitation according to Drawings and Specifications.

E. Post-Installation Television Inspection: Video inspection to determine whether

rehabilitation of a sanitary sewer has been completed according to Drawings and Specifications.

F. Television Inspection Report: A report that is submitted in pdf format for each line

segment using NASSCO PACP codes. G. Siphon or Inverted Siphon: A depressed section of gravity sanitary sewer that allows a

graded or sloped sewer to convey flow across a conflicting underground utility or open drainage channel by passing under it.


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1.04 PERFORMANCE REQUIREMENTS

A. Clean designated sanitary sewers and manholes using mechanical, hydraulically-propelled or high-velocity sewer cleaning equipment. Select cleaning processes which will remove grease, soil, sand, silt, solids, rags and debris from each sewer segment and associated manholes.

1.05 SUBMITTALS

A. Comply with Section 01330 - Submittal Procedures. B. Submit equipment manufacturer’s operational manuals and guidelines to the Project

Manager for review. Strictly follow such instructions unless otherwise directed by the Project Manager.

C. Submit a list of lawful disposal sites proposed for dumping debris from cleaning

operations. D. Submit and maintain Liquid Waste Manifests conforming to City of Houston Health

and Human Services requirements. Send the owner’s and regulator’s copies of the completed manifests to the Project Manager within 24 hours after disposal of waste materials.

E. The Contractor shall provide the City with the sewer video (including audio), a hard

copy report and an electronic report in pdf format for the inspections for each line segment. The electronic report and video shall be named by line segment. The sewer video shall be MPEG4 format. The Contractor shall utilize the latest NASSCO PACP codes at the time of the Contract notice to proceed. Prior to commencing the work the NASSCO PACP codes to be utilized shall be submitted. All work on the contract shall follow the same codes. Inspection Software must be NASSCO PACP Certified and proof of certification of Software shall be submitted prior to commencing the work. Contractor shall be current on NASSCO training. All electronic data shall be submitted in MS Access. Any variation from the requirements shall be subject to approval by the Project Manager. Submittal of the CCTV videos and the reports for review can be submitted through a data storage device, such as a flash drive, or through Contractor’s FTP site and will be available for download. An email of the information availability and phone calls to the Inspector, Senior Inspector and/or specific contact shall be made.

F. At the end of the contract, the Contractor shall submit a hard drive including all videos

and reports for the entire contract. G. The digital information shall contain files which store each line segment as a unique

digital record. 1.06 QUALITY ASSURANCE

A. Qualifications: Use experienced personnel to operate cleaning equipment and devices.


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B. Acceptance of sewer cleaning work is subject to successful completion of the television

inspection. If inspection shows solids, sand, grease, grit or other debris remaining in the line, the cleaning is considered unsatisfactory. Repeat cleaning and video inspection of the sewer line until cleaning is acceptable by the Project Manager.

C. Unable to Penetrate: If the Contractor is unable to penetrate a line during cleaning or

CTV inspection, the Contractor will call the Houston Service Center at 311 (inside city limits) or (713) 837-0311 (outside city limits) within 24 hours of the event.

D. The work shall comply with current NASSCO standards.

PART 2 P R O D U C T S 2.01 CLEANING EQUIPMENT

A. Select cleaning equipment and methods based on the condition of the sanitary sewer mains at the time work begins. More than one method or type of equipment may be required on a single project or at a single location.

B. When requested by the Project Manager, demonstrate at the performance capabilities of

cleaning equipment and methods proposed for use on the project. If results obtained by demonstration are not satisfactory, provide other equipment that will clean the sewer line.

C. For high-velocity cleaning use a water jet capable of producing a minimum volume of

50 gpm with a pressure of 1500 psi at the pump. Install a gauge to indicate working pressure on the discharge of high-pressure water pumps. In addition to conventional nozzles, use a nozzle which directs the cleaning force to the bottom of the pipe for sewers 18-inches and larger.

D. When hydraulic or high-velocity cleaning equipment is used, install a suitable sand

trap, weir, dam or suction device in the downstream manhole so that solids and debris are trapped for removal.

E. When approved by the Project Manager, both hydraulic cleaning and mechanical

cleaning equipment (including pumps) may be employed to clean a siphon.

2.02 CLEANING ACCESSORIES

A. When an additional quantity of water from the public water supply is needed to meet the cleaning requirements of the equipment and the sewer, obtain transient water meters from the City for installation on trucks or at fire hydrants.

B. Obtain prior written approval when using a fire hydrant located in the Downtown

Houston area as required by Houston Fire Department Regulations. However, prior


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written approval from the Department of Public Works and Engineering is not needed to use fire hydrants located elsewhere within the City of Houston.

C. All cleaning equipment must be equipped with backflow preventers to prevent

contamination to the public water supply. D. If approved by the Project Manager, pneumatic or hydraulically powered “knockers” or

chain flails may be used to remove heavy tuberculation in cast iron siphon pipes. 2.03 VIDEO EQUIPMENT

A. Video Equipment: Select and use video equipment that will produce color videos. B. Pipe Inspection Camera: Produce a video using a pan-and-tilt radial-viewing pipe

inspection camera that pans ± 275 degrees and rotates 360 degrees. Use a camera with an accurate footage counter, which displays on the monitor the exact distance of the camera from the centerline of the starting manhole. Use a camera with a camera height adjustment so that the camera lens is always centered at one-half the inside diameter, or higher in the pipe being inspected. Provide a lighting system that allows the features and condition of the pipe to be clearly seen. A reflector in front of the camera may be required to enhance lighting in dark or large diameter pipe.


A. Do not begin cleaning until both upstream and downstream manholes have been

checked for flow monitors and other mechanical devices. Refer to Section 02555 - Manhole Rehabilitation.

3.02 PREPARATION

A. Take precautions to protect sanitary sewer mains and manholes from damage that might be inflicted by the improper selection of cleaning processes or improper use of equipment. When using hydraulically-propelled devices take precautions to ensure that the water pressure created does not cause damage to or flooding of public or private property. Do not surcharge any sanitary sewer to an elevation that could cause overflow of sewage into area waterways, homes or buildings, or onto the surface.

B. Do not use or obstruct fire hydrants when there is a fire in the area. Remove water

meters, fittings and piping from fire hydrants at the end of each working day. C. Exercise care to prevent contamination of the potable water system. Use an

appropriately sized backflow preventer as required by the City of Houston Water Department when drawing water from a public hydrant.


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D. Where possible, use the flow of wastewater present in the sanitary sewer main to provide fluid for hydraulic cleaning devices.

3.03 CLEANING

A. Conserve Water. Do not waste water from the public water supply through poor connections, hydrants left open, or any other cause.

B. Collapsible Dams: Use collapsible dams for hydraulically-propelled devices which

require a head of water to operate. Dam shall be easily collapsible to prevent damage to the sewer, public property and private property.

C. High Velocity Cleaning: Operate high-velocity cleaning equipment so that the

pressurized nozzle moves continuously. Turn off or reduce the flow to the nozzle to prevent damage to the line any time the nozzle becomes stationary.

D. Mechanical Cleaning: In addition to normal cleaning equipment, perform mechanical

cleaning when required and approved using equipment and accessories as defined in this Section.

E. Debris Disposal: Remove sludge, soil, sand, rocks, grease, roots and other solid or

semi-solid material resulting from the cleaning operation at the downstream manhole of the section being cleaned. Passing debris from any sewer section to any other sewer section is not allowed. Load debris from the manholes into an enclosed container permitted by the Houston Health Department for liquid waste hauling. Remove solids and semi-solids resulting from cleaning operations from the site and dispose them lawfully at the end of each work day. Do not accumulate debris, liquid waste, or sludge on the site except in totally enclosed containers approved by the Project Manager.

F. Disposal Sites: Dispose of waste at a lawfully-permitted disposal site using a

transporter having a valid City Liquid Waste Transporter Permit.

3.04 TELEVISION INSPECTION

A. Immediately after cleaning, video inspect the sanitary sewer line to document the condition of the line and to locate existing service connections. Notify the Project Manager 24 hours in advance of any television inspection so that the Project Manager may observe inspection operations.

B. Perform television inspection of sanitary sewers as follows:

1. Perform a survey television inspection on sanitary sewers within the boundary of the project, as directed by the Project Manager. After reviewing survey video the Project Manager will determine which sanitary sewers will be rehabilitated or need additional work.


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2. Perform pre-installation television inspection immediately after cleaning and before line rehabilitation work. Pre-installation video inspection is not required for sewer lines designated to be removed and replaced. Verify that the line is clean and ready to accept the line rehabilitation. Prepare Television Inspection Report forms. Maintain copies of all video reports for reference by the Project Manager for the duration of the project.

3. Videos shall pan all manholes showing benches, walls, annular spaces, and debris

removal. Camera operator shall slowly pan each service connection, clamped joint and pipe material transition from one material to another. Complete and submit a Television Inspection Report for every sewer segment video submitted to the Project Manager.

4. Perform post-installation television inspection to confirm completion of

rehabilitation work, including removal and replacement. Verify that rehabilitation work conforms to the requirements of the Drawings and Specifications. Provide a video showing the completed work including the condition of restored service connections. Prepare and submit Television Inspection Report forms providing the location of service connections along with the location of any discrepancies. Post-installation video of completed manholes may be substituted for photographic documentation, as described in Section 02555 – Manhole Rehabilitation. Manhole work, including benches, inverts and pipe penetrations into manhole, should be complete prior to post-installation video work.

5. Contractor shall make actual measurement of pipe inside diameter and record

measurement to nearest tenth of one inch as “pipe size” on “Television Inspection Report” and on “Video Header”.

C. Survey television inspection videos shall be continuous for pipe segments

between manholes. Do not leave gaps in the video recording of a segment between manholes and do not show a single segment on more than one video, unless specifically allowed by the Project Manager.

D. Videos shall include audio.

3.05 FLOW CONTROL

A. Perform survey television inspection on one manhole section at a time. Adequately control the flow in the section being inspected. Do not exceed the depth of wastewater flow shown below:

Pipe

Diameter (Inches)

Depth of Flow

(Percentage of Pipe Diameter) 6 - 10 10 12 - 24 15 Over 24 20


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If during survey television inspection of a manhole section, the wastewater flow depth exceeds the maximum allowable, reduce the flow depth to an acceptable level by performing the survey television inspection during minimum flow hours, by diversion pumping or by pulling a camera with swab, high-velocity jet nozzle or other acceptable dewatering device. Video inspections made while floating the camera is not acceptable unless approved by the Project Manager.

B. Minimize flow in the line while performing pre-installation television inspection.

Divert the normal flow as specified in Section 01506 - Diversion Pumping, and clean the line to be inspected.

C. No flow is allowed in the line while performing post-installation video inspection.

3.06 PASSAGE OF VIDEO CAMERA

A. Do not pull or propel the video camera through the line at a speed greater than 30 feet per minute.

B. If during survey television inspection of a manhole section, the camera is unable to pass

an obstruction even though flow is unobstructed, televise the manhole section from the other direction (reverse setup) in order to obtain a complete video of the line. Whenever such a condition arises, notify the Project Manager to determine whether an obstruction removal or point repair is necessary. If a point repair is authorized, repair the pipe at the designated location and then re-televise the manhole section to verify completion of the point repair, unless waived by the Project Manager.

1. When the camera is being pulled from the other direction in order to survey on

either side of an obstruction and a second obstruction or repair location is encountered away from the first obstruction, notify the Project Manager and request a review of the video. The Project Manager may direct the Contractor to make one or both repairs. No downtime shall be allowed.

2. Once point repairs are completed, re-inspect the manhole section. 3. The City makes no guarantee that the sanitary sewer designated for survey

television after cleaning is clear for the passage of the camera set-up. Select the appropriate equipment, tools and methods for securing safe passage of the camera.

C. During pre-installation television inspection, camera passage should show the line is

ready for rehabilitation. Report to the Project Manager any variations between previous reported (existing data) conditions and actual conditions encountered.


02558-11 07/01/2016

D. For post-installation television inspection, exercise the full capabilities of the camera equipment to document the completion of the rehabilitation work and the conformance of the work to the Drawings and Specifications. Provide a full 360-degree view of pipe, joints and service connections.

3.07 TELEVISION INSPECTION REPORT

A. Provide a television inspection report in pdf format for each line segment using NASSCO PACP codes. The electronic report shall be named by line segment.


A. Do not under any circumstances, allow sewage or solids removed in the cleaning process to be released onto streets or into ditches, catch basins, cleanouts, storm drains, or sanitary or storm sewer manholes.

B. Acceptance of sewer cleaning work is subject to successful completion of the

television inspection. If the television inspection shows solids, soil, sand, grease, grit, or other debris remaining in the line, cleaning will be considered unsatisfactory. Repeat cleaning and inspection of the line segment until cleaning is judged satisfactory by the Project Manager.

3.09 MANHOLE REPAIR

A. Repair manholes dismantled or damaged during the cleaning process, and replace manhole frames and covers damaged during the cleaning process.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION REINFORCED CONCRETE PIPE

02611-112/01/2014

Section 02611

REINFORCED CONCRETE PIPE



A. Reinforced concrete pipe for sanitary sewers and storm sewers.


A. Unit Prices.

1. No separate payment will be made for reinforced concrete pipe under this Section. Include cost in unit price Work as specified in following Sections:

a. Section 02426 - Sewer Line in Tunnels.

b. Section 02531 - Gravity Sanitary Sewers.

c. Section 02631 - Storm Sewers.

2. Refer to Section 01270- Measurement and Payment for unit price procedures.

B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for Work in this section is included in total Stipulated Price.

1.03 REFERENCES

A. ASTM C 76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain, and

Sewer Pipe.

B. ASTM C 443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe Using Rubber Gaskets.

C. ASTM C 497 - Standard Test Method for Concrete Pipe, Manhole Sections, or Tile.

D. ASTM C 506 - Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain

and Sewer Pipe

E. ASTM C 507 – Standard Specification for Reinforced Concrete Elliptical Culverts, Storm Drains and Sewer Pipe


02611-212/01/2014

F. ASTM C 655 - Standard Specification for Reinforced Concrete D-load Culvert, Storm Drain and Sewer Pipe.

G. ASTM C 877 - Standard Specification for External Sealing Bands for Noncircular Concrete

Sewer, Storm Drain, and Culvert Pipe.

H. ASTM C 990 – Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections using Preformed Flexible Joint Sealants.

I. ASTM C 1479 – Standard Practice for Installation of Precast Concrete Sewer, Storm

Drain, and Culvert Pipe Using Standard Installations.

1.04 SUBMITTALS


B. Submit complete product data for pipe, fittings and gaskets for approval. Indicate conformance to appropriate reference standards.

C. Submit manufacturer’s certificate that concrete pipes meet applicable standards.

D. For jacking pipe, submit drawings and data describing grouting port design and closure

procedures when required by Section 02431 - Tunnel Grout, including liner repair, as applicable.


2.01 REINFORCED CONCRETE PIPE

A. Conform circular reinforced concrete pipe to requirements of ASTM C 76, Class III. Conform to rubber gasket joints for sanitary sewers and storm sewers per ASTM C443 and tongue and groove joints for roadside ditch culverts with joints per ASTM C 990.

B. Conform reinforced concrete arch pipe to requirements of ASTM C 506 for Class A-III.

Joints shall conform to ASTM C 443 or tongue & groove joints shall conform to ASTM C 990 with external sealing bands conforming to ASTM C 877. For roadside ditch culverts only, external sealing bands are not required.

C. Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to requirements

of ASTM C 507 for Class VE-III for vertical or Class HE-III for horizontal. Use rubber gasket joints conforming to ASTM C 877. Rubber gasket joints shall conform to ASTM C


02611-312/01/2014

443. Tongue & groove joints shall conform to ASTM C 990 with external sealing bands conforming to ASTM C 877. For roadside ditch culverts only, external sealing bands are not required.

D. Conform reinforced concrete D-load pipe requirements of ASTM C 655.

2.02 GASKETS

A. When no contaminant is identified, furnish joints per section 2.01

B. Use the following gasket materials for pipes to be installed in potentially contaminated areas,

especially where free product is found near elevation of proposed sewer:

CONTAMINANT GASKET MATERIAL REQUIRED

Petroleum (diesel, gasoline) Nitrile Rubber

Other Contaminants As recommended by pipe manufacturer, Engineer of the Record and approved by City Engineer prior to installation

2.03 LINERS FOR SANITARY SEWER PIPE

A. Reinforced concrete pipe for sanitary sewers shall be PVC lined and conform to Section 02427 - Plastic Liner for Large Diameter Concrete Sewers and Structures.

B. Reinforced concrete pipes to be installed in potentially contaminated areas shall have liners

recommended by manufacturer as resistant to contaminants identified in Phase II Environmental Site Assessment Report.

2.04 SOURCE QUALITY CONTROL

A. Representatives of City Engineer will inspect manufacturer's plant and casting operations as

deemed necessary.


3.01 INSTALLATION

A. Conform to requirements of following Sections, as applicable:

1. Section 02448 - Pipe and Casing Augering for Sewers.


02611-412/01/2014

2. Section 02531 - Gravity Sanitary Sewers.

3. Section 02631 - Storm Sewers.

4. Section 02441 - Micro-tunneling and Pipe-Jacked Tunnels.

B. Install reinforced concrete pipe in accordance with ASTM C 1479 and manufacturer's recommendations.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION GEOTEXTILE

02621-1 10/01/2002

Section 02621 GEOTEXTILE PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Geotextile, also called filter fabric, in applications including pipe embedment wrap, around exterior of tunnel liner, around foundations of pipeline structures, and slope stabilization.


A. Unit Prices.

1. No separate payment will be made for Work performed under this Section. Include cost of Work in unit prices for Work requiring geotextile.


B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for Work in


A. AASHTO M 288 - Standard Specification for Geotextile Specification for Highway Applications.

B. ASTM D 4491 - Standard Test Methods for Water Permeability of Geotextiles by

Permittivity.

C. ASTM D 4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

D. ASTM D 4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles (Grab Method).

E. ASTM D 4751 - Standard Test Method for Determining Apparent Opening Size of

Geotextiles.

F. ASTM D 4833 - Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products.

1.04 SUBMITTALS


02621-2 10/01/2002


B. Submit standard manufacturer's catalog sheets and other pertinent information, for approval, prior to installation.

C. Submit installation methods, as part of Work plan for tunneling or for excavation and backfill

for utilities. Obtain approval from Project Manager for filter fabric material and proposed installation method prior to use of filter fabric.

PART 2 P R O D U C T S 2.01 GEOTEXTILE

A. Provide geotextile (filter fabric) designed for use in geotechnical applications. Filter fabric shall provide permeable layer or media while retaining soil matrix.

B. Use fabric which meets physical requirements for Class A subsurface drainage installation

conditions as defined in AASHTO M 288 and as specified in Paragraph 2.02, Properties. 2.02 PROPERTIES

A. Material: Nonwoven, nonbiodegradable, fabric consisting of continuous chain polymer filaments or yarns, at least 85 percent by weight polyolefins, polyesters or polyamide, formed into dimensionally stable network.

B. Chemical Resistance: Inert to commonly encountered chemicals and hydrocarbons over pH

range of 3 to 12.

C. Physical Resistance: Resistant to mildew and rot, ultraviolet light exposure, insects and rodents.

D. Minimum Test Values:

Property Value (Min.) Test Method Grab Strength

180 lbs.

ASTM D 4632

Trapezoidal Tear Strength

50 lbs.

ASTM D 4533

Puncture Strength

80 lbs.

ASTM D 4833

Mullen Burst Strength

290 psi.

ASTM D 3786

Apparent Opening Size(1)

0.25 mm

ASTM D 4751

Permittivity (sec-1)

0.2

ASTM D 4491

(1) Maximum average roll value.


02621-3 10/01/2002

PART 3 E X E C U T I O N 3.01 LINE WORK

A. Conform use of geotextile to backfill for utilities to Section 02317 - Excavation and Backfill for Utilities.

3.02 TUNNEL WORK

A. Use geotextile outside of tunnel primary liner to prevent migration of soil fines into excavated tunnel resulting in voids or settlement. Select geotextile, subject to minimum requirements of Paragraph 2.02, meeting tunnel liner design requirements and installation conditions.

1. Sewers: Conform to Section 02426 - Sanitary Sewer Line in Tunnel.

2. Waterlines: Conform to Section 02517 - Waterline in Tunnels.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION STORM SEWERS

02631-112/01/2014

Section 02631

STORM SEWERS


A. New storm sewers and appurtenances, modifications to existing storm sewer system and installation of roadside ditch culverts.


A. Unit Prices.

1. Payment for storm sewers, including elliptical or box storm sewer, installed by open-cut, augered with or without casing, or tunneling is on linear foot basis. Measurement for storm sewers and roadside ditch culverts will be taken along center line of pipe from center line to center line of manholes or from end to end of culverts. Measurement for storm sewer will be taken along center line of storm sewer from inside wall of storm sewer junction box when installed in conjunction with storm sewer junction box. Payment will be made for each linear foot installed complete in place, including connections to existing manholes and inlets.

2. Payment for storm sewer leads, including elliptical leads, is on a linear foot basis.

3. Payment for corrugated metal pipe storm sewer outfall, including timber bents, is on a linear

foot basis.



1.03 SUBMITTALS


B. Submit manufacturer's literature for product specifications and installation instructions.

C. Submit proposed methods, equipment, materials, and sequence of operations for sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property.

1.04 QUALITY ASSURANCE


02631-212/01/2014

A. The Condition for acceptance shall be watertight storm sewer that is watertight both in pipe-to-pipe joints and in pipe-to-manhole connections.

B. Provide manufacturer's certification to Specifications.

1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Comply with manufacturer's recommendations.

B. Handle pipe, fittings, and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Do not use Materials cracked, gouged, chipped, dented, or otherwise damaged shall not be use materials for installation.

C. Store pipe and fittings on heavy timbers or platforms to avoid contact with ground.

D. Unload pipe, fittings, and appurtenances as close as practical to location of installation to avoid

unnecessary handling.

E. Keep interiors of pipe and fittings free of dirt and foreign matter.

F. Store PVC pipe out of direct sunlight.

PART 2 P R O D U C T S 2.01 PIPE

A. Provide piping materials for storm sewers shall be of sizes and types specified unless otherwise indicated on Drawings.

B. In diameters where material alternatives are available, provide pipe from single manufacturer for each

pipe diameter, unless otherwise approved by Project Manager or otherwise shown on Drawings.

C. Existing pipe that has been removed during construction cannot be reused. 2.02 PIPE MATERIAL SCHEDULE

A. Storm Sewer Pipe: Use pipe materials that conforming to requirements specified in one or more of the following Sections as shown on the Drawings.

1. Section 02506 - Polyvinyl Chloride Pipe. Not allowed in the following applications:

a. Potentially Petroleum Contaminated Areas (PPCA).


02631-312/01/2014

b. Augering/ jacking

2. Section 02505 - High Density Polyethylene (HDPE) Solid and Profile Wall Pipe. For use only where Storm Sewers are associated with Local Streets, where Local Street is definded by City of Houston Code of Ordinances 42-122.

3. Section 02611 - Reinforced Concrete Pipe.

4. Section 02641 - Monolithic Reinforced Concrete Sewers.

5. Section 02612 - Precast Reinforced Concrete Box Sewers.

6. Section 02642 - Corrugated Metal Pipe use only where Corrugated Metal Pipe is shown on

Drawings.

B. Driveway Culvert Pipe for Streets with Open Ditches: Use pipe materials conforming to requirements specified in one or more of the following Sections as shown on the Drawings.

1. Section 02505 - High Density Polyethylene (HDPE) Solid and Profile Wall Pipe Use for

Residential Culverts only. Use Concrete Pipe for long run culverts.

2. Section 02611 - Reinforced Concrete Pipe.

3. Section 02641 - Monolithic Reinforced Concrete Sewers.

4. Section 02612 - Precast Reinforced Concrete Box Sewers.

C. Provide pipe meeting minimum class, dimension ratio, or other criteria indicated.

D. Pipe materials other than those listed above shall not be used for storm sewers.

2.03 BEDDING, BACKFILL, AND TOPSOIL MATERIAL

A. Bedding and Backfill Material: Conform to requirements of Sections 02317 - Excavation and Backfill for Utilities, Section 02320 - Utility Backfill Material, and Section 2321 – Cement Stabilized Sand, and 02322 – Flowable Fill.

B. Topsoil: Conform to requirements of Section 02911 - Topsoil.



02631-412/01/2014

A. Prepare traffic control plans and set up street detours and barricades in preparation for excavation when construction will affects traffic. Conform to requirements of Section 01555 Traffic Control and Regulation.

B. Provide barricades, flashing warning lights, and signs for excavations. Conform to requirements of

Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights for streets and intersections while Work is in progress or where traffic is affected by Work.

C. Immediately notify agency or company owning utility lines which are damaged, broken, or disturbed.

Obtain approval from Project Manager and agency for repairs or relocations, either temporary or permanent.

D. Remove old pavements and structures, including sidewalks and driveways in accordance with

requirements of Section 02221 - Removing Existing Pavements and Structures.

E. Install and operate dewatering and surface water control measures in accordance with Section 01578 - Control of Ground Water and Surface Water.

3.02 EXCAVATION

A. Earthwork. Conform to requirements of Section 02317 - Excavation and Backfill for Utilities. Use bedding as indicated on Drawings.

B. Line and Grade. Establish required uniform line and grade trench from benchmarks identified by

Project Manager. Maintain this control for minimum of 100 feet behind and ahead of pipe-laying operation. Use laser beam equipment to establish and maintain proper line and grade of Work. Or use appropriately sized grade boards which are substantially supported.

C. Trench Excavation. Excavate pipe trenches to level as indicated on Standard Details. Backfill

excavation with specified bedding material to level of lower one-third of pipe barrel. Tamp and compact backfill to provide bedding at indicated grade. Form bedding foundation to minimum depth of one-eighth of pipe diameter, but not less than 12 inches.

3.03 PIPE INSTALLATION

A. Install in accordance with pipe manufacturer's recommendations and as specified in this section.

B. Install pipe only after excavation is completed, bottom of trench is shaped, bedding material is installed, and trench has been approved by Project Manager.

C. Install pipe to line and grade indicated on Drawings. Place pipe so that it has continuous bearing of

barrel on bedding material with no voids, and is laid in trench so interior surfaces of pipe follows grades and alignments indicated.


02631-512/01/2014

D. Install pipe with bells of pipe facing upstream of anticipated flow.

E. Form concentric joint with each section of adjoining pipe to prevent offsets.

F. Place and drive home newly laid sections with a sling or come-a-long winches to eliminate damage to sections. Unless otherwise approved by Project Manager, provide end protection to prevent damage while using back hoes or similar powered equipment to drive home newly laid sections.

G. Keep interior of pipe clean as installation progresses.

H Keep excavations free of water during construction and until final inspection.

I. When work is not in progress, cover exposed ends of pipes with pipe plug specifically designed to

prevent foreign material from entering pipe.

J. For PVC Pipe:

1. Provide a minimum cover as per City Standard detail from top of pavement to top of pipe, but no less than 2 feet.

2. Accomplish transitions to different material of pipe in a manhole or inlet box. No adapter,

coupling for dissimilar pipe, or saddle connections allowed.

3. Provide pipe sections in standard lengths with minimum length of 13 feet. Pipe may be field modified to shorten length no less than 4 feet, unless otherwise approved by Project Manager. Field modify pipe per manufacturer's recommendations.

4. No beveling at joint allowed. Cut to be perpendicular to longitudinal axis.

5. Provide gasketed bell and spigot joints installed per manufacturer's recommendations.

Gasketed pipe joints; clean and free of debris, show no leakage after installation. 3.04 PIPE INSTALLATION OTHER THAN OPEN CUT

A. Conform to requirements of Section 02448 - Pipe and Casing Augering for Sewers where required.

B. Conform to requirements of Section 02441 - Microtunneling and Pipe-Jacking Tunnels where required.

C. Not allowed for plastic sewer pipe.

3.05 INSTALLATION OF APPURTENANCES


02631-612/01/2014

A. Construct manholes to conform to requirements of Sections 02081 - Cast-in-place Concrete Manholes, and Section 02082 - Precast Concrete Manholes, and Section 2087 - Brick Manholes for Storm Sewers. Install frames, grate rings, and covers to conform to requirements of Section 02090 - Frames, Grates, Rings, and Covers.

B. Install PVC pipe culverts with approved end treatments. Approved end treatments include concrete

headwalls, wingwalls and collars. Refer to City Standards detail for end treatment requirements.

C. Install HDPE pipe culverts with approved end treatments. Approved end treatments include concrete headwalls, wingwalls and collars. Refer to City Standards detail for end treatment requirements.

D. Install inlets, headwalls, and wingwalls to conform to requirements of Section 02632 - Cast-in-place

Inlets, Headwalls, and Wingwalls and Section 02633 - Precast Concrete Inlets, Headwalls, and Wingwalls.

E. Rehabilitate existing manholes to conform to requirements of Section 02555 – Manhole

Rehabilitation. Adjust manhole covers and inlets to grade conforming to requirements of Section 02086 - Adjusting Manholes, Inlets, and Valve Boxes to Grade.

F. Dimension for Type C and Type E manholes shall be as shown on Drawings.


A. Perform post installation television inspection in accordance with Section 02531 – Gravity Sanitary Sewers. Hand held cameras may be used in storm sewers in lieu of requirements of Paragraph 3.09 of Section 02531 – Gravity Sanitary Sewers. Clearly stencil distance markings on each joint of pipe to indicate distance from starting manhole when using hand held cameras.

3.07 BACKFILL AND SITE CLEANUP

A. Backfill trench after pipe installation is inspected and approved by Project Manager.

B. Backfill and compact soil in accordance with Section 02317 - Excavation and Backfill for Utilities.

C. Repair and replace removed or damaged pavement and sidewalks as specified in Section 02951 - Pavement Repair and Restoration.

D. In unpaved areas, grade surface as uniform slope to natural grade as indicated on Drawings. Provide

minimum of 4 inches of topsoil and seed according to requirements of Section 02921 Hydromulch Seeding, or Section 02922 - Sodding, as required.

END OF SECTION

CITY OF HOUSTON CAST-IN-PLACE INLETS, STANDARD SPECIFICATION HEADWALLS, AND WINGWALLS

02632-1 10/01/2002

Section 02632 CAST-IN-PLACE INLETS, HEADWALLS AND WINGWALLS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Cast-in-place inlets for storm or sanitary sewers, including cast iron frame and plate or grate.

B. Cast-in-place headwalls including wingwalls for storm sewers.

C. Cast-in-place junction box with lid or grate top. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for inlets is on unit price basis for each inlet installed.

2. Payment for headwalls including wingwalls is on unit price basis for each headwall including wingwall installed.

3. Payment for junction box with lid or grate top is on unit price basis for each junction box

installed.

4. Payment for inlets and for culvert headwalls including wingwalls and junction boxes includes connection of lines and furnishing and installing frames, grates, rings, and covers.



this section is included in total Stipulated Price. 1.03 SUBMITTALS


B. Submit shop drawings for approval of design and construction details for cast-in-place units which differ from units shown on Drawings.

C. Submit manufacturers' data and details for frames, grates, rings, and covers.


02632-2 10/01/2002


A. Concrete: Class A concrete with minimum compressive strength of 4000 psi conforming to requirements of Section 03315 - Concrete for Utility Construction, unless otherwise indicated on Drawings.

B. Reinforcing Steel: Conform to requirements of Section 03315 - Concrete for Utility

Construction.

C. Concrete Bricks - Conform to requirements of Section 04210 - Brick Masonry for Utility Construction. Use manhole bricks.

D. Mortar and Hydraulic Cement - Conform to requirements of Section 04061 - Mortar.

E. Miscellaneous metals: Cast-iron frames, grates, rings, and covers conforming to requirements

of Section 02090 - Frames, Grates, Rings, and Covers. PART 3 EXECUTION 3.01 EXAMINATION

A. Verify lines and grades are correct.

B. Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION

A. Construct units complete in place to dimensions, lines and grades as shown on Drawings.

B. Excavate in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities.

C. Construct box section of inlet of Class A concrete or brick.

D. Plaster brick inlets with 1/2 inch mortar on inside. Use walls for brick inlets minimum of 8

inches thick. Conform to the requirements of Section 04210 - Brick Masonry for Utility Construction.

E. Forms required for both outside and inside faces of concrete inlet walls, however, when

nature of material excavated for inlet can be hand trimmed to smooth vertical face, outside forms may be omitted with approval of Project Manager.


02632-3 10/01/2002

F. Place reinforcing steel to conform to details shown on Drawings. Provide positive means for holding steel cages in place during concrete placement. Welding of reinforcing steel is not permitted unless noted on Drawings. Maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch, whichever is less. Regardless of variation, maintain minimum cover of concrete over reinforcement as shown on Drawings.

G. Chamfer exposed edges unless otherwise indicated on Drawings.

3.03 FINISHES

A. Cut off inlet leads neatly at inside face of inlet wall. Point up with mortar.

B. When box section of inlet complete, shape floor of inlet with mortar to conform to detailed Drawings.

C. Finish concrete surfaces in accordance with requirements of Section 03315 - Concrete for

Utility Construction. 3.04 QUALITY CONTROL

A. Verify that inlets are free of leaks. Repair leaks in approved manner. 3.05 CONNECTIONS

A. Connect inlet leads to inlets.

B. Seal leads inside and outside with hydraulic cement. 3.06 BACKFILL

A. Backfill area of excavation surrounding each completed inlet according to requirements of Section 02317 - Excavation and Backfill for Utilities.

END OF SECTION

CITY OF HOUSTON PRECAST CONCRETE INLETS, STANDARD SPECIFICATION HEADWALLS, AND WINGWALLS

02633-1 10/01/2002

Section 02633 PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Precast concrete inlets for storm or sanitary sewers, including cast iron frame and plate or grate.

B. Precast concrete headwalls and wingwalls for storm sewers.

C. Precast junction box with lid or grate top.


A. Unit Prices.

1. Payment for inlets is on unit price basis for each inlet installed.

2. Payment for headwalls and wingwalls is on unit price basis for each headwall and wingwall installed.

3. Payment for junction box with lid or grate top is on unit price basis for each junction box

installed.

4. Payment for inlets, headwalls, wingwalls, and junction boxes includes connection of lines and furnishing and installing frames, grates, rings, and covers.




A. ASTM C 76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain, and

Sewer Pipe.


02633-2 10/01/2002

1.04 SUBMITTALS


B. Submit shop drawings for approval of design and construction details for precast concrete inlets, junction box headwalls, and wingwalls. Precast units differing from standard designs shown on Drawings will be rejected unless shop drawing submittals are approved. Clearly show proposed substitution is equal or superior in every aspect to standard designs.

C. Submit manufacturers' data and details for frames, grates, rings, and covers.

1.05 STORAGE AND SHIPMENT

A. Store precast units on level blocking. Do not place loads until design strength is reached. Shipment of acceptable units may be made when 28-day strength requirements have been met.


A. Concrete: Provide concrete for precast machine-made units meeting requirements of ASTM C 76 regarding reinforced concrete, cement, aggregate, mixture, and concrete test. Minimum 28-day compressive strength shall be 4000 psi.

B. Reinforcing Steel: Place reinforcing steel to conform to details shown on Drawings and as

follows:

1. Provide positive means for holding steel cages in place throughout production of concrete units. Maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch, whichever is less. Regardless of variation, maintain minimum cover of concrete over reinforcement as shown on Drawings.

2. Welding of reinforcing steel is not permitted unless noted on Drawings.

C. Mortar and Hydraulic Cement: Conform to requirements of Section 04261 - Mortar.

D. Miscellaneous Metal: Cast-iron frames and plates conforming to requirements of Section

02090 - Frames, Grates, Rings, and Covers. 2.02 SOURCE QUALITY CONTROL

A. Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on Drawings. Concrete thickness in excess of that required will not


02633-3 10/01/2002

constitute cause for rejection provided that excess thickness does not interfere with proper jointing operations.

B. Precast Unit Identification: Mark date of manufacture and name or trademark of

manufacturer clearly on inside of inlet, headwall, or wingwall.

C. Rejection: Precast units rejected for non-conformity with these specifications and for following reasons:

1. Fractures or cracks passing through shell, except for single end crack that does not

exceed depth of joint.

2. Surface defects indicating honeycombed or open texture.

3. Damaged or misshaped ends, where damage would prevent making satisfactory joint.

D. Replacement: Immediately remove rejected units from Work site and replace with acceptable units.

E. Repairs: Occasional imperfections resulting from manufacture or accidental damage may be

repaired if, in opinion of Project Manager, repaired units conform to requirements of these specifications.

PART E X E C U T I O N 3.01 EXAMINATION

A. Verify lines and grades are correct.

B. Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION

A. Install units complete in place to dimensions, lines, and grades as shown on Drawings.

B. Excavate in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities.

C. Bed precast concrete units on foundations of firm, stable material shaped to conform to shape

of unit bases.

D. Provide adequate means to lift and place concrete units.


02633-4 10/01/2002

3.03 FINISHES

A. Use hydraulic cement to seal joints, fill lifting holes and as otherwise required.

B. When box section of inlet has been completed, shape floor of inlet with mortar to conform to Drawing details.

C. Adjust cast iron inlet plate frames to line, grade, and slope shown on Drawings. Grout frame

in place with mortar. 3.04 INLET WATERTIGHTNESS

A. Verify that inlets are free of leaks. Repair leaks in approved manner. 3.05 CONNECTIONS

A. Connect storm sewer leads to inlets as shown on Drawings. Seal connections inside and outside with hydraulic cement. Make connections watertight.

3.06 BACKFILL

A. Backfill area of excavation surrounding each completed inlet, headwall, or wingwall according to requirements of Section 02317 - Excavation and Backfill for Utilities.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CONCRETE PAVING

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Section 02751 CONCRETE PAVING PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Portland cement concrete paving. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for concrete paving is on square yard basis. Separate pay items are used for each different required thickness of pavement.

2. Payment for concrete paving, high early strength, is on square yard basis.

3. Payment for pavement repair or pavement replacement for utility projects is on a square

yard basis and includes base materials in accordance with Section 02951.


5. Refer to Paragraph 3.15, Unit Price Adjustment.


1.03 REFERENCES

A. ASTM A82 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

B. ASTM A185 - Standard Specifications for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

C. ASTM A497 – Standard Specification for Steel Welded Wire Reinforcement, Deformed, for

Concrete. D. ASTM A615 - Standard Specification for Deformed and Plain Billet - Steel Bars for

Concrete Reinforcement.

E. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.


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F. ASTM C 33 - Standard Specifications for Concrete Aggregates.

G. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

H. ASTM C 40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

I. ASTM C 42 - Standard Test Method of Obtaining and Testing Drilled Cores and Sawed

Beams of Concrete.

J. ASTM C 78 - Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third Point Loading).

K. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.

L. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse

Aggregate by Abrasion and Impact in the Los Angeles Machine.

M. ASTM C 136 - Standard Method for Sieve Analysis of Fine and Coarse Aggregates.

N. ASTM C 138 - Standard Test Method for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete.

O. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement Concrete.

P. ASTM C 150 - Standard Specification for Portland Cement.

Q. ASTM C 174 - Standard Test Method for Measuring Thickness of Concrete Elements Using

Drilled Concrete Cores.

R. ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.

S. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for Concrete.

T. ASTM C 494 - Standard Specification for Chemical Admixtures for Concrete.

U. ASTM C 618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for use as a Mineral Admixture in Portland Cement Concrete.

V. TxDOT Tex-203-F - Sand Equivalent Test. W TxDOT Tex-406-A - Material Finer than 75 Φm (No. 200) Sieve In Mineral Aggregates

(Decantation Test for Cement Aggregates).


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1.04 SUBMITTALS


B. Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages.

C. Submit for approval manufacturer's description and characteristics for mixing equipment, and

for traveling form paver, when proposed for use.

D. Submit manufacturer's certificates giving properties of reinforcing steel. Include certificate of compliance with ASTM A 82. Provide specimens for testing when required by Project Manager.

1.05 HANDLING AND STORAGE

A. Do not mix different classes of aggregate without written permission of Project Manager.

B. Class of aggregate being used may be changed before or during Work with written permission of Project Manager. Comply new class with specifications.

C. Reject segregated aggregate. Before using aggregate whose particles are separated by size,

mix them uniformly to grading requirements.

D. Reject aggregates mixed with dirt, weeds, or foreign matter.

E. Do not dump or store aggregate in roadbed. PART 2 P R O D U C T S 2.01 MATERIALS

A. Portland Cement:

1. Sample and test cement to verify compliance with Standards of ASTM C 150, Type I or Type III.

2. Bulk cement which meets referenced standards may be used when method of handling is

approved by Project Manager. When using bulk cement, provide satisfactory weighing devices.

3. Fly ash which meets standards of ASTM C 618 may be used as mineral fill when method

of handling is approved by Project Manager.


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B. Water: Conform to requirements for water in ASTM C 94.

C. Coarse Aggregate: Crushed stone, gravel, or combination thereof, which is clean, hard, and durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test (ASTM C 131).

1. Maximum percentage by weight of deleterious substances shall not exceed following

values:

Item

Percent by Weight of

Total Sample Maximum

Clay lumps and friable particles Material finer than 75-μm (No. 200) sieve:

Concrete subject to abrasion All Other concrete

Coal and lignite: Where surface appearance of concrete is of importance All other concrete

3.0

3.0* 5.0*

0.5 1.0

* In case of manufactured sand, when material finer than 75-μm (No. 200) sieve consists of dust of fracture, essentially free from clay or shale, these limits may be increased to 5 and 7 percent, respectively.

2. Conform coarse aggregate (size 1 1/2 inch to No. 4 sieve) to requirements of ASTM C

33. Use gradation within following limits when graded in accordance with ASTM C 136:

Sieve Designation (Square Openings)

Percentage by Weight

Retained on 1 3/4" sieve Retained on 1 1/2"sieve Retained on 3/4" sieve Retained on 3/8" sieve Retained on No. 4 sieve Loss by Decantation Test *Method Tex-406-A

0 0 to 5 30 to 65 70 to 90 95 to 100 1.0 maximum

* In case of aggregates made primarily from crushing of stone, when material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of TxDOT Tex-406-A, percent may be increased to 1.5.

D. Fine Aggregate: Sand, manufactured sand, or combination thereof, composed of clean, hard,

durable, uncoated grains, free from loams or other injurious foreign matter. Conform fine aggregate for concrete to requirements of ASTM C 33. Use gradation within following limits when graded in accordance with ASTM C 136:

Sieve Designation (Square Openings)

Percentage by Weight


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Retained on 3/8" sieve Retained on No. 4 sieve Retained on No. 8 sieve Retained on No. 16 sieve Retained on No. 30 sieve Retained on No. 50 sieve Retained on No. 100 sieve Retained on No. 200 sieve

0 0 to 5 0 to 20 15 to 50 35 to 75 65 to 90 90 to 100 97 to 100

1. When subjected to color test for organic impurities (ASTM C 40), fine aggregate shall

not show color darker than standard color. Fine aggregate shall be subjected to Sand Equivalent Test (Tex-203-F). Sand equivalent value shall not be less than 80, unless higher value is shown on Drawings.

E. Mineral Filler: Type “C” or Type “F” fly ash of acceptable quality and meeting requirements

of ASTM C 618 may be used as mineral admixture in concrete mixture. When fly ash mineral filler is used, store and inspect in accordance with ASTM C 618. Do not use fly ash in amounts to exceed 25 percent by weight of cementatious material in mix design. Cement content may be reduced when strength requirements can be met. Note: When fly ash is used, term "cement" is defined as cement plus fly ash.

F. Air Entraining Agent: Furnish air entraining agent conforming to requirements of ASTM C

260.

G. Water Reducer: Water reducing admixture conforming to requirements of ASTM C 494 may be used when required to improve workability of concrete. Amount and type of admixture is subject to approval by Project Manager.

H. Reinforcing Steel:

1. Provide new billet steel manufactured by open hearth process and conforming to ASTM

A 615, Grade 60. Store steel to protect it from mechanical injury and rust. At time of placement, steel shall be free from dirt, scale, rust, paint, oil, or other injurious materials.

2. Cold bend reinforcing steel to shapes shown. Once steel has been bent, it may not be

rebent. 3. Provide wire fabric conforming to ASTM A 82. Use fabric in which longitudinal and

transverse wires have been electrically welded at points of intersection. Welds shall have sufficient strength not to be broken during handling or placing. Conform welding and fabrication of fabric sheets to ASTM A 185.

2.02 EQUIPMENT

A. Conform Equipment to requirements of ASTM C94.


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2.03 MIXING

A. Flexural strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C78 (using simple beam with third-point loading). Compressive strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Determine and measure batch quantity of each ingredient, including water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on Drawings.

B. Mix design to produce concrete which will have flexural strength of 500 psi at 7 days and

600 psi at 28 days. Minimum compressive strength shall be 3000 pounds per square inches for 7 days and 3500 pounds per square inches at 28 days when tested in accordance with ASTM C39. Slump of concrete shall be at least 2 inches but no more than 5 inches, when tested in accordance with ASTM C143.

1. Concrete pavement, including curb, curb and gutter, and saw-tooth curb, shall contain at

least 5 1/2 sacks (94 pounds per sack) of cement per cubic yard, with not more than 6.5 gallons of water, net, per sack of cement (water-cement ratio maximum 0.57). Determine cement content in accordance with ASTM C 138. Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified.

2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete.

3. Add air-entraining admixture to ensure uniform distribution of agent throughout batch.

Base air content of freshly mixed air-entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability. Percentage of air entrainment in mix shall be 4 1/2 percent plus or minus 1 1/2 percent. Determine air content by testing in accordance with ASTM C 231.

4. Use retardant when temperature exceeds 90 degrees F. Proportion as recommended by

manufacturer. Use same brand as used for air-entraining agent. Add and batch material using same methods as used for air-entraining agent.

C. Use high early strength concrete pavement to limits shown on Drawings. Design to meet

following:

1. Concrete Mix: Flexural strength greater than or equal to 500 psi at 72 hours.

2. Cement: Minimum of 7 sacks of cement per cubic yard of concrete.

3. Water-Cement Ratio maximum of 0.45. Slump of concrete shall a maximum of 5 inches, when tested in accordance with ASTM C 143.


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4. Other requirements for proportioning, mixing, execution, testing, etc., shall be in accordance with this Section 02751 - Concrete Paving.


A. Verify compacted base is ready to support imposed loads and meets compaction requirements.

B. Verify lines and grades are correct.

3.02 PREPARATION

A. Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template.

B. Remove subgrade that will not support loaded form. Replace and compact subgrade to

required density. 3.03 EQUIPMENT

A. Alternate equipment and methods, other than those required by this Section, may be used provided equal or better results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order.

B. Subgrade Planer and Template:

1. Use subgrade planer with adjustable cutting blades to trim subgrade to exact section

shown on Drawings. Select planer mounted on visible rollers which ride on forms. Planer frame must have sufficient weight so that it will remain on form, and have strength and rigidity that, under tests made by changing support from wheels to center, planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used, operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase.

2. Provide template for checking contour of subgrade. Template shall be long enough to

rest upon side forms and have strength and rigidity that, when supported at center, maximum deflection shall not exceed 1/8 inch. Fit template with accurately adjustable rods projecting downward at 1 foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms.


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C. Machine Finisher: Provide power-driven, transverse finishing machine designed and operated to strike off and consolidate concrete. Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms. Use finishing machine with rubber tires when it operates on concrete pavement.

D. Hand Finishing:

1. Provide mechanical strike and tamping template 2 feet longer than width of pavement to

be finished. Shape template to pavement section.

2. Provide two bridges to ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools.

E. Burlap Drag or transverse broom for Finishing Slab: Furnish four plies of 10 ounce burlap

material fastened to bridge to form continuous strip of burlap full width of pavement. Maintain contact 3 foot width of burlap material with pavement surface. Keep burlap drags clean and free of encrusted mortar.

F. Vibrators: Furnish mechanically-operated, synchronized vibrators mounted on tamping bar

which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation.

G. Traveling Form Paver: Approved traveling form paver may be used in lieu of construction

methods employing forms, consolidating, finishing and floating equipment. Meet requirements of this specification for subgrade, pavement tolerances, pavement depth, alignments, consolidation, finishing and workmanship. When traveling form paver does not provide concrete paving that meets compaction, finish, and tolerance requirements of this Specification, immediately discontinue its use and use conventional methods.

1. Equip traveling paver with longitudinal transangular finishing float adjustable to crown

and grade. Use float long enough to extend across pavement to side forms or edge of slab.

2. Ensure that continuous deposit of concrete can be made at paver to minimize starting and

stopping. Use conventional means of paving locations inaccessible to traveling paver, or having horizontal or vertical curvature that traveling paver cannot negotiate.

3. Where Drawings require tie bars for adjacent paving, securely tie and support bars to

prevent displacement. Tie bars may be installed with approved mechanical bar inserter mounted on traveling-form paver. Replace pavement in which tie bars assume final position other than that shown on Drawings.

3.04 FORMS

A. Side Forms: Use metal forms of approved shape and section. Preferred depth of form is equal to required edge thickness of pavement. Forms with depths greater or less than


02751-9 7/01/2009

required edge thickness of pavement will be permitted, provided difference between form depth and edge thickness when not greater than 1 inch, and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form, or by grouting under form. Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. Forms shall be approved by Project Manager. Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200 foot radius or less. Forms shall have ample strength and shall be provided with adequate devices for secure setting so that when in-place they will withstand, without visible springing or settlement, impact and vibration of finishing machine. In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide straight edge on concrete. Top of each form section, when tested with straight edge, shall conform to requirements specified for surface of completed pavement. Provide sufficient forms for satisfactory placement of concrete. For short radius curves, forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and driveways, wood forms of good grade and quality may be used.

B. Form Setting:

1. Rest forms directly on subgrade. Do not shim with pebbles or dirt. Accurately set forms

to required grade and alignment and, during entire operation of placing, compacting and finishing of concrete, do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least 300 feet ahead of mixer or as approved by Project Manager.

2. Adjacent slabs may be used instead of forms, provided that concrete is well protected

from possible damage by finishing equipment. Do not use adjacent slabs for forms until concrete has aged at least 7 days.

3.05 REINFORCING STEEL AND JOINT ASSEMBLIES

A. Place reinforcing steel and joint assemblies and position securely as indicated on Drawings. Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Secure reinforcing steel to chairs.

B. Position pavement joint assemblies at required locations and elevations, and rigidly secure in

position. Install dowel bars in joint assemblies, each parallel to pavement surface and to center line of pavement, as shown.

C. Cut header boards, joint filler, and other material used for forming joints to receive each

dowel bar.


02751-10 7/01/2009

D. Secure in required position to prevent displacement during placing and finishing of concrete.

E. Drill dowels into existing pavement, secure with epoxy, and provide paving headers as required to provide rigid pavement sections.

F. Use sufficient number of chairs for steel reinforcement bars to maintain position of bars

within allowable tolerances. Place reinforcement as shown on Drawings. In plane of steel parallel to nearest surface of concrete, bars shall not vary from plan placement by more than 1/12 of spacing between bars. In plane of steel perpendicular to nearest surface of concrete, bars shall not vary from plan placement by more than 1/4 inch.

3.06 FIBROUS REINFORCING

A. Do not use fibrous reinforcing to replace structural, load-bearing, or moment-reinforcing steel.

3.07 PLACEMENT

A. Place concrete when air temperature taken in shade and away from artificial heat is above 35

degrees F and rising. Do not place concrete when temperature is below 40 degrees F and falling.

B. Place concrete within 90 minutes after initial water had been added. Remove and dispose of

concrete not placed within this period.

C. Concrete slump during placement shall be 1 to 5 inches, except when using traveling-form paver, slump shall be maximum of 2 inches.

D. Deposit concrete continuously in successive batches. Distribute concrete in manner that will

require as little rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. At placement interruption of more than 30 minutes, place transverse construction joint at stopping point. Remove and replace sections less than 10 feet long.

E. Take special care in placing and spading concrete against forms and at longitudinal and

transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection.

3.08 COMPACTION

A. Consolidate concrete using mechanical vibrators as specified herein. Extend vibratory unit across pavement, not quite touching side forms. Space individual vibrators at close enough intervals to vibrate and consolidate entire width of pavement uniformly. Mount mechanical vibrators to avoid contact with forms, reinforcement, transverse or longitudinal joints.


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B. Furnish enough hand-manipulated mechanical vibrators for proper consolidation of concrete along forms, at joints and in areas not covered by mechanically controlled vibrators.

3.09 FINISHING

A. Finish concrete pavement with power-driven transverse finishing machines or by hand finishing methods. 1. Hand finish with mechanical strike and tamping template in same width as pavement to

be finished. Shape template to pavement section shown on Drawings. Move strike template forward in direction of placement, maintaining slight excess of material in front of cutting edge. Make minimum of two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface.

B. On narrow strips and transitions, finish concrete pavement by hand. Thoroughly work

concrete around reinforcement and embedded fixtures. Strike off concrete with strike-off screed. Move strike-off screed forward with combined transverse and longitudinal motion in direction work is progressing, maintaining screed in contact with forms, and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template. Use longitudinal float to level surface.

C. After completion of straightedge operation, make first pass of burlap drag or transverse

broom as soon as construction operations permit and before water sheen has disappeared from surface. Follow with as many passes as required to produce desired texture depth. Permit no unnecessary delays between passes. Keep drag wet, clean and free from encrusted mortar during use.

3.10 JOINTS AND JOINT SEALING

A. Conform to requirements of Section 02752 - Concrete Pavement Joints. 3.11 CONCRETE CURING

A. Conform to requirements of Section 02753 - Concrete Pavement Curing. 3.12 TOLERANCES


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A. Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10 foot straightedge parallel to center of roadway to bridge depressions and touch high spots. Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10 foot straightedge shall not exceed 1/8 inch. Grind spots in excess of required tolerances to meet surface test requirements. Restore texture by grooving concrete to meet surface finishing specifications.


A. Perform testing under provisions of Section 01454 - Testing Laboratory Services.

B. Compressive Strength Test Specimens: Make four test specimens for compressive strength test in accordance with ASTM C 31 for each 150 cubic yards or less of pavement that is placed in one day. Test two specimens at 7 days or at number of hours as directed by the Project Manager for high early strength concrete. Test remaining two specimens at 28 days. Test specimens in accordance with ASTM C 39. Minimum compressive strength shall be 3000 pounds per square inch for first two specimens and 3500 pounds per square inch at 28 days.

C. When compressive test indicates failure, make yield test in accordance with ASTM C 138 for

cement content per cubic yard of concrete. When cement content is found to be less than that specified per cubic yard, increase batch weights until amount of cement per cubic yard of concrete conforms to requirements.

D. Minimum of one 4 inch core will be taken at random locations per 375 feet per 12 feet lane

or 500 square yards of pavement to measure in-place depth. Measure depth in accordance with ASTM C 174. Each core may be tested for 28 day compressive strength according to methods of ASTM C 42. 28 day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch.

E. Request, at option, three additional cores in vicinity of cores indicating nonconforming in-

place depths at no cost to City. In-place depth at these locations shall be average depth of four cores.

F. Fill cores and density test sections with new concrete paving or non shrink grout.

3.14 NONCONFORMING PAVEMENT

A. Remove and replace areas of pavement found deficient in thickness by more than 10 percent, or that fail compressive strength tests, with concrete of thickness shown on Drawings.

B. When measurement of any core is less than specified thickness by more than 10 percent,

actual thickness of pavement in this area will be determined by taking additional cores at 10 foot intervals parallel to centerline in each direction from deficient core until, in each direction, core is taken which is not deficient by more than 10 percent. Exploratory cores for


02751-13 7/01/2009

deficient thickness will not be used in averages for adjusted unit price. Exploratory cores are to be used only to determine length of pavement in unit that is to be removed and replaced. Replace nonconforming pavement sections at no additional cost to City.

3.15 UNIT PRICE ADJUSTMENT

A. Unit price adjustments shall be made for in-place depth determined by cores as follows:

1. Adjusted Unit Price shall be ratio of average thickness as determined by cores to thickness bid upon, times unit price.

2. Apply adjustment to lower limit of 90 percent and upper limit of 100 percent of unit

price.

3. Average depth below 90 percent but greater than 80 percent may be accepted by Project Manager at adjusted Unit Price of:

a. Unit Price Bid - [2 x (1-ratio) x Unit Price Bid] b. Ratio equals average core thickness divided by thickness bid upon c. 0.9 ratio pays 80 percent of unit price and 0.8 ratio pays 60 percent of unit price.

4. Average depth below 80 percent will be rejected by Project Manager.

3.16 PAVEMENT MARKINGS

A. Restore pavement markings to match those existing in accordance with City of Houston standard specifications and details and Project Manager's requirements.

3.17 PROTECTION

A. Barricade pavement section to prevent use until concrete has attained minimum design strength. Cure barricade pavement section for minimum 72 hours before use. Do not open pavement to traffic until concrete is at least 10 days old. Pavement may be open to traffic earlier provided Contractor pays for testing and additional specimen once 7 day specified strength is obtained. Pavement may be opened when high early strength concrete is used meeting specified 72 hour strength.

B. High early strength concrete may be used to provide access at driveways, street intersections,

esplanades and other locations approved by Project Manager.

C. On those sections of pavement to be opened to traffic, seal joints, clean pavement, and place earth against pavement edges before permitting use by traffic. Opening of pavement to traffic shall not relieve responsibility for Work.


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D. Maintain concrete paving in good condition until completion of Work.

E. Repair defects by replacing concrete to full depth. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS

02752-1 10/01/2002

Section 02752 CONCRETE PAVEMENT JOINTS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Joints for concrete paving; concrete sidewalks, concrete driveways, curbs, and curb and gutters.

B. Saw-cutting existing concrete or asphalt pavements for new joints.


A. Unit Prices.

1. Payment for street pavement expansion joints, with or without load transfer, is on linear foot basis.

2. Payment for horizontal dowels is on a unit price basis for each horizontal dowel.

3. No separate payment will be made for formed or sawed street pavement contraction

joints and longitudinal weakened plane joints. Include payment in unit price for Concrete Paving.

4. No separate payment will be made for joints for Curb, Curb and Gutter, Saw-tooth

Curb, Concrete Sidewalks, and Concrete Driveways. Include payment in unit price for Curb and Gutter, Concrete Sidewalks, and Concrete Driveways.

5. Payment will be made for Preformed Expansion Joints on a linear foot basis only

when field conditions require that sidewalk be moved adjacent to existing concrete structure (i.e., street, back of curb, etc.).




A. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.


02752-2 10/01/2002

B. ASTM D 994 - Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type).

C. ASTM D 1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

D. ASTM D 3405 - Standard Specification for Joint Sealants, Hot-Applied, for Concrete and Asphalt Pavements.

E. TxDOT Tex-525-C - Tests for Asphalt and Concrete Joint Sealers

1.04 SUBMITTALS


B. Submit product data for joint sealing compound and proposed sealing equipment for approval.

C. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. Submit manufacturer's recommendation for placing sealant(s).

PART 2 P R O D U C T S 2.01 BOARD EXPANSION JOINT MATERIAL

A. Filler board of selected stock. Use wood of density and type as follows:

1. Clear, all-heart cypress weighing no more than 40 pounds per cubic foot, after being oven dried to constant weight.

2. Clear, all-heart redwood weighing no more than 30 pounds per cubic foot, after being

oven dried to constant weight. 2.02 PREFORMED EXPANSION JOINT MATERIAL

A. Bituminous fiber and bituminous mastic composition material conforming to ASTM D 994

and ASTM D 1751. 2.03 JOINT SEALING COMPOUND

A. Conform joint sealants to one of sealant classes described in this section.

B. Conform hot-poured rubber-asphalt compound to ASTM D 3405.

C. Two-component Synthetic Polymer.


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1. Curing is to be by polymerization and not by evaporation of solvent or fluxing of harder particles.

2. Cure sufficiently at average temperature of 25 ± 1 C (77 ± 2 F) so as not to pick up

under wheels of traffic in maximum three hours.

3. Performance requirements, when tested in accordance with TxDOT Tex-525-C, shall meet above curing times and requirements as follows:

Cold-Extruded and Cold-Pourable (Self-Leveling) Specifications Property

Requirement

Penetration, 25 C (77 F) 150 g Cone, 5 s, 0.1 mm (in.), maximum

130

Bond and Extension 50%, -29 C (-20 F), 3 cycles: *Dry Concrete Block *Steel blocks (Primed, if recommended by manufacturer) *Steel blocks shall be used when armor joints are specified

Pass Pass

Flow at 70 C (158 F)

None

Water content % by mass, maximum

5.0

Resilience: * Original sample, % min. (cured) * Oven-aged at 70 C (158 F), % min.

50 50

Cold-extruded material only - Cold Flow (10 minutes)

None

After bond and extension test, there shall be no evidence of cracking, separation or other opening that is over 3 millimeters (1/8 inch) deep in sealer or between sealer and test blocks.

4. Provide cold-extruded type for vertical or sloping joints.

5. Provide self-leveling type for horizontal joints.

D. Self-Leveling, Low Modulus Silicone or Polyurethane Sealant for Asphaltic Concrete and

Portland Cement Concrete Joints. This shall be a single component self-leveling silicone or polyurethane material that is compatible with both asphalt and concrete pavements. The sealer shall not require a primer for bond; a backer rod shall be required which is compatible with the sealant; no reaction shall occur between rod and sealant.

When tested in accordance with TxDOT Tex-525-C, self-leveling sealant shall meet following requirements:


02752-4 10/01/2002

Self-Leveling, Low Modulus Silicone or Polyurethane Sealant Property Requirements Tack Free Time, 25 ± 1 C (77 ± 2 F), minutes 120 maximum Nonvolatile content, % by mass 93 minimum Tensile Strength and 24 Hour Extension Test: * Initial, 10-day cure, 25 ± 1 C (77 ± 2 F), kPa (psi) * After Water Immersion, kPa (psi) * After Heat Aging, kPa (psi) * After Cycling, -29 C (-20 F), 50%, 3 cycles, kPa (psi) * 24 Hour Extension

* 21 to 69 (3 to 10) * 21 to 69 (3 to 10) * 21 to 69 (3 to 10) * 21 to 69 (3 to 10) * Pass (All Specimens) After 24 hours, there shall be no evidence of cracking, separation or other opening that is over 3 mm (1/8 in.) deep at any point in the sealer or between the sealer and test blocks.

2.04 LOAD TRANSMISSION DEVICES

A. Smooth, steel dowel bars conforming to ASTM A 615, Grade 60. When indicated on Drawings, encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar.

B. Deformed steel tie bars conforming to ASTM A 615, Grade 60.

2.05 SUPPORTS FOR REINFORCING STEEL AND JOINT ASSEMBLY

A. Employ supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by Project Manager.

PART 3 E X E C U T I O N 3.01 PLACEMENT

A. When new Work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement.


02752-5 10/01/2002

B. If limit of removal of existing concrete or asphalt pavement does not fall on existing joint, saw cut existing pavement minimum of 2 inches deep to provide straight, smooth joint surface without chipping, spalling or cracks.

3.02 CONSTRUCTION JOINTS

A. Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No. 6 deformed tie bars, 30 inches long and spaced 18 inches on centers.

3.03 EXPANSION JOINTS

A. Place 3/4 inch expansion joints at radius points of curb returns for cross street intersections, or as located in adjacent pavement but no further than 80 feet apart. Use no boards shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of board. Secure pieces to form straight joint. Shape board filler accurately to cross section of concrete slab. Use load transmission devices of type and size shown on Drawings unless otherwise specified or shown as "No Load Transfer Device." Seal with joint sealing compound.

3.04 CONTRACTION JOINTS

A. Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Drawings. Place smoothed, painted and oiled dowels accurately and normal to joint. Seal groove with joint sealing compound.

3.05 LONGITUDINAL WEAKENED PLANE JOINTS

A. Place longitudinal weakened plane joints at spaces indicated on Drawings. If more than 15 feet in width is poured, longitudinal joint must be saw cut. Seal groove with joint sealing compound.

3.06 SAWED JOINTS

A. Use sawed joints as alternate to contraction and weakened plane joints. Use circular cutter capable of cutting straight line groove minimum of 1/4 inch wide. Maintain depth of one quarter of pavement thickness. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, continue until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement.

B. Concrete Saw: Provide sawing equipment adequate in power to complete sawing to required

dimensions and within required time. Maintain ample supply of saw blades at work site during sawing operations. Maintain sawing equipment on job during concrete placement.


02752-6 10/01/2002

3.07 JOINTS FOR CURB, CURB AND GUTTER

A. Place 3/4 inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement, at end of radius returns at street intersections and driveways, and at curb inlets. Maximum spacing shall be 120-foot centers.

3.08 JOINTS FOR CONCRETE SIDEWALKS

A. Provide 3/4 inch expansion joints conforming to ASTM A 1751 along and across sidewalk at back of curbs, at intersections with driveways, steps, and walls; and across walk at intervals not to exceed 36 feet. Provide expansion joint material conforming to ASTM D 994 for small radius curves and around fire hydrants and utility poles. Extend expansion joint material full depth of slab.

3.9 JOINTS FOR CONCRETE DRIVEWAYS

A. Provide 3/4-inch expansion joints conforming to ASTM D 1751 across driveway in line with street face of sidewalks, at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion joint material full depth of slab.

3.10 JOINT SEALING

A. Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F and less than 85 degrees F and weather is not foggy or rainy.

B. Use joint sealing equipment in like new working condition throughout joint sealing operation,

and be approved by Project Manager. Use concrete grooving machine or power-operated wire brush and other equipment such as plow, brooms, brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints.

C. Clean joints of loose scale, dirt, dust and curing compound. The term joint includes wide

joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints.

D. Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so

that, upon completion, surface of sealer within joint will be 1/4 inch above level of adjacent surface or at elevation as directed.

3.11 PROTECTION

A. Maintain joints in good condition until completion of Work.

B. Replace damaged joints material with new material as required by this Section. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CONCRETE PAVEMENT CURING

02753-1 10/01/2002

Section 02753 CONCRETE PAVEMENT CURING PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Curing of Portland cement concrete paving. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for concrete curing under this Section. Include payment in unit price for Concrete Paving, Concrete Sidewalks, Concrete Driveways, Curbs, and Curb and Gutters.




A. ASTM C 156 - Standard Test Method for Water Retention by Concrete Curing Materials.

B. ASTM C 171 - Standard Specifications for Sheet Materials for Curing Concrete.

C. ASTM C 309 - Standard Specifications for Liquid Membrane-Forming Compounds for Curing Concrete.

1.04 SUBMITTALS


B. Submit manufacturer's product data for cover materials and liquid membrane-forming compounds.

PART 2 P R O D U C T S 2.01 COVER MATERIALS FOR CURING


02753-2 10/01/2002

A. Conform curing materials to one of the following:

1. Polyethylene Film: Opaque pigmented white film conforming to requirements of ASTM C 171.

2. Waterproofed Paper: Paper conforming to requirements of ASTM C 171.

3. Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth.

Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Stitch mats so that mat will contact surface of pavement at all points when saturated with water.

2.02 LIQUID MEMBRANE-FORMING COMPOUNDS

A. Conform liquid membrane-forming compounds to ASTM C 309. Membrane shall restrict loss of water to not more than 0.55 kg/m2 in 72 hours using test method ASTM C 156.

PART 3 E X E C U T I O N 3.01 CURING REQUIREMENT

A. Cure concrete pavement by protecting against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphalt concrete.

B. Failure to provide sufficient cover material shall be cause for immediate suspension of

concreting operations. 3.02 POLYETHYLENE FILM CURING

A. Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray. Cover surface with polyethylene film so film will remain in direct contact with surface during specified curing period.

B. Cover entire surface and both edges of pavement slab. Overlap joints in film sheets

minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture-proof patches or replacing.

3.03 WATERPROOFED PAPER CURING


02753-3 10/01/2002

A. Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray. Cover surface with waterproofed paper so paper will remain in direct contact with surface during specified curing period.

B. Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and

both edges of pavement slab, and not be more than 60 feet in length. Overlap joints in blankets caused by joining paper sheets not less than 5 inches and securely seal with asphalt cement having melting point of approximately 180 degrees F. Place blankets to secure overlap of at least 12 inches. Immediately repair tears or holes appearing in paper during curing period by cementing patches over defects.

3.04 COTTON MAT CURING

A. Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats, thoroughly saturated before application, maintaining contact with surface of pavement equally at all points.

B. Keep mats on pavement for specified curing period. Keep mats saturated so that, when

lightly compressed, water will drip freely from them. Keep banked earth or cotton mat covering edges saturated.

3.05 LIQUID MEMBRANE-FORMING COMPOUNDS

A. Immediately after free surface moisture, and after concrete has dispersed, apply liquid membrane-forming compound in accordance with manufacturer's instructions.

B. Moisten concrete by water fogging prior to application of membrane when surface has

become dry.

C. Seal concrete surface with single coat at rate of coverage recommended by manufacturer and directed by Project Manager, but not less than one gallon per 200 square feet of surface area.

3.06 TESTING MEMBRANE

A. Treated areas will be visually inspected for areas of lighter color of dry concrete as compared to dump concrete. Test suspected areas by placing few drops of water on surface. Membrane passes test when water stands in rounded beads or small pools which can be blown along surface of concrete without wetting surface.

B. Reapply membrane compound immediately at no cost to City when membrane fails above

test. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION RAISED PAVEMENT MARKERS

02764-1 07/01/2012

Section 02764

RAISED PAVEMENT MARKERS

PART 1 GENERAL 1.01 SECTION INCLUDES

A. Raised pavement markers which include reflectorized and nonreflectorized traffic buttons, pavement markers and jiggle bars all of which are capable of being attached to a roadway surface by an adhesive.


A. Unit Prices

1. Payment will be based on the number of satisfactorily installed pavement markers.

2. Unit price bid for each item shall be full compensation for materials, application

of raised pavement markings, equipment, labor, tools, and incidentals necessary to complete Work in accordance with the plans and specifications.

B. Stipulated Price (Lump Sum). When Contract is Stipulated Price Contract, payment

for work in the Section is included in total Stipulated Price. 1.03 MATERIAL

A. All Jiggle Bar Tiles shall conform to the requirements of TxDOT DMS-4100, “Jiggle Bar Tiles.”

B. Raised Pavement Markers shall conform to the requirements of TxDOT DMS-4200, “Pavement Markers (Reflectorized).”

C. Traffic Buttons shall conform to the requirements of TxDOT DMS-4300, Traffic

Buttons.”

D. Testing. The Engineer reserves the right to perform any or all tests required by this item as a check on the tests reported by the manufacturer. Upon request, the Contractor shall furnish, free of charge, samples of the material of the size and in the amount determined by the Engineer for test purposes. In case of any variance, the Engineer’s tests will govern.


02764-2 07/01/2012

1.04 EQUIPMENT

A. Provide the necessary equipment to conduct the work specified herein. PART 2 PRODUCTS 2.01 CONSTRUCTION

A. The Contractor shall establish guides to mark the lateral location of pavement markings as shown on the plans or as directed by the Engineer. The Engineer shall approve locations of these markings and may authorize necessary adjustments from the plans.

B. The reflective faces of all Type II markers shall be positioned so that the direction of reflection of one (1) face shall be directly opposite to the direction of reflection of the other face.

C. Raised Pavement markers Type I-C shall have clear reflector face towards traffic.

Raised pavement markers Type II C-R, shall have the clear face toward the normal traffic flow and the red face toward wrong-way traffic.

D. Unless otherwise shown on the plans or specified by the Engineer, all raised pavement

markers placed in broken lines shall be placed in line with and midway between the stripes. The first and last raised pavement marker in a no-passing line shall be a reflective marker. Buttons used to simulate a 10 feet skip lane lines shall be spaced at 40 inches.

E. The pavement markers not placed in accordance with the plans or as directed by the

Engineer shall be removed by the Contractor at the Contractor’s expense.

F. Removal of existing pavement markers or residual adhesive from a missing pavement marker prior to placement of new or replacement marker(s) shall be in conformance with Section 02762, “Blast Cleaning of Pavement.” The portion of the highway surface to which the raised pavement marker is attached by the adhesive shall be clean and free of dirt, grease, oil, and moisture at the time of installation. Surface preparation for installation of raised pavement markers will not be paid for directly, but shall be considered subsidiary to this item. Unsound pavement or other materials that would adversely affect the bond of the adhesive shall not be an acceptable surface.

G. The hot epoxy adhesive shall be applied so that 100 percent of the bonding area of the

raised pavement marker will be in contact and shall be of sufficient thickness so that excess adhesive shall be forced out around the perimeter of the raised pavement marker but without impairing the functional capability of the reflectivity of the pavement marker. When the project is complete, the raised pavement marker shall be firmly bonded to the pavement; lines formed by the raised pavement markers shall be true, and the entire installation shall present a neat appearance.


02764-3 07/01/2012

H. Where required by the Engineer, pavement markings outside the limits of this project

will be removed or adjusted to provide for a proper tie into this project. The old markings shall be removed or defaced in such a manner that they do not give the appearance of traffic pavement markings.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS

02767-1 07/01/2012

Section 02767

THERMOPLASTIC PAVEMENT MARKINGS PART 1 GENERAL 1.01 SECTION INCLUDES

A. This item includes the application of thermoplastic pavement markings, in conformance with the minimum optical and physical properties required for a thermoplastic road marking compound described herein, in a molten state, onto a pavement surface.


A. Unit Prices

1. Payment for thermoplastic pavement markings is on a linear foot basis.

2. Payment for words and symbols is for each word or symbol.

3. Payment for railroad crossing markings, to include stop line and two transverse lines, is for each crossing marked. For multi-lane approaches to railroad crossings, the solid 8-inch lines will be measured in linear feet, complete in place.

4. Unit price bid for each item shall be full compensation for materials, application

of pavement markings, equipment, labor, tools, and incidentals necessary to complete Work in accordance with the plans and specifications.

B. Stipulated Price (Lump Sum). When Contract is Stipulated Price Contract, payment for work in the Section is included in total Stipulated Price.

1.03 MATERIAL

A. All materials shall conform to the requirements of TxDOT DMS-8220 “Hot Applied Thermoplastic.” Thermoplastic materials shall be stored in a dry environment to minimize the amount of moisture retained during storage.

1.04 EQUIPMENT

A. Provide the necessary equipment to conduct the work specified herein. All equipment shall be maintained in good working order such that neat and clean thermoplastic markings are applied at the proper thicknesses and glass beads are placed at the correct rate. Equipment that is deemed deficient by the Engineer shall be replaced immediately.


02767-2 07/01/2012

PART 2 PRODUCTS 2.01 CONSTRUCTION

The appearance of the finished markings shall have a uniform surface, crisp edges with a minimum over-spray, clean cut-off, meet straightness requirements and conform to the design drawings and/or engineer instructions.

The contractor shall provide the Engineer with certification from the marking manufacturer that contractor has been adequately trained and certified to apply the manufacturer's material. This certification shall be considered current if the certification date provided by the manufacturer is within two years of the date of marking application. All striping and pavement markings shall be placed in accordance with the requirements of this specification, the detailed plans, and the current edition of the Texas Manual on Uniform Traffic Control Devices (TMUTCD). The Contractor shall provide all other engineering services necessary for pre-marking of all proposed stripe within the limits of the designated work. Unless authorized otherwise in writing by the Engineer, striping shall be accomplished during daylight hours. Approved lighting arrangements will be required for night time operations when allowed. The Contractor may be required to place markings over existing markings, as determined by the Engineer. The Contractor shall adjust the operation of the thermoplastic screed shoe to match the previous lengths of stripes and skips, when necessary. Failure of the striping material to adhere to the pavement surface during the life of the contract shall be prima facie evidence that the materials, even though complying with these specifications, or the application thereof, was inconsistent with the intent of the requirements for the work under the latest City specifications and shall be cause for ordering corrective action or replacement of the marking without additional cost to the City. Unless otherwise approved by the Engineer, permanent pavement markings on newly constructed pavements surfaced with asphaltic concrete or bituminous seals shall not be applied for a minimum of 14 days or a maximum 35 days. Temporary pavement marking shall be provided during the 14 to 35 day period.

A. Surface Preparation.

1. Moisture. All surfaces shall be inspected for moisture content prior to application

of thermoplastic. Approximately two square feet of a clear plastic or tar paper shall be laid on the road surface and held in place for 15 to 20 minutes. The underside of the plastic or tar paper shall then be inspected for a buildup of condensed moisture from the road surface. Pavement is considered dry if there is


02767-3 07/01/2012

no condensation on the underside of the plastic or tarpaper. In the event of moisture, this test shall be repeated until there is no moisture on the underside of the plastic or tar paper.

2. Cleaning. All surfaces shall be clean and dry, as defined in Section 535.4.A.1,

before thermoplastic can be applied. Loose dirt and debris shall be removed by thoroughly blowing compressed air over the area to be striped. If the thermoplastic is to be applied over existing paint lines, the paint line shall be swept with a mechanical sweeper or wirebrush to remove poorly adhered paint and dirt that would interfere with the proper bonding or the thermoplastic. Additional cleaning through the use of compressed air may be required to remove embedded dirt and debris after sweeping. Latence and curing compound shall be removed from all new portland cement concrete surfaces in accordance with Section 02762, “Blast Cleaning of Pavement.”

3. Layout. The pavement markings shall be placed in proper alignment with

guidelines established on the roadway. Deviation from the alignment established shall not exceed 2 inches and, in addition, the deviation in alignment of the marking being placed shall not exceed 1 inch per 200 feet of roadway nor shall any deviation be abrupt.

No striping material shall be applied over a guide cord; only longitudinal joints, existing stripes, primer, or other approved type guides will be permitted. In the absence of a longitudinal joint or existing stripe, the Contractor shall mark the points necessary for the placing of the proposed stripe. Edge striping shall be adjusted as necessary so that the edge stripe will be parallel to the centerline and shall not be placed off the edge of the pavement.

Longitudinal markings shall be offset at least 2-inches from construction joints of portland cement concrete surfaces and joints and shoulder breaks of asphalt surfaces.

4. Primer Sealer. Primer sealer shall be used on all portland cement concrete

surfaces. A primer sealer shall be used on asphalt surfaces that are over two years old and/or on asphalt surfaces that are worn or oxidized to a condition where 50 percent or more of the wearing surface is exposed aggregate. Existing pavement markings may act as the primer sealer if, after cleaning, more than 70 percent of the existing pavement marking is still properly bonded to the asphalt surface.

5. Primer Sealer Application. When required as described, the primer-sealer shall be applied to the road surface in a continuous film at a minimum thickness of 3 to 5 mils. Before the Thermoplastic is applied, the primer-sealer shall be allowed to dry to a tacky state. The thermoplastic shall be applied within 4 hours after the primer application.

B. Temperature Requirements.


02767-4 07/01/2012

1. Ambient Conditions. The ambient air and road surface shall be 55ºF and rising

before application of thermoplastic can begin.

2. Material Requirements. Unless otherwise specified by the material manufacturer, the thermoplastic compound shall be heated from 400ºF to 450ºF and shall be a minimum of 400ºF as it makes contact with road surface during application. An infrared temperature gun shall be used to determine the temperature of the thermoplastic as it is being applied to the road surface.

C. Drop-on Glass Sphere Application.

1. Application Rate. Retro-reflective glass spheres shall be applied at the rate of 10

pounds per 100 square feet of applied markings. This application rate shall be determined by confirming the following consumption rates: a. 200 pounds of drop on glass spheres per ton of applied thermoplastic when the

thermoplastic is being applied at 0.090 inch film thickness.

b. 150 pounds of drop on glass spheres per ton of applied thermoplastic when the thermoplastic is being applied at 0.125 inch thickness.

2. Application Method. Retro-reflective glass spheres shall be applied by a

mechanical dispenser property calibrated and adjusted to provide proper application rates and uniform distribution of the spheres across the cross section of the entire width of the line. To enable the spheres to embed themselves into the hot thermoplastic, the sphere dispenser shall be positioned immediately behind the thermoplastic application device. This insures that the spheres are applied to the thermoplastic material while it is still in the molten state.

D. Application Thickness.

1. Longitudinal and Transverse Markings. On previously unmarked pavements or

pavements where markings have been effectively removed, all lane lines, center lines, transverse markings and pavement markings in traffic areas with ≤1,000 vehicles per day per lane shall have a minimum film thickness of 0.090 inch at the edges and a maximum of 0.145 inch at the center. A minimum average film thickness of 0.090 inch shall be maintained. On pavements with existing markings, meeting the traffic requirements stated above, all lane lines, center lines, transverse markings and pavement markings shall have a minimum film thickness of 0.060 inch for re-application over existing strip line.

2. High Wear Longitudinal and Transverse Marking. On previously unmarked pavements or pavements where markings have been effectively removed, all lane lines, center lines, transverse markings and pavement markings in high traffic areas (>1,000 vehicles per day per lane) shall have a minimum film thickness of


02767-5 07/01/2012

0.125 inch at the edges and a maximum of 0.188 inch at the center. A minimum average film thickness of 0.125 inch shall be maintained. On pavements with existing markings, meeting the traffic requirements stated above, all lane lines, center lines, transverse markings and pavement markings shall have a minimum film thickness of 0.090 inch for re-application over existing strip line.

E. Packaging.

1. Containers. The thermoplastic material shall be delivered in 50 pound containers

or bags of sufficient strength to permit normal handling during shipment and handling on the job without loss of material.

2. Labeling. Each container shall be clearly marked to indicate the color of the material, the process batch number and/or manufacturer’s formulation number, the manufacturer's name and address and the date of manufacture.

F. Acceptance. 1. Sampling Procedure. Random samples may be taken at the job site at the

discretion of the City Traffic Engineer for quality assurance. The City reserves the right to conduct the tests deemed necessary to identify component materials and verify results of specific tests indicated in conjunction with the specification requirements.

The sample(s) shall be labeled as to the shipment number, lot number, date, quantity, and any other pertinent information. At least three randomly selected bags shall be obtained from each lot. A 10 pound) sample from the three bags shall be submitted for testing and acceptance. The lot size shall be approximately 44,000 pounds unless the total order is less than this amount.

2. Manufacturer’s Responsibility.

a. Sampling and Testing. The manufacturer shall submit test results from an

approved independent laboratory. All material samples shall be obtained 20 days in advance of the pavement marking operations. The cost of testing shall be included in the price of thermoplastic material. The approved independent laboratory's test results shall be submitted to the City Traffic Engineer in the form of a certified test report.

b. Bill of Lading. The manufacturer shall furnish the Material and Tests

Laboratory with copies of Bills of Lading for all materials inspected. Bill of lading shall indicate the consignee and the destination, date of shipment, lot numbers, quantity, type of material, and location of source.

c. Material Acceptance. Final acceptance of a particular lot of thermoplastic will

be based on the following.


02767-6 07/01/2012

(1) Compliance with the specification for material composition requirements

verified by approved independent laboratory with tests results.

(2) Compliance with the specification for the physical properties required and verified by an approved independent laboratory with test results.

(3) Manufacturer's test results for each lot thermoplastic have been received.

(4) Identification requirements are satisfactory.

3. Contractor’s Responsibility.

a. Notification. The contractor shall notify the Construction Inspector 72 hours

prior to the placement of the thermoplastic markings to enable the inspector to be present during the application operation. At the time of notification, the Contractor shall indicate the manufacturer and the lot numbers of the thermoplastic that will be used.

A check should be made by the contractor to insure that the approved lot numbers appear on the material package. Failure to do so is cause for rejection.

b. Warranty or Guarantee. If the normal trade practice for manufacturers is to

furnish warranties or guarantees for the materials and equipment specified herein, the Contractor shall turn the guarantees and warranties over to the Engineer for potential dealing with the manufacturers. The extent of such warranties or guarantees will not be a factor in selecting the successful bidder.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CURB, CURB AND GUTTER, AND HEADERS

02771-1 10/01/2002

Section 02771 CURB, CURB AND GUTTER, AND HEADERS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Reinforced concrete curb, reinforced monolithic concrete curb and gutter, and mountable curb.

B. Paving headers and railroad headers poured monolithically with concrete base or pavement.


A. Unit Prices.

1. Payment for curbs, curbs and gutter, and esplanade curbs is on linear foot basis measured along face of curb.

2. Payment for 3 foot concrete valley gutter is on a linear foot basis.

3. Payment for mountable concrete curbs is on a square foot basis.

4. Payment for concrete paving headers and concrete railroad headers is on a linear foot

basis.

5. Payment for headers is on linear foot basis measured between lips of gutters adjacent to concrete base and measured between backs of curbs adjacent to concrete pavement.




A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit details of proposed form work for approval.


02771-2 10/01/2002


A. Concrete: Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving.

B. Reinforcing Steel: Conform to material requirements for welded wire fabric of Section

02751 - Concrete Paving.

C. Grout: Nonmetallic, nonshrink grout containing no chloride producing agents conforming to following requirements.

1. Compressive strength

a. at 7 days: 3500 psi

b. at 28 days: 8000 psi

2. Initial set time: 45 minutes

3. Final set time: 1.5 hours

D. Preformed Expansion Joint Material: Conform to material requirements for preformed

expansion joint material of Section 02752 - Concrete Pavement Joints.

E. Expansion Joint Filler: Conform to material requirements for expansion joint filler of Section 02752 - Concrete Pavement Joints.

F. Mortar: Mortar finish composed of one part Portland cement and 1 1/2 parts of fine

aggregate. Use only when approved by Project Manager. PART 3 E X E C U T I O N 3.01 PREPARATION

A. Prepare subgrade in accordance with applicable portions of sections on excavation and fill, embankment, and subgrade and roadbed.

3.02 PLACEMENT

A. Guideline: Set to follow top line of curb. Attach indicator to provide constant comparison between top of curb and guideline. Ensure flow lines for monolithic curb and gutters conform to slopes indicated on Drawings.


02771-3 10/01/2002

B. Forms: Brace to maintain position during pour. Use metal templates cut to section shown on

Drawings.

C. Reinforcement: Secure in position so that steel will remain in place throughout placement. Reinforcing steel shall remain at approximate center of base or pavement as indicated on Drawings.

D. Joints: Place in accordance with Section 02752 - Concrete Pavement Joints. Place dummy

groove joints at to match concrete pavement joints at right angles to curb lines. Cut dummy grooves 1/4 inch deep using approved edging tool.

E. Place concrete in forms to required depth. Consolidate thoroughly. Do not permit rock

pockets in form. Entirely cover top surfaces with mortar. 3.03 MANUAL FINISHING

A. After concrete is in place, remove front curb forms. Form exposed portions of curb, and of curb and gutter, using mule which conforms to curb shape, as shown on Drawings.

B. Thin coat of mortar may be worked into exposed face of curb using mule and two-handled

wooden darby at least 3 feet long.

C. Before applying final finish move 10 foot straightedge across gutter and up curb to back form of curb. Repeat until curb and gutter are true to grade and section. Lap straightedge every 5 feet.

D. Steel trowel finish surfaces to smooth, even finish. Make face of finished curb true and

straight.

E. Edge outer edge of gutter with 1/4 inch edger. Finish edges with tool having 1/4 inch radius.

F. Finish visible surfaces and edges of finished curb and gutter free from blemishes, form marks and tool marks. Finished curb or curb and gutter shall have uniform color, shape and appearance.

3.04 MECHANICAL FINISHING

A. Mechanical curb forming and finishing machines may be used instead of, or in conjunction with, previously described methods, when approved by Project Manager. Use of mechanical methods shall provide specified curb design and finish.


02771-4 10/01/2002

3.05 CURING

A. Immediately after finishing operations, cure exposed surfaces of curbs and gutters in accordance with Section 02753 - Concrete Pavement Curing.

3.06 TOLERANCES

A. Top surfaces of curb and gutter shall have uniform width and shall be free from humps, sags or other irregularities. Surfaces of curb top, curb face and gutter shall not vary more than 1/8 inch from edge of straightedge laid along them, except at grade changes.

3.07 PROTECTION

A. Maintain curbs and gutters in good condition until completion of Work.

B. Replace damaged curbs and gutters to comply with this Section. END OF SECTION

CITY OF HOUSTON CONCRETE MEDIANS AND STANDARD SPECIFICATION DIRECTIONAL ISLANDS

02772-1 10/01/2002

Section 02772 CONCRETE MEDIANS AND DIRECTIONAL ISLANDS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Portland cement concrete medians and directional islands. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for concrete medians and directional islands is on square yard basis measured from back of curbs.



this Section is included in total Stipulated Price. PART 2 P R O D U C T S 2.01 MATERIALS


B. Reinforcing Steel: Conform to material requirements for welded wire fabric of Section

02751 - Concrete Paving.

C. Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02752 - Concrete Pavement Joints.

D. Expansion Joint Filler: Conform to material requirements for expansion joint filler of

Section 02752 - Concrete Pavement Joints.

E. Subgrade Materials: Conform to subgrade material requirements of Section 02336 - Lime Stabilized Subgrade, Section 02337 - Lime/Fly-Ash Stabilized Subgrade and Section 02338 - Portland Cement Stabilized Subgrade.

CITY OF HOUSTON CONCRETE MEDIANS AND STANDARD SPECIFICATION DIRECTIONAL ISLANDS

02772-2 10/01/2002

PART 3 E X E C U T I O N 3.01 SUBGRADE

A. Prepare subgrade in accordance with applicable portions of sections on excavation and fill and embankment. Section 02336 - Lime Stabilized Subgrade, Section 02337 - Lime/Fly-Ash Stabilized Subgrade and Section 02338 - Portland Cement Stabilized Subgrade.

3.02 PLACEMENT OF CONCRETE

A. Place and finish concrete in accordance with applicable portions of Section 02751 - Concrete Paving.

3.03 JOINTS

A. Install joints in accordance with Section 02752 - Concrete Pavement Joints. 3.04 CONCRETE CURING

A. Cure concrete in accordance with Section 02753 - Concrete Pavement Curing. 3.05 PROTECTION

A. Maintain concrete medians and directional islands in good condition until completion of work.

B. Replace damaged concrete medians and directional islands to comply with this Section.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION CONCRETE SIDEWALKS

02775-1 07/01/2016

Section 02775 CONCRETE SIDEWALKS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Reinforced concrete sidewalks.

B. Wheelchair ramps.

C. Reinforced slope paving. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for concrete sidewalks is on square foot basis.

2. No payment will be made for work outside these limits or in areas where driveway has been removed or replaced for Contractor's convenience.

3. Payment for wheelchair ramps of each type specified is on square foot basis. Removal

and replacement of existing sidewalk, curb or curb and gutter and saw-cutting is paid by unit cost for each item. Sodding will be paid one foot on each side of sidewalk unless otherwise noted. Staining of wheelchair ramps is included in cost of ramp.




A. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in Field.

B. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

C. ASTM C 42 - Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of

Concrete.


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D. ASTM C 138 - Standard Test Method for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete.

E. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement Concrete.

F. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete.

G. ASTM D 698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3).

H. Texas Accessibility Standards of Architectural Barriers Act, Article 9102, Texas Civil Statues.

1.04 SUBMITTALS


B. Submit certified testing results and certificates of compliance. PART 2 P R O D U C T S 2.01 MATERIALS


B. Reinforcing Steel: Conform to material requirements of Section 02751 - Concrete Paving for

reinforcing steel. Use No. 3 reinforcing bars.

C. Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02752 - Concrete Pavement Joints.

D. Expansion Joint Filler: Conform to material requirements for expansion joint material of

Section 02752 - Concrete Pavement Joints.

E. Forms: Use straight, unwarped wood or metal forms with nominal depth equal to or greater than proposed sidewalk thickness. The use of 2 inch by 4 inch lumber as forms will not be allowed.

F. Sand Bed: Conform to material requirements for bank run sand of Section 02320 - Utility

Backfill Materials.

G. Sodding: Conform to material requirements for sodding of Section 02922 - Sodding.


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H. Coloring for wheelchair ramps: Conform to material requirements for colored concrete of Section 02761 - Colored Concrete for Medians and Sidewalks. Color shall be Brick Red or as shown on the drawings.

PART 3 E X E C U T I O N 3.01 REPLACEMENT

A. Replace sidewalks and slope paving which are removed or damaged during construction with thickness and width equivalent to one removed or damaged, unless otherwise shown on Drawings. Finish surface (exposed aggregate, brick pavers, etc.) to match existing sidewalk.

B. Provide replaced and new sidewalks with wheelchair ramps when sidewalk intersects curb at

street or driveway. 3.02 PREPARATION

A. Identify and protect utilities which are to remain.

B. Protect living trees, other plant growth, and features designated to remain.

C. Conduct clearing and grubbing operations in accordance with Section 02233 - Clearing and Grubbing.

D. Excavate subgrade 6 inches beyond outside lines of sidewalk. Shape to line, grade and cross

section. For soils with plasticity index above 40 percent, stabilize soil with lime in accordance with Section 02336 – Lime-Stabilized Subgrade. Compact subgrade to minimum of 90 percent maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698.

E. Immediately after subgrade is prepared, cover with compacted sand bed to depth as shown on

Drawings. Lay concrete when sand is moist but not saturated. 3.03 PLACEMENT

A. Setting Forms: Straight, unwarped wood or metal forms with nominal depth equal to or greater than proposed sidewalk thickness. Use of 2 by 4's as forms will not be allowed. Securely stake forms to line and grade. Maintain position during concrete placement.

B. Reinforcement:

1. Install reinforcing bars.

2. Install reinforcing steel as shown on the drawings. Lay longitudinal bars in walk


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continuously, except through expansion joints.

3. Use sufficient number of chairs to support reinforcement in manner to maintain reinforcement in center of slab vertically during placement.

4. Drill dowels into existing paving, sidewalk and driveways, secure with epoxy, and

provide headers as required.

5. Use sufficient number of chairs for steel reinforcement bars to maintain position of bars within allowable tolerances. Place reinforcement as shown on Drawings. In plane of steel parallel to nearest surface of concrete, bars shall not vary from plan placement by more than 1/12 of spacing between bars. In plane of steel perpendicular to nearest surface of concrete, bars shall not vary from plan placement by more than 1/4 inch.

C. Expansion Joints: Install expansion joints with load transfer units in accordance with Section

02752 - Concrete Pavement Joints.

E. Place concrete in forms to specified depth and tamp thoroughly with "jitterbug" tamp, or other acceptable method. Bring mortar to surface.

F. Strike off to smooth finish with wood strike board. Finish smoothly with wood hand float.

Brush across sidewalk lightly with fine-haired brush. G. Apply coating to wheelchair ramp with contrasting color in accordance with Section 02761 -

Colored Concrete for Medians and Sidewalks. H. Unless otherwise indicated on Drawings, mark off sidewalk joints 1/8 inch deep, at spacing

equal to width of walk. Use joint tool equal in width to edging tool.

I. Finish edges with tool having 1/4 inch radius.

J. After concrete has set sufficiently, refill space along sides of sidewalk to one-inch from top of walk with suitable material. Tamp until firm and solid, place sod as applicable. Dispose of excess material in accordance with Section 01576 - Waste Material Disposal. Repair driveways and parking lots damaged by sidewalk excavation in accordance with Section 02951 - Pavement Repair and Resurfacing.

3.04 CURING

A. Conform to requirements of Section 02753 - Concrete Pavement Curing. 3.05 FIELD QUALITY CONTROL



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B. Compressive Strength Test Specimens: Four test specimens for compressive strength test will be made in accordance with ASTM C 31 for each 30 cubic yards or less of sidewalk that is placed in one day. Two specimens will be tested at 7 days. Remaining two specimens will be tested at 28 days. Specimens will be tested in accordance with ASTM C 39. Minimum compressive strength: 3000 psi at 7 days and 3500 psi at 28 days.

C. Yield test for cement content per cubic yard of concrete will be made in accordance with

ASTM C 138. When cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements.

D. If the Contractor places concrete without notifying the laboratory, the City will have the

concrete tested by means of core test as specified in ASTM C 42. When concrete does not meet specification, cost of test will be deducted from payment.

E. Sampling of fresh concrete shall be in accordance with ASTM C 172.

F. Take slump tests when cylinders are made and when concrete slump appears excessive.

G. Concrete shall be acceptable when average of two 28 day compression tests is equal to or

greater than minimum 28 day strength specified. H. If either of two tests on field samples is less than average of two tests by more than 10

percent, that entire test shall be considered erratic and not indicative of concrete strength. Core samples will be required of in-place concrete in question.

I. If 28 day laboratory test indicates that concrete of low strength has been placed, test concrete

in question by taking cores as directed by Project Manager. Take and test at least three representative cores as specified in ASTM C 42 and deduct cost from payment due.

3.06 NONCONFORMING CONCRETE

A. Remove and replace areas that fail compressive strength tests, with concrete of thickness shown on Drawings.

B. Replace nonconforming sections at no additional cost to City.

3.07 PROTECTION

A. Maintain newly place concrete in good condition until completion of Work.

B. Replace damaged areas. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION TOPSOIL

02911-1 10/01/2002

Section 02911 TOPSOIL PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for topsoil under this Section. Include payment in Section 02921 - Hydro-mulch Seeding or Section 02922 - Sodding.



this Section is included in total Stipulated Price. PART 2 P R O D U C T S 2.01 TOPSOIL

A. Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from excavation or borrow operations having following characteristics:

1. pH value of between 5.5 and 6.5

2. Liquid limit: 50 or less

3. Plasticity index: 20 or less

4. Gradation: maximum of 10 percent passing No. 200 sieve

B. Topsoil shall be reasonably free of subsoil, clay lumps, weeds, non-soil materials, and other

litter or contamination. Topsoil shall not contain roots, stumps, and stones larger than 2 inches.

CITY OF HOUSTON STANDARD SPECIFICATION TOPSOIL

02911-2 10/01/2002

C. Obtain topsoil from naturally well-drained areas where topsoil occurs at minimum depth of 4 inches and has similar characteristics to that found at placement site. Do not obtain topsoil from areas infected with growth of, or reproductive parts of nut grass or other noxious weeds.


A. Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. Stockpile in area approved by Project Manager.

B. Stockpile topsoil to depth not exceeding 8 feet. Cover to protect from erosion.

3.02 TOPSOIL EXCAVATION

A. Conform to excavation and stockpiling requirements of Section 02315 - Roadway Excavation.

3.03 PLACEMENT

A. Place no topsoil until subgrade has been approved. For areas to be seeded or sodded, scarify or plow existing material to minimum depth of 4 inches, or as indicated on Drawings. Remove vegetation and foreign inorganic material. Place 4 inches of topsoil on loosened material and roll lightly with appropriate lawn roller to consolidate topsoil.

B. Increase depth of topsoil to 6 inches when placed over sand bedding and backfill materials

specified in Section 02320 - Utility Backfill Material.

C. For areas to receive shrubs or trees, excavate existing material and place topsoil to depth and dimensions shown on Drawings.

D. Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in

accordance with requirements of Section 01576 - Waste Material Disposal.

E. Place topsoil to promote good drainage and compact with light roller. Water topsoil after placement until saturated for minimum depth 6 inches, fill in and recompact areas of settlement.

3.04 PROTECTION

A. Protect topsoil from wind and water erosion until planting is completed. END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION TREE PLANTING

02915-1 01/01/2011

Section 02915 TREE PLANTING PART 1 G E N E R A L 1.01 DESCRIPTION OF WORK

A. This section specifies the requirements and standards for planting trees using a mechanical tree spade and container grown trees.


A. Unit Price per tree.

1. Payment for tree planting is on unit price basis for each tree planted and shall include cost of watering during maintenance period for trees not served by irrigation system.

2. When shown on Drawings or directed by Project Manager to remove and relocate

tree affected by trench zone, work shall be paid for under one of the following bid items.

a. Bid item "Remove and Relocate Tree" includes moving tree with truck

mounted tree spade and replanting same tree in new location. Payment is for each tree removed and relocated.

b. Bid item "Remove, Temporary Store and Replant Tree" includes moving tree

with truck mounted tree spade and replanting tree at temporary location, (determined by Contractor) maintaining tree until construction is complete and replanting same tree back to its original location. Payment is for each tree removed, stored and replanted.

3. Refer to Section 01270 – Measurement and Payment for unit price procedures.


1.03 REFERENCES

A. ANSI Z 60.1 - Nursery Stock. 1.04 SUBMITTALS


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A. Submittals shall conform to requirements of Section 01330-Submittal Procedures.

B. Submit physical address for location of trees. Trees shall be tagged in field for transplanted trees, and at the nursery for container trees, for inspection by City Engineer or City Forester. Tag shall be securely attached to branch, shall be waterproof, and shall legibly bear designation of botanical and common name. Submit right of entry agreement for City Engineer or City Forester to access tree farm or nursery in order to inspect trees.

C. Submit following documentation for Compost to be utilized:

1. Feedstock by percentage in the final compost.

2. Documentation that the compost meets federal and state health and safety regulations.

3. Documentation that the composting process has met time and temperature requirements.

4. Copy of producer’s STA certification.

5. Copy of the current TCEQ compliance statement signed by facility manager for any

biosolids compost utilized. 1.05 QUALITY ASSURANCE

A. Transplanted trees shall be planted by a contractor specializing in tree spade planted trees. The contractor shall have a minimum of 8 years experience in planting trees with truck mounted tree spades. The contractor shall have immediate access to required trees in a tree farm/field located within 40 miles of project site. Container trees shall be planted by Landscaping firm with a minimum of 3 years experience in planting container grown trees.

B. Substitutions of specified tree species and sizes, and tree spade and container size shall not

be made without written approval from City Engineer. When specified planting material is not obtainable, submit proof on non-availability together with proposal for use of equivalent material. Substitutions of larger size than specified will be allowed, provided it meets requirements article 2.01 of this section, but shall be provided at no additional cost to owner.

1.06 WARRANTY

A. Contractor shall warrant trees against defects including death, unsatisfactory growth, or loss of shape due to improper pruning, maintenance, or lack of moisture, for 2 year after completion of construction (substantial completion). Contractor shall plumb leaning trees during warranty period.


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B. Remove and replace trees found to be dead during warranty period. Remove and replace trees which have more than 40% twig and/or foliage dieback or are in doubtful condition at the end of warranty period, or if approved by City Engineer, extend warranty period for such trees for a full growing season. Any trees that are required to be replaced under warranty shall be replaced at no addition cost to owner.

PART 2 P R O D U C T S AND MATERIALS 2.01 TREES

A. Provide trees which are straight and symmetrical and have persistently preferred main

leader. Co-dominant or dual leaders will not be allowed or accepted. Trees with a significant number of v-crotches, or trees with major branches that have v-crotches will not be allowed or accepted. The crown shall be in good overall proportion to the entire height of the tree. The minimum crown spread and height shall conform to the following standards for each tree:

1. Transplant Trees:

1. 3” diameter tree shall have a minimum canopy spread of 50” diameter, total

tree height of 8 feet, and canopy height of 5 feet.

2. 4” diameter tree shall have a minimum canopy spread of 70” diameter, overall tree height of 10 feet, and a canopy height of 6.5 feet.

3. 5” diameter tree shall have a minimum canopy spread of 90” diameter,

overall tree height of 12 feet, and a canopy height of 8 feet.

4. 7” diameter tree shall have a minimum canopy spread of 110” diameter, overall tree height of 15 feet, and a canopy height of 10 feet.

2. Container Trees:

1. Tree diameter, overall tree height, and canopy height shall conform to ANSI Z 60.1 (most current publication).

B. Tree diameter and/or container/spade size shall be as specified on the drawings. Tree

diameter to be measured 6 inches above natural grade or planting media for each tree.

C. Trees shall be healthy, vigorous, and in overall good condition. Trees shall be free of disease, insects, eggs, larvae; and free of defects such as wasp galls, knots, trunk wounds or scars, abrasions or disfigurement.


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D. Foliage shall be dark green, as dark as is typical for the given species. The tree foliage shall not be chlorotic, necrotic, or dying back.

2.02 SOIL CONDITIONER OR ROOT STIMULATOR

A. Root stimulator shall contain at a minimum the following ingredients: Ectomycorrhizal Fungi, VA Mycorrhizal(VAM) Fungi, Rhizosphere Bacillus spp., Kelp Meal, Humic Acid, and Soluble Yucca.

2.03 SAND BACKFILL

A. Sand backfill shall be a fine sandy loam, typical of the soil at the project site, or fine bank sand. The back fill shall be free of noxious weeds, grasses, sticks, roots or stone and shall be consistent in texture.

2.04 COMPOST

A. Compost shall have been produced by aerobic (biological) decomposition of organic matter. Compost feedstock may include, but is not limited to, leaves and yard trimmings, biosolids, food scraps, food-processing residuals, manure or other agricultural residuals, forest residues, bark, and paper. Compost and wood chips shall not contain any visible refuse, other physical contaminants, or any substance considered harmful to plant growth. Compost shall not contain materials that have been treated with chemical preservatives as a compost feedstock or as a wood chip. Compost shall not contain mixed municipal solid waste compost. Compost shall meet all applicable 40 CFR 503 standards for Class A biosolids and TCEQ health and safety regulations as defined in the TAC, Chapter 332, including the time and temperature standards in Subchapter B, Part 23. Meet the requirements of the United States Composting Council (USCC) Seal of Testing Assurance (STA) program.

2.05 MULCH

A. Mulch shall be shredded hardwood, free of noxious weed seeds.

2.06 WATER

A. Water shall be potable from municipal water supplies. 2.07 SOURCE QUALITY CONTROL

A. Notify City Engineer, prior to delivery and planting, with location where trees that have been tagged for planting may be inspected. Trees will be inspected for compliance with this specification.


02915-5 01/01/2011

PART 3 E X E C U T I O N 3.01 EQUIPMENT (Applies to Transplant Trees)

A. Tree spade shall be in good condition with minimum tolerances between digging blades. All blades shall be true to their designed spade free of bends and deformities. The tree spade shall be mounted on suitable, stable machines capable of supporting the weight of all dug materials and heavy enough to force all blades into the soil to full depth. Holes to receive machine transplanted trees shall be dug with machines of like size and manufacture to that which is used to dig the intended tree.

B. Trees shall be transplanted with minimum tree spade sizes for maximum tree diameter per

the following standards: 1. Maximum tree diameter for 50” tree spade shall be 3”

2. Maximum tree diameter for 60” tree spade shall be 4”




3.02 PREPARATION FOR PLANTING

A. Schedule work so that planting can proceed as rapidly as the planting site becomes available. Plant trees after final grades are established and prior to planting of turf, unless otherwise approved by City Engineer in writing. If planting of trees occurs after seeding work, protect turf areas and promptly repair damage to turf resulting from tree planting operations.

B. Layout individual trees at locations shown on Drawings. In case of conflicts, notify City

Engineer before proceeding with work. Trees shall be laid out and approved by City Engineer and City Forester prior to planting.

C. The contractor shall be responsible for locating and confirming underground utilities.

D. Trees shall be pruned, at the farm, to remove dead, diseased, dying, or broken branches that

will be detrimental to the future shape or structure of the tree. Old pruning stubs should also be removed. All pruning cuts should be made sufficiently close to the branch collar, so as not to leave a protruding stub, without cutting into the branch collar. Each cut shall be made with the appropriately sized pruning shear, which should have properly matched, sharpened blades. Pruning cuts shall not be painted or otherwise treated.


02915-6 01/01/2011

E. Trees are subject to inspection at the tree farm or location of collection. When directed, provide and use serialized locking tags on trees.

F. Contractor shall notify City Engineer and City Forester at least 48 hours before delivering

trees to worksite. Coordinate with City for inspection and approval of materials upon delivery. Remove rejected trees from the worksite and replace as directed.

G. Container grown trees shall be thoroughly watered prior to leaving tree farm or nursery.

3.03 COLLECTING, TRANSPORTING AND PLANTING

Transplant Trees

A. Tree shall be centered in tree spade at digging.

B. No damage to branches or trunk shall be allowed while backing onto tree at tree farm, digging tree, or pulling away from tree after planting. Damage to tree trunk caused by the digging or planting of the tree, will be grounds for non-acceptance of tree under this specification.

C. Roots protruding from the digging blades shall be pruned flush with the root ball prior to

planting. D. Contractor shall ensure tree is tied down so that the total height of the tree spade and tree do

not exceed legal height limits.

E. Tree shall be covered with an open-weave fabric tarp to minimize wind damage and desiccation of leaves during transportation from collection site to planting site.

F. Each tree shall be planted in its final planting site within 4 hours of being dug from the

collection site.

G. Tree shall be planted plumb and the root ball shall be set 2-3 inches above the finished grade.

H. No staking or guying of the tree should be installed.

I. Voids between existing grade and tree root ball shall be backfilled with sand backfill. The

sand backfill should be thoroughly watered into the voids, so that no air packets remain.

J. A water holding basin shall be constructed around each tree. The basin should be constructed with the sand backfill and shall be constructed directly over the void between


02915-7 01/01/2011

the existing grade and root ball, 6-8” in height, and 8-10” in width. The top of the root ball shall not be covered with sand backfilled or any other type of soil.

K. Prior to mulching, each tree shall be thoroughly watered 2 separate times. Each time the

watering basin should be filled with water and the water allowed to soak the tree and force sand backfill into all voids. After the second watering basin should be rebuilt to its original shape.

L. Each tree shall be thoroughly soaked with root stimulator, per label instructions.

M. Mulching shall be completed within 24 hours of planting. A 4” deep layer of mulch shall be

applied to the entire water holding basin and top of root ball. No much shall be applied directly against the trunk of the tree.

N. Control dust caused by planting operations. Dampen surfaces as required. Comply with

pollution control regulations of governing authorities.

Container Trees

A. Excavate planting pit to a depth equal to planting media height in container, or 1-2” shallower. Do not over excavate, to ensure planted root ball rest on undisturbed sound soil. Planting pit shall have a diameter that is at least 2 feet wider than diameter of root ball.

B. When conditions detrimental to plant growth are encountered, such as unsatisfactory soil,

obstructions, or adverse drainage conditions, notify City Engineer and/or City Forester.

C. Edges of planting pit shall be scarified with gouges a minimum of 1” deep and 1” wide spaced no wider than 8” on center.

D. Trees shall be planted within 24 hours of excavating planting pits to minimize soil

desiccation.

E. Trees shall be handled by container during transportation and planting. Trees shall not be handled by grasping trunk only.

F. Trees shall be covered with open weave tarp in transportation from nursery to planting site,

to minimize tree and leaf desiccation.

G. Deliver trees after preparations for planting have been completed and plant immediately. If planting does not occur within 6 hours of delivery, set trees in shade, protest from weather and mechanical damage, and keep root balls moist by covering with mulch, compost, burlap, or other acceptable means of retaining moisture. Water trees as needed to avoid root ball desiccation.


02915-8 01/01/2011

H. Each tree shall be removed from container without cracking or disturbing root ball. The circumference of the root ball shall be scored with sharp utility knife ½” deep, from top to bottom of ball, at 8” intervals to cut any circling roots.

I. Set root ball in planting pit, on undisturbed soil, in center of pit and plumb plant. Top of root

ball shall be at same elevation of finished grade or 1-2” above finished grade.

J. Backfill planting pit around root ball in lifts, each lift shall be 1/3 the depth of the root ball. Pit shall be thoroughly watered after each lift to remove air pockets. Backfill shall consist of the following materials:

1. Soil excavated from planting pit: 75 percent

2. Compost: 15 percent

3. Peat moss: 10 percent

K. Construct a plant basin at least 6 inches deep with an inside diameter equal to the planting pit

diameter and with a level top around the plant unless otherwise indicated on plans. Use excavated soil from the planting pit, amended backfill material, or approved material for the basin.

O. Mulching shall be completed within 24 hours of planting. A 4” deep layer of mulch shall be applied to entire water holding basin and top of root ball. No mulch shall be applied directly against the trunk of the tree.

P. Each tree shall be guyed and staked immediately after planting. Each tree shall have a minimum of 2 post; more may be required depending on soil structure. Provide adequate number of post to ensure tree stability during establishment. Tree shall be secured by plastic tree chain, do not use wire with plastic or rubber guards.

Q. Control dust caused by planting operations. Dampen surfaces as required. Comply with

pollution control regulations of governing authorities.


A. City Engineer may reject unsatisfactory or defective material at anytime during progress of work. Contractor shall remove rejected trees immediately from site and replace with specified materials. Plant material not installed in accordance with these specifications will be rejected.


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B. An inspection to determine final acceptance will be conducted by City Engineer and City Forester at the end of the 24 month maintenance period. Additional inspections will be conducted for extended warranty periods provided for in paragraph 1.06B.

3.05 MAINTENANCE PERIOD

A. Contractor shall maintain trees during planting operations and for a period of 24 months after completion of construction (substantial completion).

B. Contractor shall water trees during maintenance period to ensure tree establishment. Trees

served with bubblers or drip irrigation will not require manual watering.

C. Contractor shall apply a minimum of 25 gallons of water to each tree weekly, or more if required to maintain healthy vigorous growth. No watering shall be required during weeks when the planting site receives at least 1” of rainfall. Rainfall to be measured at planting site.

3.06 CLEANUP AND PROTECTION

A. During planting work, keep pavement clean and work area in an orderly condition.

B. No open planting holes shall be left at planting site without immediate supervision by planting personnel. Use plywood, or other suitable material, to cover open hole when not under immediate supervision.

C. Protest planting work and material from damage due to planting operations. Maintain

protection during installation and maintenance period. Treat, repair, or replace damaged planting work as directed by City Engineer.

D. Dispose of excess soil and waste in accordance with requirements of Section 01576-Waste

Material Disposal. On-site burning of combustible materials will not be permitted.

END OF SECTION

CITY OF HOUSTON STANDARD SPECIFICATION HYDRO MULCH SEEDING

02921-1 01/01/2011

Section 02921 HYDRO MULCH SEEDING PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Seeding, fertilizing, mulching, and maintenance of areas indicated on Drawings. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for hydro mulch seeding is on an acre basis, within limits of construction if shown on the drawings.

2. No payment will be made for hydro mulch seeding under this Section if limits of

constructions are not shown on the drawings. Include payment in Section 01740 – Site Restoration.





B. Submit certification from supplier that each type of seed conforms to these specifications and requirements of Texas Seed Law. Certification shall accompany seed delivery.

C. Submit certificate stating that fertilizer complies with these specifications and requirements of

Texas Fertilizer Law. PART 2 P R O D U C T S 2.01 MATERIALS

A. Topsoil: Conform to material requirements of Section 02911 - Topsoil.


02921-2 01/01/2011

B. Seed: Conform to U.S. Department of Agriculture rules and regulations of Federal Seed Act and Texas Seed Law. Seed shall be certified 90 percent pure and furnish 80 percent germination and meet following requirements:

1. Rye: Fresh, clean, Italian rye grass seed (lollium multi-florum), mixed in labeled

proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers.

2. Bermuda: Extra-fancy, treated, lawn type common bermuda (Cynodon dactylon).

Deliver in original, unopened container showing weight, analysis, name of vendor, and germination test results.

3. Wet, moldy, or otherwise damaged seed will not be accepted.

4. Seed requirements, application rates, and planting dates are:

TYPE APPLICATION RATE

POUNDS/A

PLANTING DATE

Hulled Common Bermuda Grass 98/88 Unhulled Common Bermuda Grass 98/88

40 40

Jan 1 to Mar 31

Hulled Common Bermuda Grass 98/88

40

Apr 1 to Sep 30

Hulled Common Bermuda Grass 98/88 Unhulled Common Bermuda Grass 98/88 Annual Rye Grass (Gulf)

40 40 30

Oct 1 to Dec 31

C. Fertilizer: Dry and free flowing, inorganic, water soluble commercial fertilizer, which is

uniform in composition. Deliver in unopened containers which bear manufacturers guaranteed analysis. Caked, damaged, or otherwise unsuitable fertilizer will not be accepted. Fertilizer shall contain minimum percentages of following elements:

1. Nitrogen: 10 Percent

2. Phosphoric Acid: 20 Percent

3. Potash: 10 Percent

D. Mulch:

1. Virgin wood cellulose fibers from whole wood chips having minimum of 20 percent

fibers 0.42 inches in length and 0.01 inches in diameter.

2. Cellulose fibers manufactured from recycled newspaper and meeting same fiber content and size as for cellulose fibers from wood chips.


02921-3 01/01/2011

3. Dye mulch green for coverage verification purposes.

E. Soil Stabilizer: "Terra Tack 1" or approved equal.

F. Weed control agent: Pre-emergent herbicide for grass areas, such as "Benefin," or approved

equal. PART 3 E X E C U T I O N 3.01 PREPARATION

A. Place and compact topsoil in accordance with requirements of Section 02911 - Topsoil.

B. Dispose of Objectionable and Waste Materials in accordance with Section 01576 - Waste Material Disposal.

3.02 APPLICATION

A. Seed: Apply uniformly at rates given in Paragraph 2.01 B for type of seed and planting date.

B. Fertilizer: Apply uniformly at rate of 500 pounds per acre.

C. Mulch: Apply uniformly at rate of 50 pounds per 1000 square feet.

D. Soil Stabilizer: Apply uniformly at rate of 40 pounds per acre.

E. Weed Control Agent: Apply at manufacturer's recommended rate prior to hydro mulching.

F. Sod: Lay single row of sod along perimeter where top soil and pavement intersect. Apply in conformance to Section 02922 - Sodding.

G. Suspend operations under conditions of drought, excessive moisture, high winds, or extreme

or prolonged cold. Obtain Project Manager approval before resuming operations. 3.03 MAINTENANCE

A. Maintain grassed areas minimum of 90 days, or as required to establish an acceptable lawn. For areas seeded in fall, continue maintenance following spring until acceptable lawn is established.

B. Maintain grassed areas by watering, fertilizing, weeding, and trimming.

C. Repair areas damaged by erosion by regrading, rolling and replanting.


02921-4 01/01/2011

D. Reseed small, sparse grass areas. When sparse areas exceed 20 percent of planted area, reseed by hydro mulch.

E. Mow grass when height reaches 3 1/2 inches or greater on average before final acceptance.

Mow to height of 2 1/2 inches. END OF SECTION

DIVISION 3 – CONCRETE

CITY OF HOUSTON STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION

03315-1 10/01/2002

Section 03315 CONCRETE FOR UTILITY CONSTRUCTION PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Cast-in-place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site-cast bases for precast units, and in-place liners for manhole rehabilitation.


A. Unit Prices.

1. No payment will be made for concrete for utility construction under this Section. Include

cost in applicable utility structure.

2. Obtain services of and pay for certified testing laboratory to prepare design mixes.



1.03 REFERENCES

A. ACI 117 - Standard Tolerances for Concrete Construction and Materials.

B. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete.

C. ACI 302.1R - Guide for Concrete Floor and Slab Construction.

D. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete.

E. ACI 308 - Standard Practice for Curing Concrete.

F. ACI 309R - Guide for Consolidation of Concrete.

G. ACI 311 - Guide for Concrete Plant Inspection and Field Testing of Ready-Mix Concrete.

H. ACI 315 - Details and Detailing of Concrete Reinforcement.


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I. ACI 318 - Building Code Requirements for Reinforced Concrete and Commentary.

J. ACI 544 - Guide for Specifying, Mixing, Placing, and Finishing Steel Fiber Reinforced Concrete.

K. ASTM A 82 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

L. ASTM A 185 - Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete

Reinforcement.

M. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

N. ASTM A 767 - Standard Specifications for Zinc-Coated (Galvanized) Steel Bars for

Concrete Reinforcement.

O. ASTM A 775 - Standard Specification for Epoxy-Coated Reinforcing Steel Bars.

P. ASTM A 820 - Standard Specification for Steel Fibers for Fiber-Reinforced Concrete.

Q. ASTM A 884 - Specification for Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement.

R. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in the

Field.

S. ASTM C 33 - Standard Specification for Concrete Aggregates.

T. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

U. ASTM C 42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed

Beams of Concrete.

V. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.

W. ASTM C 138 - Standard Test Method for Unit Weight Yield and Air Content (Gravimetric) of Concrete.

X. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement Concrete.

Y. ASTM C 150 - Standard Specification for Portland Cement.

Z. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete.


03315-3 10/01/2002

AA. ASTM C 173 - Standard Test Method for Air Content of Freshly Mixed Concrete by Volumetric Method.

AB. ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method.

AC. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for Concrete.

AD. ASTM C 309 - Standard Specifications for Liquid Membrane-Forming Compounds for Curing Concrete.

AE. ASTM C 494 - Standard Specification for Chemical Admixtures for Concrete.

AF. ASTM C 595 - Standard Specification for Blended Hydraulic Cements.

AG. ASTM C 685 - Standard Specification for Concrete Made by Volumetric Batching and

Continuous Mixing.

AH. ASTM C 1064 - Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete.

AI. ASTM C 1077 - Standard Practice for Laboratory Testing of Concrete and Concrete

Aggregate for Use in Construction and Criteria for Laboratory Evaluation.

AJ. CRSI MSP-1 - Manual of Standard Practice.

AK. CRSI - Placing Reinforcing Bars.

AL. Federal Specification SS-S-210A - Sealing Compound, Preformed Plastic, for Expansion Joints and Pipe Joints

AM. NRMCA - Concrete Plant Standards.

1.04 SUBMITTALS


B. Submit proposed mix design and test data for each type and strength of concrete in Work.

C. Submit laboratory reports prepared by independent testing laboratory stating that materials used comply with requirements of this Section.

D. Submit manufacturer's mill certificates for reinforcing steel. Provide specimens for testing

when required by Project Manager.


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E. Submit certification from concrete supplier that materials and equipment used to produce and deliver concrete comply with this Specification.

F. When required on Drawings, submit shop drawings showing reinforcement type, quantity,

size, length, location, spacing, bending, splicing, support, fabrication details, and other pertinent information.

G. For waterstops, submit product information sufficient to indicate compliance with this

Section, including manufacturer's descriptive literature and specifications. 1.05 HANDLING AND STORAGE

A. Cement: Store cement off of ground in well-ventilated, weatherproof building.

B. Aggregate: Prevent mixture of foreign materials with aggregate and preserve gradation of aggregate.

C. Reinforcing Steel: Store reinforcing steel to protect it from mechanical injury and formation

of rust. Protect epoxy-coated steel from damage to coating. PART 2 P R O D U C T S 2.01 CONCRETE MATERIALS

A. Cementitious Material:

1. Portland Cement: ASTM C 150, Type II, unless use of Type III is authorized by Project Manager; or ASTM C 595, Type IP. For concrete in contact with sewage use Type II cement.

2. When aggregates are potentially reactive with alkalis in cement, use cement not

exceeding 0.6 percent alkali content in form of Na2O + 0.658K20.

B. Water: Clean, free from harmful amounts of oils, acids, alkalis, or other deleterious substances, and meeting requirements of ASTM C 94.

C. Aggregate:

1. Coarse Aggregate: ASTM C 33. Unless otherwise indicated, use following ASTM

standard sizes: No. 357 or No. 467; No. 57 or No. 67, No. 7. Maximum size: Not larger than 1/5 of narrowest dimension between sides of forms, nor larger than 3/4 of minimum clear spacing between reinforcing bars.

2. Fine Aggregate: ASTM C 33.


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3. Determine potential reactivity of fine and coarse aggregate in accordance with Appendix to ASTM C 33.

D. Air Entraining Admixtures: ASTM C 260.

E. Chemical Admixtures:

1. Water Reducers: ASTM C 494, Type A.

2. Water Reducing Retarders: ASTM 494, Type D.

3. High Range Water Reducers (Superplasticizers): ASTM C 494, Types F and G.

F. Prohibited Admixtures: Admixtures containing calcium chloride, thiocyanate, or materials

that contribute free chloride ions in excess of 0.1 percent by weight of cement.

G. Reinforcing Steel:

1. Use new billet steel bars conforming to ASTM A 615, ASTM A 767, or ASTM A 775, grade 40 or grade 60, as shown on Drawings. Use deformed bars except where smooth bars are specified. When placed in work, keep steel free of dirt, scale, loose or flaky rust, paint, oil or other harmful materials.

2. Where shown, use welded wire fabric with wire conforming to ASTM A 185 or ASTM A

884. Supply gauge and spacing shown, with longitudinal and transverse wires electrically welded together at points of intersection with welds strong enough not to be broken during handling or placing.

3. Wire: ASTM A 82. Use 16 1/2 gauge minimum for tie wire, unless otherwise indicated.

H. Fiber:

1. Fibrillated Polypropylene Fiber:

a. Addition Rate: 1.5 pounds of fiber per cubic yard of concrete.

b. Physical Properties:

1. Material: Polypropylene

2. Length: 1/2 inch or graded

3. Specific Gravity: 0.9l

c. Acceptable Manufacturer: W. R. Grace Company, Fibermesh, or approved equal.


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2. Steel Fiber: Comply with applicable provisions of ACI 544 and ASTM A 820.

a. Ratio: 50 to 200 pounds of fiber per cubic yard of concrete.

b. Physical Properties

1. Material: Steel

2. Aspect Ratio (for fiber lengths of 0.5 to 2.5 inch, length divided by diameter or equivalent diameter): 30:1 to 100:1

3. Specific Gravity: 7.8

4. Tensile Strength: 40-400 ksi. 5. Young's Modulus: 29,000 ksi 6. Minimum Average Tensile Strength: 50,000 psi 7. Bending Requirements: Withstand bending around 0.125-inch diameter mandrel

to angle of 90 degrees, at temperatures not less than 60 degrees F, without breaking

I. Curing Compounds: Type 2 white-pigmented liquid membrane-forming compounds

conforming to ASTM C 309. 2.02 FORM WORK MATERIALS

A. Lumber and Plywood: Seasoned and of good quality, free from loose or unsound knots, knot holes, twists, shakes, decay and other imperfections which would affect strength or impair finished surface of concrete. Use S4S lumber for facing or sheathing. Forms for bottoms of caps: At least 2 inch (nominal) lumber or 3/4 inch form plywood backed adequately to prevent misalignment. For general use, provide lumber of 1-inch nominal thickness or form plywood of approved thickness.

B. Form work for Exposed Concrete Indicated to Receive Rubbed Finish: Form or form-lining

surfaces free of irregularities; plywood of 1/4 inch minimum thickness, preferably oiled at mill.

C. Chamfer Strips and Similar Moldings: Redwood, cypress, or pine that will not split when

nailed and which can be maintained to true line. Use mill-cut molding dressed on all faces.

D. Form Ties: Metal or fiberglass of approved type with tie holes not larger than 7/8 inch in diameter. Do not use wire ties or snap ties.


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E. Metal Forms: Clean and in good condition, free from dents and rust, grease, or other foreign materials that tend to disfigure or discolor concrete in gauge and condition capable of supporting concrete and construction loads without significant distortion. Countersink bolt and rivet heads on facing sides. Use only metal forms which present smooth surface and which line up properly.

2.03 PRODUCTION METHODS

A. Use either ready-mixed concrete conforming to requirements of ASTM C 94, or concrete produced by volumetric batching and continuous mixing in accordance with ASTM C 685.

2.04 MEASUREMENT OF MATERIALS

A. Measure dry materials by weight, except volumetric proportioning may be used when concrete is batched and mixed in accordance with ASTM C 685.

B. Measure water and liquid admixtures by volume.

2.05 DESIGN MIX

A. Use design mixes prepared by certified testing laboratory in accordance with ASTM C 1077 and conforming to requirements of this section.

B. Proportion concrete materials based on ACI 211.1 to comply with durability and strength

requirements of ACI 318, Chapters 4 and 5, and this specification. Prepare mix design of Class A concrete so minimum cementitious content is 564 pounds per cubic yard. Submit concrete mix designs to Project Manager for review.

C. Proportioning on basis of field experience or trial mixtures in accordance with requirements

at Section 5.3 of ACI 318 may be used, when approved by Project Manager.

D. Classification:

MINIMUM

COMPRESSIVE STRENGTH (LBS/SQ. IN.)

CLASS

TYPE

7-DAY

28-DAY

MAXIMUM W/C RATIO

AIR CONTENT

(PERCENT)

CONSISTENCY

RANGE IN SLUMP (INCHES)

A

Structural

3200

4000

0.45

4+ 1

2 to 4*

B

Pipe Block Fill,

Thrust Block

----

1500

----

4+ 1

5 to 7 *When ASTM C 494, Type F or Type G admixture is used to increase workability, this range may be 6 to 9.


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E. Add steel or polypropylene fibers only when called for on Drawings or in another section of these Specifications.

F. Determine air content in accordance with ASTM C 138, ASTM C 173 or ASTM C 231.

G. Use of Concrete Classes: Use classes of concrete as indicated on Drawings and other

Specifications. Use Class B for unreinforced concrete used for plugging pipes, seal slabs, thrust blocks, trench dams, tunnel inverts and concrete fill unless indicated otherwise. Use Class A for all other applications.

2.06 PVC WATERSTOPS

A. Extrude from virgin polyvinyl chloride elastomer. Use no reclaimed or scrap material. Submit waterstop manufacturer's current test reports and manufacturer's written certification that material furnished meets or exceeds Corps of Engineers Specification CRD-C572 and other specified requirements.

B. Flat Strip and Center-Bulb Waterstops:

1. Thickness: not less than 3/8 inch

2. Acceptable Manufacturers:

a. Kirkhill Rubber Co., Brea, California

b. Water Seals, Inc., Chicago, Illinois

c. Progress Unlimited, Inc., New York, New York

d. Greenstreak Plastic Products Co., St. Louis, Missouri

e. Approved equal.

2.07 RESILIENT WATERSTOP

A. Resilient Waterstop: Where shown on Drawings; either bentonite- or adhesive-type material.

B. Bentonite Waterstop:

1. Material: 75 percent bentonite, mixed with butyl rubber-hydrocarbon containing less than 1.0 percent volatile matter, and free of asbestos fibers or asphaltics.

2. Manufacturer's rated temperature ranges: For application, 5 to 125 degrees F; in service,

-40 to 212 degrees F. 3. Cross-sectional dimensions, unexpanded waterstop: 1 inch by 3/4 inch


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4. Provide with adhesive backing capable of producing excellent adhesion to concrete surfaces.

C. Adhesive Waterstop:

1. Preformed plastic adhesive waterstop at least 2 inches in diameter.

2. Meets or exceeds requirements of Federal Specification SS-S-210A.

3. Supplied wrapped completely by 2 part protective paper.

4. Submit independent laboratory tests verifying that material seals joints in concrete

against leakage when subjected to minimum of 30 psi water pressure for at least 72 hours.

5. Provide primer, to be used on hardened concrete surfaces, from same manufacturer who

supplies waterstop material.

6. Acceptable Manufacturer: Synko-Flex Preformed Plastic Adhesive Waterstop, Synko-Flex Products, Inc.; or approved equal.

PART 3 E X E C U T I O N 3.01 FORMS AND SHORING

A. Provide mortar-tight forms sufficient in strength to prevent bulging between supports. Set and maintain forms to lines designated such that finished dimensions of structures are within tolerances specified in ACI 117. Construct forms to permit removal without damage to concrete. Forms may be given slight draft to permit ease of removal. Provide adequate clean out openings. Before placing concrete, remove extraneous matter from within forms.

B. Install rigid shoring having no excessive settlement or deformation. Use sound timber in

shoring centering. Shim to adjust and tighten shoring with hardwood timber wedges.

C. Design Loads for Horizontal Surfaces of Forms and Shoring: Minimum fluid pressure, 175 pounds per cubic foot; live load, 50 pounds per square foot. Maximum unit stresses: 125 percent of allowable stresses used for form materials and for design of support structures.

D. Back form work with sufficient number of studs and wales to prevent deflection.

E. Re-oil or lacquer liner on job before using. Facing may be constructed of 3/4 inch plywood

made with waterproof adhesive backed by adequate studs and wales. In such cases, form lining will not be required.


03315-10 10/01/2002

F. Unless otherwise indicated, form outside corners and edges with triangular 3/4 inch chamfer strips (measured on sides).

G. Remove metal form ties to depth of at least 3/4 inch from surface of concrete. Do not burn

off ties. Do not use pipe spreaders. Remove spreaders which are separate from forms as concrete is being placed.

H. Treat facing of forms with approved form coating before concrete is placed. When directed

by Project Manager, treat both sides of face forms with coating. Apply coating before reinforcement is placed. Immediately before concrete is placed, wet surface of forms which will come in contact with concrete.

3.02 PLACING REINFORCEMENT

A. Place reinforcing steel accurately in accordance with approved Drawings. Secure steel adequately in position in forms to prevent misalignment. Maintain reinforcing steel in place using approved concrete and hot-dip galvanized metal chairs and spacers. Place reinforcing steel in accordance with CRSI Publication "Placing Reinforcing Bars." Request inspection of reinforcing steel by Project Manager and obtain acceptance before concrete is placed.

B. Minimum spacing center-to-center of parallel bars: 2 1/2 times nominal bar diameter.

Minimum cover measured from surface of concrete to face of reinforcing bar unless shown otherwise on Drawings: 3 inches for surfaces cast against soil or subgrade, 2 inches for other surfaces.

C. Detail bars in accordance with ACI 315. Fabricate reinforcing steel in accordance with CRSI

Publication MSP-1, "Manual of Standard Practice." Bend reinforcing steel to required shape while steel is cold. Excessive irregularities in bending will be cause for rejection.

D. Do not splice bars without written approval of Project Manager. Approved bar bending

schedules or placing drawings constitute written approval. Splice and development length of bars shall conform to ACI 318, Chapters 7 and 12, and as shown on Drawings. Stagger splices or locate at points of low tensile stress.

3.03 EMBEDDED ITEMS

A. Install conduit and piping as shown on Drawings. Accurately locate and securely fasten conduit, piping, and other embedded items in forms.

B. Install waterstops as specified in other sections and according to manufacturer's instructions.

Securely position waterstops at joints as indicated on Drawings. Protect waterstops from damage or displacement during concrete placing operations.

3.04 BATCHING, MIXING AND DELIVERY OF CONCRETE


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A. Measure, batch, mix, and deliver ready-mixed concrete in accordance with ASTM C 94, Sections 8 through 11. Produce ready-mixed concrete using automatic batching system as described in NRMCA Concrete Plant Standards, Part 2 - Plant Control Systems.

B. Measure, mix and deliver concrete produced by volumetric batching and continuous mixing

in accordance with ASTM C 685, Sections 6 though 8.

C. Maintain concrete workability without segregation of material and excessive bleeding. Obtain approval of Project Manager before adjustment and change of mix proportions.

D. Ready-mixed concrete delivered to site shall be accompanied by batch tickets providing

information required by ASTM C 94, Section 16. Concrete produced by continuous mixing shall be accompanied by batch tickets providing information required by ASTM C 685, Section 14.

E. When adverse weather conditions affect quality of concrete, postpone concrete placement.

Do not mix concrete when air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until concrete has cured for minimum of 3 days at 70 degrees F or 5 days at 50 degrees F.

F. Clean, maintain and operate equipment so that it thoroughly mixes material as required.

G. Hand-mix only when approved by Project Manager.

3.05 PLACING CONCRETE

A. Give sufficient advance notice to Project Manager (at least 24 hours prior to commencement of operations) to permit inspection of forms, reinforcing steel, embedded items and other preparations for placing concrete. Place no concrete prior to Project Manager's approval.

B. Schedule concrete placing to permit completion of finishing operations in daylight hours.

However, when necessary to continue after daylight hours, light site as required. When rainfall occurs after placing operations are started, provide covering to protect work.

C. Use troughs, pipes and chutes lined with approved metal or synthetic material in placing

concrete so that concrete ingredients are not separated. Keep chutes, troughs and pipes clean and free from coatings of hardened concrete. Allow no aluminum material to be in contact with concrete.

D. Limit free fall of concrete to 4 feet. Do not deposit large quantities of concrete at one

location so that running or working concrete along forms is required. Do not jar forms after concrete has taken initial set; do not place strain on projecting reinforcement or anchor bolts.


03315-12 10/01/2002

E. Use tremies for placing concrete in walls and similar narrow or restricted locations. Use tremies made in sections, or provide in several lengths, so that outlet may be adjusted to proper height during placing operations.

F. Place concrete in continuous horizontal layers approximately 12 inches thick. Place each

layer while layer below is still plastic.

G. Compact each layer of concrete with concrete spading implements and mechanical vibrators of approved type and adequate number for size of placement. When immersion vibrators cannot be used, use form vibrators. Apply vibrators to concrete immediately after depositing. Move vibrator vertically through layer of concrete just placed and several inches into plastic layer below. Do not penetrate or disturb layers previously placed which have partially set. Do not use vibrators to aid lateral flow concrete. Closely supervise consolidation to ensure uniform insertion and duration of immersion.

H. Handling and Placing Concrete: Conform to ACI 302.1R, ACI 304R and ACI 309R.

3.06 WATERSTOPS

A. Embed waterstops in concrete across joints as shown. Waterstops shall be continuous for extent of joint; make splices necessary to provide continuity in accordance with manufacturer's instructions. Support and protect waterstops during construction operations; repair or replace waterstops damaged during construction.

B. Install waterstops in concrete on one side of joints, leaving other side exposed until next

pour. When waterstop will remain exposed for 2 days or more, shade and protect exposed waterstop from direct rays of sun during entire exposure and until exposed portion of waterstop is embedded in concrete.

C. Splicing PVC Waterstops:

1. Splice waterstops by heat-sealing adjacent waterstop sections in accordance with

manufacturer’s printed instructions.

2. Butt end-to-end joints of two identical waterstop sections may be made in forms during placement of waterstop material.


03315-13 10/01/2002

3. Prior to placement in form work, prefabricate waterstop joints involving more than two ends to be joined together, angle cut, alignment change, or joining of two dissimilar waterstop sections, allowing not less than 24 inch long strips of waterstop material beyond joint. Upon inspection and approval by Project Manager, install prefabricated waterstop joint assemblies in form work, and butt-weld ends of 24 inch strips to straight-run portions of waterstop in forms.

D. Setting PVC Waterstops:

1. Correctly position waterstops during installation. Support and anchor waterstops during

progress of work to ensure proper embedment in concrete and to prevent folding over of waterstop by concrete placement. Locate symmetrical halves of waterstops equally between concrete pours at joints, with center axis coincident with joint openings. Thoroughly work concrete in joint vicinity for maximum density and imperviousness.

2. Where waterstop in a vertical wall joint does not connect with any other waterstop, and is

not intended to be connected to waterstop in future concrete placement, terminate waterstop 6 inches below top of wall.

E. Replacement of Defective Field Joints: Replace waterstop field joints showing evidence of

misalignment, offset, porosity, cracks, bubbles, inadequate bond or other defects with products and joints complying with Specifications.

F. Resilient Waterstop:

1. Install resilient waterstop in accordance with manufacturer's instructions and

recommendations.

2. When requested by Project Manager, provide technical assistance by manufacturer's representative in field at no additional cost to City.

3. Use resilient waterstop only where complete confinement by concrete is provided; do not

use in expansion or contraction joints.

4. Where resilient waterstop is used in combination with PVC waterstop, lap resilient waterstop over PVC waterstop minimum of 6 inches and place in contact with PVC waterstop. Where crossing PVC at right angles, melt PVC ribs to form smooth joining surface.

5. At free top of walls without connecting slabs, stop resilient waterstop and grooves (where

used) 6 inches from top in vertical wall joints.


03315-14 10/01/2002

6. Bentonite Waterstop:

a. Locate bentonite waterstop as near as possible to center of joint and extend continuous around entire joint. Minimum distance from edge of waterstop to face of member: 5 inches.

b. Where thickness of concrete member to be placed on bentonite waterstop is less than

12 inches, place waterstop in grooves at least 3/4 inch deep and 1 1/4 inches wide formed or ground into concrete. Minimum distance from edge of waterstop placed in groove to face of member: 2.5 inches.

c. Do not place bentonite waterstop when waterstop material temperature is below 40

degrees F. Waterstop material may be warmed so that it remains above 40 degrees F during placement but means used to warm it shall in no way harm material or its properties. Do not install waterstop where air temperature falls outside manufacturer's recommended range.

d. Place bentonite waterstop only on smooth and uniform surfaces; grind concrete

smooth when necessary to produce satisfactory substrate, or bond waterstop to irregular surfaces using epoxy grout which completely fills voids and irregularities beneath waterstop material. Prior to installation, wire brush concrete surface to remove laitance and other substances that may interfere with bonding of epoxy.

e. In addition to adhesive backing provided with waterstop, secure bentonite waterstop

in place with concrete nails and washers at 12 inch maximum spacing.

7. Adhesive Waterstop:

a. With wire brush thoroughly clean concrete surface on which waterstop is to be placed and then coat with primer.

b. If surface is too rough to allow waterstop to form complete contact, grind to form

adequately smooth surface.

c. Install waterstop with top protective paper left in place. Overlap joints between strips minimum of 1 inch and cover back over with protective paper.

d. Do not remove protective paper until just before final form work completion. Place

concrete immediately. time that waterstop material is uncovered prior to concrete placement shall be minimized and shall not exceed 24 hours.


03315-15 10/01/2002

3.07 CONSTRUCTION JOINTS

A. Definitions:

1. Construction joint: Contact surface between plastic (fresh) concrete and concrete that has attained initial set.

2. Monolithic: Manner of concrete placement to reduce or eliminate construction joints;

joints other than those indicated on Drawings will not be permitted without written approval of Project Manager. Where so approved, make additional construction joints with details equivalent to those indicated for joints in similar locations.

3. Preparation for Construction Joints: Roughen surface of concrete previously placed,

leaving some aggregate particles exposed. Remove laitance and loose materials by sandblasting or high-pressure water blasting. Keep surface wet for several hours prior to placing of plastic concrete.

3.08 CURING

A. Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used. Start curing as soon as free water has disappeared from concrete surface after placing and finishing. A curing day is any calendar day in which temperature is above 50 degrees F for at least 19 hours. Colder days may be counted when air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring may be permitted at end of calendar days equal to twice required number of curing days. However, leave soffit forms and shores in place until concrete has reached specified 28 day strength, unless directed otherwise by Project Manager.

B. Cure formed surfaces not requiring rubbed-finished surface by leaving forms in place for full

curing period. Keep wood forms wet during curing period. Add water as needed for other types of forms. Or, at Contractor's option, forms may be removed after 2 days and curing compound applied.

C. Rubbed Finish:

1. At formed surfaces requiring rubbed finish, remove forms as soon as practicable without

damaging surface.

2. After rubbed-finish operations are complete, continue curing formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete.


03315-16 10/01/2002

D. Unformed Surfaces: Cure by membrane curing compound method.

1. After concrete has received final finish and surplus water sheen has disappeared, immediately seal surface with uniform coating of approved curing compound, applied at rate of coverage recommended by manufacturer or as directed by Project Manager. Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of compound.

2. Thoroughly agitate compound during use and apply by means of approved mechanical

power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items, hand-powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations.

3. Do not apply compound to dry surface. When concrete surface has become dry,

thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities, pinholes or other defects, or when rain falls on newly coated surface before film has dried sufficiently to resist damage, apply additional coat of compound at specified rate of coverage.

3.09 REMOVAL OF FORMS AND SHORING

A. Remove forms from surfaces requiring rubbing only as rapidly as rubbing operation progresses. Remove forms from vertical surfaces not requiring rubbed-finish when concrete has aged for required number of curing days. When curing compound is used, do not remove forms before 2 days after concrete placement.

B. Leave soffit forms and shores in place until concrete has reached specified 28-day strength,

unless directed otherwise by Project Manager. 3.10 DEFECTIVE WORK

A. Immediately repair defective work discovered after forms have been removed. When concrete surface is bulged, uneven, or shows excess honeycombing or form marks which cannot be repaired satisfactorily through patching, remove and replace entire section.

3.11 FINISHING

A. Patch honeycomb, minor defects and form tie holes in concrete surfaces with cement mortar mixed one part cement to two parts fine aggregate. Repair defects by cutting out unsatisfactory material and replacing with new concrete, securely keyed and bonded to existing concrete. Finish to make junctures between patches and existing concrete as inconspicuous as possible. Use stiff mixture and thoroughly tamp into place. After each patch has stiffened sufficiently to allow for greatest portion of shrinkage, strike off mortar flush with surface.


03315-17 10/01/2002

B. Apply rubbed finish to exposed surfaces of formed concrete structures as noted on Drawings. After pointing has set sufficiently, wet surface with brush and perform first surface rubbing with No. 16 carborundum stone, or approved equal. Rub sufficiently to bring surface to paste, to remove form marks and projections, and to produce smooth, dense surface. Add cement to form surface paste as necessary. Spread or brush material, which has been ground to paste, uniformly over surface and allow to reset. In preparation for final acceptance, clean surfaces and perform final finish rubbing with No. 30 carborundum stone or approved equal. After rubbing, allow paste on surface to reset; then wash surface with clean water. Leave structure with clean, neat and uniform-appearing finish.

C. Apply wood float finish to concrete slabs.


A. Testing shall be performed under provisions of Section 01454 - Testing Laboratory Services.

B. Unless otherwise directed by Project Manager, following minimum testing of concrete is required. Testing shall be performed by qualified individuals employed by approved independent testing agency, and conform to requirements of ASTM C 1077.

1. Take concrete samples in accordance with ASTM C 172.

2. Make one set of four compression test specimens for each mix design at least once per

day and for each 150 cubic yards or fraction thereof. Make, cure and test specimens in accordance with ASTM C 31 and ASTM C 39.

3. When taking compression test specimens, test each sample for slump according to ASTM

C 143, for temperature according to ASTM C 1064, for air content according to ASTM C 231, and for unit weight according to ASTM C 138.

4. Inspect, sample and test concrete in accordance with ASTM C 94, Section 13, 14, and 15,

and ACI 311-5R.

C. Test Cores: Conform to ASTM C 42.

D. Testing High Early Strength Concrete: When Type III cement is used in concrete, specified 7 day and 28 day compressive strengths shall be applicable at 3 and 7 days, respectively.

E. If 7-day or 3-day test strengths (as applicable for type of cement being used) fail to meet

established strength requirements, extended curing or resumed curing on those portions of structure represented by test specimens may be required. When additional curing fails to produce required strength, strengthening or replacement of portions of structure which fail to develop required strength may be required by Project Manager, at no additional cost to City.

3.13 PROTECTION


03315-18 10/01/2002

A. Protect concrete against damage until final acceptance by City.

B. Protect fresh concrete from damage due to rain, hail, sleet, or snow. Provide protection while concrete is still plastic, and whenever precipitation is imminent or occurring.

C. Do not backfill around concrete structures or subject them to design loadings until

components of structure needed to resist loading are complete and have reached specified 28 day compressive strength, except as authorized otherwise by Project Manager.

END OF SECTION

DIVISION 4 – MORTAR

CITY OF HOUSTON STANDARD SPECIFICATION MORTAR

04061-1 10/01/2002

Section 04061 MORTAR PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Mortar and grout for masonry. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices.

1. No separate payment will be made for mortar under this Section. Include payment in Lump Sum for building or structure with price breakdown included in Schedule of Values.

2. Refer to Section 01270 - Measurement and Payment and Section 01292- Schedule of

Values.


1.03 REFERENCES

A. ASTM C 143 - Standard Testing Method for Slump of Hydraulic Cement Concrete

B. ASTM C 144 - Standard Specification for Aggregate for Masonry Mortar.

C. ASTM C 150 - Standard Specification for Portland Cement.

D. ASTM C 207 - Standard Specification for Hydrated Lime for Masonry Purposes.

E. ASTM C 270 - Standard Specification for Mortar for Unit Masonry.

F. ASTM C 404 - Standard Specification for Aggregates for Masonry Grout.

G. ASTM C 476 - Standard Specification for Grout for Masonry.

H. ASTM C 780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry.


04061-2 10/01/2002

I. ASTM C 109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars.

1.04 SUBMITTALS


B. Include design mix, indicate Property Method used, required environmental conditions, and admixture limitations.

C. Samples: Submit two ribbons of each mortar color, illustrating color and color range.

D. Submit test reports under provisions of Section 01450 - Contractor's Quality Control.

E. Submit test reports on mortar indicating conformance to ASTM C 270.

F. Submit test reports on grout indicating conformance to ASTM C 476.

G. Submit manufacturer's certificate under provisions of Section 01450 - Contractor's Quality

Control, that products meet or exceed specified requirements. 1.05 DELIVERY, STORAGE, AND HANDLING

A. Deliver products to site and store and protect products under provisions of Section 01610 - Basic Product Requirements.

B. Maintain packaged materials clean, dry, and protected against dampness, freezing, and

foreign matter. 1.06 ENVIRONMENTAL REQUIREMENTS

A. Maintain materials and surrounding air temperatures to minimum 50 degrees F prior to, during, and 48 hours after completion of masonry work.

1.07 MIX TESTS

A. Test mortar and grout in accordance with Section 01454 - Testing Laboratory Services.

B. Testing of Mortar Mix: Test in accordance with ASTM C 780. Test mortar mix for compressive strength, consistency, mortar aggregate ratio, water content, air content, and splitting tensile strength.

C. Testing of Grout Mix: Test in accordance with ASTM C 109. Test grout mix for

compressive strength and slump.


04061-3 10/01/2002


A. Portland Cement: ASTM C 150, Type I, white color.

B. Masonry Cement: Not permitted.

C. Mortar Aggregate: ASTM C 144, standard masonry type. Grading and color suitable for type of masonry, one source for entire project. (Not less than 5 percent shall pass No. 100 sieve).

D. Hydrated Lime: ASTM C 207, Type S.

E. Grout Aggregate: ASTM C 404.

F. Water: Clean and potable.

2.02 MORTAR COLOR

A. Mortar Color: Mineral oxide pigment; color; to be selected by Project Manager from manufacturer's samples.

2.03 ADMIXTURES

A. Antifreeze: Antifreeze admixtures will not be permitted.

B. Accelerator: Accelerator may be used only with approval of Project Manager. 2.04 MORTAR

A. Mortar for Load Bearing Walls and Partitions: ASTM C 270, Type S utilizing Property Method to achieve 1800 psi strength.

B. Mortar for Non-load Bearing Walls and Partitions: ASTM C 270, Type S utilizing the

Property Method to achieve 1800 psi strength.

C. Mortar for Masonry Below Grade or in Contact with Earth: ASTM C 270, Type M utilizing the Property Method to achieve 2500 psi strength.

D. Pointing Mortar: ASTM C 270, Type N, using the Property Method to achieve 750 psi

strength.


04061-4 10/01/2002

2.05 MORTAR MIXING

A. Thoroughly mix mortar ingredients in quantities needed for immediate use in accordance with ASTM C 270 to achieve strengths noted in Paragraph 2.04.

B. Add mortar color and admixtures in accordance with manufacturer's instructions. Provide

uniformity of mix and coloration.

C. Do not use anti-freeze compounds to lower freezing point of mortar.

D. If water is lost by evaporation, retemper only within 2 hours of mixing.

E. Use mortar within 2 hours after mixing at temperatures of 80 degrees F, or 2 1/2 hours at temperatures under 50 degrees F.

2.06 GROUT

A. Bond Beams, Lintels, and Other Areas to be Grouted Solid: 3000 psi strength at 28 days; 7 to 8 inches slump per ASTM C 143; mixed in accordance with ASTM C 476, Fine Grout.

2.07 GROUT MIXING

A. Thoroughly mix mortar ingredients in quantities needed for immediate use in accordance with ASTM C 476, Fine Grout.

B. Add admixtures in accordance with manufacturer's instructions. Provide uniformity of mix.

C. Do not use anti-freeze compounds to lower freezing point of grout.


A. Request inspection of spaces to be grouted. 3.02 PREPARATION

A. Apply bonding agent to existing concrete surfaces.

B. Plug clean out holes with masonry units to prevent leakage of grout materials. Brace masonry for wet grout pressure.


04061-5 10/01/2002

3.03 INSTALLATION

A. Install mortar and grout in accordance with manufacturer's instructions.

B. Work grout into masonry cores and cavities to eliminate voids.

C. Do not displace reinforcement while placing grout.

D. Remove grout spaces of excess mortar. END OF SECTION

DIVISION 5 – METALS

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Project No. 721 STRUCTURAL STEEL FRAMING

05120 - 1 8-26-2016

SECTION 05120

STRUCTURAL STEEL FRAMING PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and

Supplementary Conditions and Division 1 Specification Sections, apply to this section.

1.2 SUMMARY

A. The work includes all structural steel shown, scheduled or otherwise required to

complete the work, and all necessary connectors and accessories.

B. Related Sections: The following sections contain requirements that relate to this section:

1. Division 5, Section 05310 - STEEL DECK.

1.3 DEFINITIONS

A. Structural Steel: Elements of the structural frame indicated on Drawings and as described in AISC 303, "Code of Standard Practice for Steel Buildings and Bridges."

1.4 SUBMITTALS

A. Shop Drawings: Furnish for approval. Fabrication shall not begin prior to approval of the shop drawings. The Contractor shall prepare the shop drawings. Reproduction of the Architect-Engineer's drawings is not permitted. T:

B. Substitutions: Make requests for substitutions of sections and modifications to details by obvious notations on shop drawings. Do not proceed with the substitution until specific approval has been granted by Architect-Engineer. No spliced members will be accepted unless splices are clearly shown on the shop drawings and approved by the Architect-Engineer.

C. Grout: Submit manufacturer's data and printed instructions, proposed mix proportions and resulting consistency and strength. When requested by the Architect-Engineer, submit independent testing lab reports verifying all specified requirements.

D. Inspection and Testing Reports: Submit two copies directly from the laboratory, one to the Owner and one to the Architect-Engineer.

E. Independent Testing Laboratory Certification: The independent testing laboratory shall provide a letter, signed and sealed by a registered professional engineer, legally authorized to practice in the jurisdiction where the project is located, stating that, to the best of his knowledge, based on an acceptable testing program, all

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fasteners and welds are installed in accordance with the drawings, specifications and applicable codes and standards.

F. Welders' Certificates: When requested by the Architect-Engineer, submit current AWS certificates for each welding operator for each type of welding performed.

G. Mill Reports: When requested by the Architect-Engineer, furnish 2 copies, specifying chemical and physical properties of steel to be used on this project.


A. Installer Qualifications: Engage an experienced Installer who has completed

structural steel work similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance.

B. Fabricator Qualifications: Engage a qualified firm experienced in fabricating structural steel similar to that indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to fabricate structural steel without delaying the work. A qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certified Plant, Category STD, or is accredited by the IAS Fabricator Inspection Program for Structural Steel (AC 172).

C. The following codes and publications, of the latest edition, govern this work unless indicated or specified otherwise. References in these codes and publications to inspection by the Architect-Engineer shall be deleted. The Architect-Engineer's job administration is defined in the General Conditions of the Construction Contract.

1. "Code of Standard Practice for Steel Buildings and Bridges": A publication of AISC.

2. "Specification for Structural Steel Buildings": A publication of AISC.

3. AWS D1.1 "Structural Welding Code": A publication of American Welding Society.

4. "Specifications for Structural Joints using ASTM A325 or A490 Bolts": A publication of AISC.

5. Surface Preparation Specifications of the Steel Structures Painting Council. References appear as the specification number proceeded by the initials SSPC.

6. American Society for Testing and Materials: ASTM.

D. Certification of Welders: Welding of all structural steel shall be limited to welding operators whose competency has been tested and certified in accordance with the Structural Welding Code of American Welding Society. 1. Welders and welding operators performing work on bottom-flange, demand-

critical welds shall pass the supplemental welder qualification testing, as

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required by AWS D1.8. FCAW-S and FCAW-G shall be considered separate processes for welding personnel qualification.

E. Inspection and Testing: The Owner will employ and pay an independent testing laboratory, acceptable to the Architect-Engineer, to insure that all fasteners and welds are installed in accordance with the drawings, specifications, and approved shop drawings. The inspection and testing includes items covered in related sections. The inspection shall be performed under the supervision of a registered professional engineer, legally authorized to practice in the jurisdiction where the project is located.

F. Marking: Shop mark each piece of steel, plainly in a protected location in accordance with reference numbers on the shop drawings.

G. Coordination with Existing Conditions: The Fabricator shall be responsible for providing steel that has been fabricated to accommodate existing conditions. The Contractor will provide the Fabricator with a certified survey of existing conditions affecting structural steel on this Project.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Structural Steel: ASTM A36 and ASTM A992, Grade 50, see drawings.

B. Cold-Formed Structural Steel Tubing: ASTM A500, Grade B, Fy = 46 KSI.

C. Steel Pipe: ASTM A53, Type S, Grade B or API Standard 5L, Grade B.

D. Shear Connectors: ASTM A108, Grade 1015 through 1020, headed-stud type, cold-finished carbon steel, AWS D1.1, Type B.

E. Anchor Rods, Nuts, and Washers: As follows:

1. Headed Rods: ASTM F1554, unless otherwise noted. See drawings for grade of material.

F. High-Strength Bolts, Nuts, and Washers: ASTM A325, Type 1, heavy hex steel

structural bolts, heavy hex carbon-steel nuts, and hardened carbon-steel washers.

G. Welding Electrodes: Comply with AWS requirements.

1. Bare Steel: E70.

2. Galvanized Steel: E60 specifically applicable to galvanized surfaces.

2.2 PRIMER

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A. Provide Tnemic Inc. "No. 10-99 Red", ICI Devoe Coatings "Devguard 4100" or Sherwin Williams "Kem Kromik".

B. Special Primer: Provide for all exterior structural steel and for interior structural steel in non-air conditioned spaces:

1. Primer: DFT, 6 mils; one of the following:

a. ICI Devran 4170

b. Sherwin-Williams Epolon II (B67-400 Series)

c. Southern Coatings Dura-Pox 646 Epoxy Mastic

2.3 GROUT

A. Materials: Grouting shall be performed with a material meeting the performance requirements that follow. Cement-based grouts shall have a minimum 5-year history of use and meet the following performance requirements at maximum water. They shall not contain expansive cement or metallic particles such as aluminum powder or iron filings.

1. Plastic Volume Change: The grout shall have no shrinkage (0.0 percent) and a maximum of 4.0 percent expansion from time of placement until final set when tested according to ASTM C827.

2. Hardened Volume Change: The grout shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state when tested according to CRD C-621.

3. Compressive Strength: The grout shall have a minimum 28-day compressive strength of 5,000 psi when tested according to ASTM C109, restrained.

4. Creep: The grout shall have creep characteristics equal to or less than the concrete on which it is bearing.

5. Working Time: The grout for anchor bolt sleeves shall have a fluid consistency with a time of efflux of less than 30 seconds and all other grout shall have a flow consistency greater than 125 percent for a minimum of 45 minutes when tested according to applicable consistency sections of ASTM C827 at 15 minute intervals.

B. Approved Manufacturers:

1. Master Builders, Inc., Cleveland, Ohio.

2. Sika Corporation, Lyndhurst, New Jersey.

3. Five Star Products, Inc.; U.S. Grout Corporation, Fairfield, Connecticut.

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4. Lambert Corporation, Orlando, Florida.

2.4 GALVANIZING

A. Conform to ASTM Standards A123, A386 and A153 as applicable. Galvanizing Repair Compound shall conform to Mil. Spec. MIL-P-21035. Provide "ZRC" by ZRC Chemical Products Co. or "Zinc Clad 5" by Sherwin Williams.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Before erection proceeds, and with the steel erector present, verify elevations of

concrete and masonry bearing surfaces and locations of anchorages for compliance with requirements.

B. Do not proceed with erection until unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place, unless otherwise indicated.

3.3 FABRICATION

A. General: Comply with the applicable portions of the publications referenced in PART 1.

B. Steel Connections: One sided or other eccentric connections not permitted unless specifically shown. No combination of fasteners such as bolts and welds are permitted in the same face of any connection. Furnish the type connections shown or noted; where not shown or noted, use either high strength bolting or welding. Where welding is used, apply heat symmetrically to minimize distortion or misalignment.

C. Concrete Connections:

1. Bearing Plates: Following grout manufacturer's written instructions, set in grout to elevations required or as shown on drawings.

2. Leveling: Use steel wedges for leveling members and plates on masonry and concrete; remove the wedges after grouting and grout the resulting holes. Leveling nuts are not permitted.

3. Anchor Bolt Pipe Sleeves: Prior to grouting anchor bolt pipe sleeves, remove debris and standing water from pipe sleeves. After anchor bolts have been

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aligned with members and/or base plates, and prior to erection of the member and/or plate, fill pipe sleeves with grout of a fluid consistency per manufacturer's written instructions.

D. Temporary Bracing: Furnish as necessary until permanent bracing is installed.

E. Nuts: Where machine bolts are shown, provide approved, self-locking type nuts, or

upset the threads to prevent back-off.

F. Machine Bolts: Install so that threads are not in bearing.

G. Fabricate and assemble structural steel in shop to greatest extent possible. Fabricate structural steel according to AISC specifications referenced in this section and in Shop Drawings.

1. Camber structural steel members where indicated.

2. Identify high-strength structural steel according to ASTM A6 (ASTM A6M) and maintain markings until steel has been erected.

3. Mark and match-mark materials for field assembly.

4. Fabricate for delivery a sequence that will expedite erection and minimize field handling of structural steel.

5. Complete structural steel assemblies, including welding of units, before starting shop-priming operations.

6. Comply with fabrication tolerance limits of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for structural steel.

H. Fabricate architecturally exposed structural steel (AESS) with exposed surfaces

smooth, square, and free of surface blemishes, including pitting, rust and scale seam marks, roller marks, rolled trade names, and roughness.

1. Remove blemishes by filling, grinding, or by welding and grinding, prior to cleaning, treating, and shop priming.

2. Fabricate AESS to the tolerances specified in AISC 303.

3. All seams in built-up members shall be filled and ground smooth to provide a flush surface matching the profile and consistency of adjacent member surfaces.

4. Comply with fabrication requirements, including tolerance limits, of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for architecturally exposed structural steel.

I. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

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1. Plane thermally cut edges to be welded.

J. Finishing: Accurately mill ends of columns and other members transmitting loads in bearing.

K. Holes: Provide holes required for securing other work to structural steel framing and for passage of other work through steel framing members, as shown on Shop Drawings.

1. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in bearing plates.

2. Weld threaded nuts to framing and other specialty items as indicated to receive other work.

3.4 ERECTION

A. General: Comply with the applicable portions of the referenced publications.

B. Beams, Girders, Purlins, Columns, Trusses: Use steel wedges for leveling on

masonry and concrete; remove the wedges after grouting and grout the resulting holes. Anchor to steel supports as shown.

C. Field Connections: Furnish the type connections shown or noted. Where not shown or noted, use either high strength bolting or welding. Where welding is used,

symmetrical application of welding heat shall be used at all connections and symmetrical application with reference to the overall dimensions of the building to minimize distortion or misalignment.

D. Base Plates: Following grout manufacturer’s written instructions, set base plates in grout to elevations required or as shown on drawings.

E. Anchor Bolt Pipe Sleeves: Prior to grouting anchor bolt pipe sleeves, remove debris and standing water from pipe sleeves. After anchor bolts have been aligned with column base plates, fill pipe sleeves with grout of a fluid consistency per manufacturer’s written instructions.

F. Temporary Bracing: Furnish as necessary until permanent bracing is installed.

G. Set structural steel accurately in locations and to elevations indicated and according to AISC specifications referenced in this section.

H. Base and Bearing Plates: Clean concrete and masonry bearing surfaces of bond-reducing materials and roughen surfaces prior to setting base and bearing plates. Clean bottom surface of base and bearing plates.

1. Set base and bearing plates for structural members on wedges, shims, or setting nuts as required.

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2. Tighten anchor bolts after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of base or bearing plate prior to packing with grout.

3. Pack grout solidly between bearing surfaces and plates so no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure.

a. Comply with manufacturer's instructions for proprietary grout materials.

I. Maintain erection tolerances of structural steel within AISC's "Code of Standard

Practice for Steel Buildings and Bridges."

1. Maintain erection tolerances of architecturally exposed structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges."

J. Align and adjust various members forming part of complete frame or structure before

permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

1. Level and plumb individual members of structure.

K. Splice members only where indicated.

L. Remove erection bolts on welded, architecturally exposed structural steel; fill holes with plug welds; and grind smooth at exposed surfaces.

M. Finish sections thermally cut during erection equal to a sheared appearance.

N. Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be enlarged to admit bolts.

3.5 SHOP AND FIELD CONNECTIONS

A. Install and tighten nonhigh-strength bolts, except where high-strength bolts are

indicated.

B. Install and tighten high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A325 or A490 Bolts."

1. Connection Type: Snug tightened, unless indicated as slip-critical, direct-tension, or tensioned shear/bearing connections.

C. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality

of welds, and methods used in correcting welding work.

1. Comply with AISC specifications referenced in this section for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds.

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2. Assemble and weld built-up sections by methods that will maintain true alignment of axes without warp.

3. Verify that weld sizes, fabrication sequence, and equipment used for architecturally exposed structural steel will limit distortions to allowable tolerances. Prevent surface bleeding of back-side welding on exposed steel surfaces. Grind smooth exposed fillet welds 1/2 inch and larger. Grind flush butt welds. Dress exposed welds.

3.6 SHOP PRIMING

A. Surfaces to be Encased in Concrete: Shop clean in accordance with SSPC-SP 3 "Power Tool Cleaning". Ship to the job site bare. Extend priming of partially embedded members to a depth of 3 inches.

B. Surfaces to Receive Welds: Where specified welding requirements (AWS) do not allow, or recommend against, welding on or through the required primer, provide surface preparation as required for the component but leave the specific area to receive the weld bare for field touch-up after welding.

C. All Other Surfaces Except Galvanized: Clean in accordance with SSPC-SP 3. Prime surfaces and work the paint well into all angles and crevices. Apply uniformly and free from holidays and bare spots. Shop primer shall be 2.0 mils (0.05 mm) minimum total dry film thickness.

D. Do not shop prime galvanized surfaces or surfaces to be high-strength bolted with slip-critical connections.

3.7 GALVANIZING

A. General: Conform to ASTM Standards A123, A386 and A153 as applicable

whenever surfaces are indicated or specified to be galvanized. Galvanize after fabrication unless otherwise indicated or specified.

B. Repair: Repair all galvanized coatings that become damaged in handling, transporting, welding and bolting. Make the repairs by application of a galvanizing repair compound. Clean all areas that are to be repaired; remove slag from welds. Apply repair compound to cold surfaces.


A. General: Inspection and testing of structural steel construction shall conform to the

requirements of Section 1704.3 of the International Building Code (IBC), 2009 Edition.

B. Inspection of High-Strength Bolting, per IBC 1704.3.3:

1. Perform periodic inspection of bearing-type and slip-critical connections.

2. Perform continuous inspection of slip-critical connections.

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C. Inspection of Welding, per IBC 1704.3.1:

1. Perform periodic inspection of single-pass fillet welds less that or equal to 5/16” as well as floor and deck welds.

2. Perform continuous inspection of all complete and partial penetration groove welds as well as all fillet welds greater than 5/16”.

D. Bolted and Welded Connections:

1. Procedure: A visual check shall be made of all welded and bolted connections. In addition, all high strength bolts shall be checked for proper tension and all full penetration welds shall be checked by ultrasonic testing or other test methods as necessary to verify compliance with specified requirements. Additional bolts and welds may be tested at the option of the independent testing laboratory. Defective bolts and welds shall be removed and replaced without cost to the Owner.

2. Exposure for Inspection: The inspection and testing procedure applies to both shop and field connections. No painting or galvanizing of the connections shall be performed prior to acceptance by the independent testing laboratory.

3. Testing of Welds: No testing shall be started until the weld is cool to the touch or a minimum time of 24 hours has elapsed after completion of welding.

E. Welded Studs on Composite Beams: Establish settings and procedures prior to

starting stud welding. The first two studs on each beam will be tested by striking with a hammer until bent 30 degrees from vertical. In addition, all questionable studs will be tested by striking with a hammer to a minimum bend of 15 degrees from vertical. A minimum of 5 percent of all studs will be tested. Following evaluation, replace all studs that do not meet acceptance criteria. Tested studs that show no signs of failure are satisfactory and may be left in the bent position.

F. Injection Adhesive Anchors: A visual check will be made of all injection adhesive anchor rods and fasteners. In addition, a minimum of 10 percent of all injection adhesive anchors will be tested for compliance with manufacturers recommended maximum allowable tension capacities. The independent testing laboratory will perform this testing. Anchors to be tested will be chosen by the Architect-Engineer. Additional injection adhesive anchors may be tested at the option of the independent testing laboratory. Following evaluation, replace and re-test all anchors that do not meet the acceptance criteria.

3.9 CLEANING

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A. Field Touch-Up: Touch-up all primer coated surfaces with same material as the primer coat. Field paint all unprimed bolts and accessories. Clean all welds and adjacent surfaces and touch-up with one coat of primer. Clean and touch-up all rusted areas with one coat of primer. Clean and touch-up all rusted areas resulting from long exposure during storage or after erection. The prime coat over which succeeding coats are applied shall be sound and well bonded.

END OF SECTION 05120

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Project No. 721 STEEL DECKING

05 31 00-1

08-26-2016

SECTION 05 31 00 - STEEL DECKING

PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes steel deck units, accessories and attachments for floor and roof application.

1.3 SUBMITTALS

A. Product data including manufacturer’s specifications and installation instructions for each type of deck, accessory, and product specified, with proposed products plainly marked.

B. Shop drawings showing layout and types of deck units, anchorage details, and

conditions requiring closure strips, supplementary framing, sump pans, cant strips, cut openings, special jointing and other accessories.


A. Installer Qualifications: Engage an experienced Installer who has completed steel deck similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance.

B. Codes and Standards: Comply with provisions of the following codes and

standards, except as otherwise indicated: 1. American Iron and Steel Institute (AISI), "Specification for the Design of

Cold-Formed Steel Structural Members." 2. AWS, D1.3 "Structural Welding Code - Sheet Steel." 3. Steel Deck Institute (SDI), "Design Manual for Composite Decks, Form

Decks and Roof Decks." C. Qualification of Field Welding: Use qualified welding processes and welding

operators in accordance with "Welder Qualification" procedures of AWS. 1. Welded decking in place is subject to inspection and testings. At the

expense of the contractor, defective work will be removed and replaced with new acceptable work.

D. Underwriters’ Label: Provide metal floor deck units listed in UL "Fire Resistance

Directory," with each deck unit bearing the UL label and marking for specific system detailed.


A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling.

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B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with

a waterproof covering and ventilate to avoid condensation.

C. Do not store materials on the structure in a manner that might cause distortion or damage to the supporting structure. Repair or replace damaged materials in an approved manner without additional cost to the Owner.

D. Corrosion Repair: Finish of decking units shall be maintained at all times using

touch-up paint whenever necessary to prevent the formation of rust. Touch-up paint for shop painted units shall be of the same type used for the shop painting. Touch-up paint for zinc-coated units shall be a high zinc content, galvanizing repair paint.

PART 2 - PRODUCTS 2.1 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Bowman Metal Deck Armco, Inc. 2. Consolidated Systems, Inc. 3. Marlyn Steel Products, Inc. 4. Robertson A United Dominion Co. 5. Roof Deck, Inc. 6. United Steel Deck, Inc. 7. Vulcraft Div. of Nucor Corp. 8. Wheeling Corrugating Co., Div. of Wheeling-Pittsburgh Steel Corp.

2.2 MATERIALS

A. Steel for Metal Deck Units: ASTM A653 (galvanized), grade as required to comply with SDI specifications.

B. Miscellaneous Steel Shapes: ASTM A36.

C. Sheet Metal Accessory: ASTM A653, commercial quality, galvanized.

D. Galvanizing: ASTM A653, G90. E. Flexible Closure Strips: Manufacturer’s standard vulcanized, closed cell, synthetic

rubber.

F. Screws: AISI 1019, minimum size No. 12, cadmium-plated or stalgard coated.

2.3 ROOF DECK

A. Manufacturer: Basis of design is EPICORE ER2R by Epic Metals Corporation. If a different manufacturer is proposed, the Contractor shall submit as a proposed equivalent for evaluation by the Architect-Engineer.

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C. Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with

"SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 31, and with the following:

1. Galvanized and Shop-Primed Steel Sheet: ASTM A 653/A 653M, Structural

Steel (SS), Grade 40, G60 zinc coating; cleaned, pretreated, and primed with manufacturer's standard baked-on, rust-inhibitive primer. Primer color shall be Manufacturer’s standard white.

D. Deck Profile: As indicated on the drawings. E. Sidelaps: Interlocking and vertically self-aligning sidelaps that present a flush

appearance with tight-fitting joints from the underside. F. Shallow stiffening ribs shall be roll-formed into the bottom plates on the decking

units. Ribs shall be located in the area between the webs to enhance flatness of the bottom plate.

2.4 FABRICATION

A. General: Form deck units in lengths to span three or more supports, with flush, telescoped or nested 2 inch laps at ends and interlocking or nested side laps, of metal thickness, section modulus and rib depth as specified.

B. Roof Deck Units: Provide deck configurations that comply with SDI "Specifications

and Commentary for Steel Roof Deck." Refer to drawings for minimum requirements.

2.5 ACCESSORIES

A. General: Provide accessory materials, for the steel deck, that comply with requirements indicated and recommendations of the steel deck manufacturer.

B. Metal Closure Strips: Fabricate metal closure strips, for openings between decking

and other construction and at ridges and valleys, of not less than 0.045-inch minimum (18 gauge) sheet metal. Form to provide tight-fitting closures at open ends of flutes and sides of decking.

C. Roof Sump Pans: Fabricate from single piece of 0.071-inch minimum (14 gauge)

galvanized sheet steel. Provide sump pans of adequate size to receive roof drains and with bearing flanges not less than 3 inches wide. Contractor shall coordinate with structural steel so that steel edge angles (required per typical structural details) are omitted at deck openings for sump pans. Recess pans not less than 1-1/2 inches below roof deck surface unless otherwise shown or required by deck configuration.

PART 3 - EXECUTION 3.1 EXAMINATION

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05 31 00-4

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A. Examine supporting framing and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance of steel deck.

3.2 PREPARATION

A. Do not place deck panels on concrete supporting structure until concrete has cured and is dry.

B. Locate decking bundles to prevent overloading of supporting members.

3.3 INSTALLATION, GENERAL

A. General: Install deck and accessories in accordance with SDI and the manufacturer’s recommendations, shop drawings, and as specified herein. 1. Place deck units on supporting steel framework and adjust to final position

with ends accurately aligned and bearing on supporting members before being permanently fastened. Do not stretch or contract side lap interlocks.

2. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used in correcting welding work. Care shall be exercised in the selection of the electrodes and amperage to provide positive weld and to prevent high amperage blowholes. Use welding washers for steel deck thickness less than 0.028 inch and where recommended by deck manufacturer. Welding washers shall have a minimum thickness of 0.0568 inch (16 gauge) and have a nominal 3/8-inch diameter hole.

3. Mechanical fasteners, either powder-actuated or pneumatically driven, may be used in lieu of welding when suitable test data verifying strength and stiffness equal to the specified welding is approved. Submit manufacturer's data and tests.

B. Anchorage and Attachment of Deck Units: Shall be in accordance with the

following minimums and additional shall be provided where shown or scheduled on the drawings. 1. Steel Roof Deck: Puddle welds shall be at least 5/8-inch diameter or

elongated welds with an equal perimeter. Fillet welds when used, shall be at least 1-inch long. Weld metal shall penetrate all layers of deck material at end laps and side joints and shall have good fusion to the supporting members. The location and number of welds to the supportive structural members shall be a minimum of the following: All side laps plus a sufficient number of interior ribs to limit the spacing between adjacent points of attachment to 12 inches at all diaphragm perimeter members, shear walls, braced frames and rigid frames and 18 inches at all other supports. For spans 5 feet and greater, the side laps shall be fastened together with a minimum of No. 12 screws at a maximum spacing of 36 inches. Refer to drawings for additional requirements.

2. Non-Composite Steel Form Floor Deck: Units shall be anchored to supporting members, including bearing walls, with nominal welding washers at all edge ribs plus a sufficient number of interior ribs to provide a maximum average spacing of 12 inches. The maximum spacing between adjacent points of attachments shall not exceed 18 inches. Differential deflection shall be controlled by fastening together sidelaps of floor deck units as recommended by the steel deck manufacturer.

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C. Cutting and Fitting: Cut and neatly fit deck units and accessories around other work projecting through or adjacent to the decking, as shown.

D. Reinforcement at Openings: Provide additional metal reinforcement and closure

pieces as required for strength, continuity of decking, and support of other work shown.

E. Hanger Slots or Clips: Provide UL-approved punched hanger slots between cells

or flutes of lower element where floor deck units are to receive hangers for support of ceiling construction, air ducts, diffusers, lighting fixtures, or other items. 1. Hanger clips designed to clip over male side lap joints of floor deck units

may be used instead of hanger slots. 2. Locate slots or clips at not more than 14 inches o.c. in both directions, not

over 9 inches from walls at ends, and not more than 12 inches from walls at sides, unless otherwise indicated.

3. Provide manufacturer's standard hanger attachment devices.

F. Roof Sump Pans: Place over openings provided in roof decking and weld flanges to top decking surface. Space welds not more than 12 inches o.c. with at least one weld at each corner.

G. Closure Strips: Provide metal closure strips at open uncovered ends and edges of

roof decking and in voids between decking and other construction. Weld into position to provide a complete decking installation.

3.4 REPAIRS AND PROTECTION

A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces with galvanized repair paint according to ASTM A780 and the manufacturer's instructions.

B. Touch-up Painting: Wire brush, clean, and paint scarred areas, welds, and rust

spots on both surfaces of installed deck panels. 1. Touch up painted surfaces with same type of shop paint used on adjacent

surfaces. 2. Where shop-painted surfaces are exposed in-service, apply touch-up paint

to blend into adjacent surfaces.

C. Provide final protection and maintain conditions to ensure steel decking is without damage or deterioration at time of Substantial Completion.

END OF SECTION 05 31 00

DIVISION 26 – ELECTRICAL

JFK Cell Phone Lot Project No. 721 MAINTENANCE TESTING

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MAINTENANCE TESTING FOR ELECTRICAL SYSTEMS

26 01 26

PART 1 - GENERAL


A. Test electrical systems and equipment.

B. These tests are required to determine that the equipment involved may be safely energized

and operated.

C. Perform tests by and under the supervision of fully experienced and qualified personnel.

Advise each respective manufacturer's representative of tests on their equipment.

D. Record all test data.

E. Each section of Division 26 that has products or systems listed herein incorporate this

section by reference and is incomplete without the required tests stated herein.

1.2 REFERENCES

A. NFPA 70 - National Electrical Code.

1.3 SUBMITTALS

A. Submit test report forms for review a minimum of 90 days prior to requesting a final review

by A/E.

B. Furnish six individually bound copies of test data. Neatly type and arrange data. Include

with the data the date tested, personnel present, weather conditions, nameplate record of test

instrument and list all measurements taken, both prior to and after any corrections are made to

the system. Record all failures and corrective action taken to remedy incorrect situation.

C. A/E will retain one copy. Remaining copies will be returned to Contractor for inclusion in the

operation and maintenance manuals.

PART 2 - PRODUCTS

Not used.

PART 3 - EXECUTION

3.1 PREPARATION

A. Furnish proposed test procedures, recording forms, list of personnel and test equipment for

A/E review.

B. Follow recommended procedures for testing as published by test equipment manufacturer.


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3.2 WIRE AND CABLE

A. Test insulation resistance of each main feeder and service after the installation is complete

but before the connection is made to its source and point of termination.

B. Test insulation resistance using Biddle Megger or equivalent test instrument at a voltage not

less than 1,000 volts DC. Measure resistance from phase-to-phase and phase-to-ground. In

circuits where insulation test value is lower than 1 megohm, remove and replace conductor and

retest.

C. Visually inspect connections of every branch circuit for tightness.

D. Insure that grounding conductor is electrically continuous.

E. Test branch circuits against grounds, shorts or other faults.

F. Inspect grounding and bonding system conductors and connections for tightness and proper

installation.

G. Measure ground resistance from system neutral connection at service entrance to

convenient ground reference point using suitable ground testing equipment.

H. Test the system for stray currents, ground shorts, etc. If stray currents, shorts, etc., are

detected, eliminate or correct as required.

3.3 WIRING DEVICES

A. Operate switches at least twice.

B. Test every convenience outlet with plug-in device for proper phasing and grounding.

C. Demonstrate operation of lighting circuits and lighting control systems.

3.4 ELECTRICAL SWITCHGEAR (To include all switchgear: switchboards, panelboards,

transformers, switches etc.)

A. Before Energization:

1. Visually inspect connections for tightness and correctness.

2. Verify proper fusing.

B. After Energization:

1. Verify proper voltage with system operating at load conditions.

2. Verify proper operation.

3. Operate every circuit breaker, switch and contactor.

4. Modify tap settings on transformers as required.

5. Measure line amperes with system operating at load conditions.

6. Modify circuit breaker and relay settings as required.

7. Megger meter centers for opens, shorts and grounds.

8. Thermographic Tests:

a. With system operating at load conditions, perform thermographic test on switchgear, bus

duct, control centers, distribution panelboards, lighting panelboards and equipment feeders

using an infrared temperature scanning unit. Provide thermograph tests performed by General


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Electric Instrumentation Division.

b. Tighten or correct connections with higher temperatures than acceptable. After corrections

have been made, perform thermograph test to confirm that problems have been corrected.

C. Operate all equipment and control systems through intended sequence. Record all data

pertaining to system operation.

1. Contactors.

2. Starters.

3. Electrically operated circuit breakers.

4. Measure noise level 3 feet from mechanical room where variable frequency drive starters are

installed.

5. Perform motor control center mechanical operator tests in accordance with manufacturer's

instructions.

6. Exercise each starter through entire operating sequence. Demonstrate that protective

features such as phase failure, undervoltage and phase reversal are properly operating.

7. Rotating Equipment:

a. Verify proper voltage and phasing.

b. Modify phasing as required for proper rotation.

c. Measure line amperes (starting and running) and rpm.

d. Demonstrate running of motors and operation of controls and interlocks.

3.5 GROUND FAULT

A. Factory test switchboards at the manufacturer's factory prior to shipment as specified

herein:

1. Furnish a ground fault protection system test for circuit testing and verification of the

tripping of the ground fault relays at the factory location. Pass predetermined values of

current through the relay sensors and measure the relay tripping time for each phase and the

neutral sensor (if one is required). Compare the measured time-current relationships to the

tri-characteristic curves for each relay. If the relay trips outside the range of values indicated

on the curve, replace or recalibrate the relays. Include a polarity verification of the

interconnection of the ground sensor circuits as a part of the test.

2. Have the proper voltages applied to their circuits and satisfactory operation demonstrated

for additional auxiliary, pilot, control relays, electrically operated breakers, shunt-trip operated

breakers, switches, etc.

3. Furnish in accordance with NFPA 70 Section 230-95(c), test results certified by the

switchboard manufacturer. One reviewed copy to be available at the job site for review by the

authorities having jurisdiction.

4. Upon completion of the factory ground fault protection system tests, the current and time

adjustment on each relay are to be set on their minimum values.

B. After construction work is complete and prior to energizing switchboards, field test ground

fault protection system; provide reset to manufacturer's recommended setting for both current

and time by General Electric Engineering and Service.

1. The test procedure is to be similar to that specified for the factory test.

2. Notify A/E in writing at least two weeks prior to the day of the field test. A/E may witness

the field test if he so desires.

3. Furnish all field test results certified by the testing company listed hereinbefore.

3.6 SECONDARY GROUNDING

A. Test service entrance ground resistance.

JFK Cell Phone Lot Project No. 721 CONDUCTORS AND CABLES

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09-21-2016

POWER CONDUCTORS AND CABLES

26 05 19

PART 1 - GENERAL


A. Furnish and install wire and cable, including:

1. Building wire.

2. Cable.

3. Wiring connections and terminations.

1.2 RELATED SECTIONS

A. Section 26 05 26 - Grounding and Bonding for Electrical Systems.

B. Section 26 08 00 – Commissioning of Electrical Systems.

C. Section 26 05 29 – Hangars and Supports for Electrical Systems.

D. Section 26 05 33 – Raceway and Boxes for Electrical Systems.

E. Section 26 27 26 – Wiring Devices.

1.3 REFERENCES

A. NEMA WC 3 - Rubber-Insulated Wire and Cable for the Transmission and Distribution of

Electrical Energy.

B. NEMA WC 5 - Thermoplastic-Insulated Wire and Cable for the Transmission and

Distribution of Electrical Energy.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Wire and Cable

1. Carol.

2. Southwire.

3. Triangle PWC, Inc.

4. American Insulated Wire Corp.

5. BFCC Brand REX.

6. Senator Wire and Cable.

7. ABB.

8. Encore Wire Corporation.


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B. Connectors

1. Burndy.

2. T & B.

3. 3M.

4. Amp Incorporated.

5. General Signal.

6. Square D.

7. Monogram.

8. ABB

C. Power Distribution Blocks

1. Ilsco.

2. Square D.

2.2 BUILDING WIRE

A. Thermoplastic-Insulated Building Wire: NEMA WC 5.

B. Rubber-Insulated Building Wire: NEMA WC 3.

C. Feeders and Branch Circuits Larger Than #6 AWG: Copper, stranded conductor, 600 volt

insulation, THW, THHN/THWN, XHHW, RHW.

D. Feeders and Branch Circuits #6 AWG and Smaller: Copper conductor, 600 volt insulation,

THW, THHN/THWN; smaller than #8 AWG, solid conductor.

E. Control Circuits: Copper, stranded conductor 600 volt insulation, THW, THHN/THWN.

F. Plenum Rated Cable: Provide plenum rated cable where cable is installed exposed in

plenums.

G. Wiring types BX and MC will not be acceptable for use on this project.

2.3 WIRING CONNECTIONS AND SPLICES

A. Connect and splice wire #8 AWG and smaller with self-insulating, wire nut connectors.

B. Terminate and splice all #6 AWG and larger copper conductors, except for load side lugs on

Class I and II switchboards, panelboards, motor control centers, fusible switches, circuit

breakers, transformers and individual motor controllers with high conductivity, wrought

copper, color-keyed compression connector similar to T & B Series 54100 for terminal

connection; Series 54500 for two-way copper-to-copper splices; and Series 54700 for tapping

and pigtailing copper conductors.

C. Motor Connections: 3M Series 5300-5304. Leave minimum 12” slack (pigtail) at

connection.

D. Water Chilling Unit Motor Connection: Provide Anderson Model VHCL or equal

compression connector sized to accommodate the wire size indicated on the drawings, and


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have holes sized to fit the stud. Field modification to the compression lug or the motor stud

will not be permitted.

E. Set screw type connectors are only acceptable on the load side lugs of Class I and II

switchboards, panelboards, circuit breakers, fusible switches and on individual motor

controllers.

F. Where three or more conductors larger than #8 AWG are installed in wiring gutter, utilize a

screw-type power distribution block. Utilize split-bolt mechanical connector, filled and taped

for smooth joint, only where specifically requested by Contractor and approved by A/E.

PART 3 - EXECUTION

3.1 GENERAL WIRING METHODS

A. Use no wire smaller than No. 12 AWG for power and lighting circuits, and no smaller than

No. 14 AWG for control wiring. Provide minimum of No. 12 AWG for all switch legs. Provide

neutral conductor of the same size as the phase conductors to which it is associated.

B. Use No. 10 AWG conductor minimum for 20 ampere, 120 volt branch circuits longer than

100 feet, and for 20 ampere, 277 volt branch circuits longer than 200 feet.

C. Provide homerun conductors of continuous length without joint or splice from overcurrent

device to first outlet.

D. Provide main service and feeder conductors of continuous length without joint or splice for

their entire length.

E. Install wiring in conduit, unless indicated otherwise.

F. Neatly train and lace wiring inside boxes, panelboards, switchgear, motor control centers,

wiring gutters, and other equipment using Thomas & Betts "Ty-Wraps" or equal.

G. Provide equal conductor lengths for all parallel circuits.

H. Provide individual neutral for branch circuits.

I. Drawings indicate proposed circuiting only, and do not indicate every conductor unless

intent is unclear and further clarification is required. Provide the necessary travellers for all

three-way and four-way switches.

J. Tag each circuit in an outlet box where two or more circuits run to a single outlet as a guide

for the fixture hanger in making connections.

3.2 WIRING INSTALLATION IN RACEWAYS

A. Pull all conductors into a raceway at the same time. Use UL listed wire pulling lubricant.

Do not exceed manufacturer's recommended tension.

B. Install wire in raceway after interior of building has been physically protected from the

weather and all mechanical work likely to injure conductors has been completed.


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09-21-2016

C. Completely and thoroughly swab raceway system before installing conductors.

D. Remove and discard conductors cut too short or installed in wrong raceway. Do not install

conductors, which have been removed from a raceway.

E. Do not install conductors in conduit, which contains wires already in place.

3.3 WIRING CONNECTIONS AND TERMINATIONS

A. Make taps and splices in accessible junction or outlet boxes only.

B. Thoroughly clean wires before installing lugs and connectors.

C. Make splices, taps and terminations to carry full ampacity of conductors without

perceptible temperature rise.

D. Provide joints in branch circuits only where such circuits divide. Where circuits divide,

provide one through circuit to which the branch is spliced from the circuit. Do not leave

joints in branch circuits for fixture hanger to make. Make all taps and splices with approved

type compression connector.

E. Terminate spare conductors with electrical tape.

F. Identify and label all conductor terminations as specified in electrical identification.

G. Properly terminate indicated conductors in equipment furnished and provide properly sized

lugs.

3.4 COLOR CODING

A. Color code all distribution systems as follows:

1. 120/240V System

Phase

Color

A

Black

B

Red

C

Blue

N

White

G

Green

2. 277/480V System

Phase

Color

A

Brown


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B

Purple

C

Yellow

N

Gray/White

G

Green

3. For areas where local authority color coding differs from that specified, contact A/E for

instructions.

B. Provide color coding throughout the full length of all wire No. 6 and smaller. Identification

by permanent paint bands or tags at the outlets will be acceptable for wire sizes larger than

No. 6. Provide the same color and shade of color throughout the project.


A. Inspect wire and cable for physical damage and proper connection.

B. Torque test conductor connections and terminations to manufacturer's recommended

values.

END OF SECTION

JFK Cell Phone Lot Project No. 721 GROUNDING AND BONDING

260526-1

09-21-2016

GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 05 26

PART 1 - GENERAL


A. Section includes grounding electrodes and conductors; equipment grounding conductors;

bonding methods and materials; including:

1. Power system grounding.

2. Communication system grounding.

3. Electrical equipment and raceway grounding and bonding.

4. Structural steel grounding.

5. Miscellaneous system grounding.


A. Section 26 41 00 - Lightning Protection System.

B. Section 26 41 13 – Lightning Protection for Buildings.

C. Section 26 41 16 - Lightning Prevention and Dissipation.

D. Section 26 01 26 – Maintenance Testing for Electrical Systems.

E. Section 26 05 13 - Medium-Voltage Cables.

F. Section 26 05 19 - Low-Voltage Electrical Power Conductors and Cables.

G. Section 26 05 23 - Control-Voltage Electrical Power Cables.

H. Section 26 05 33 - Raceway and Boxes for Electrical Systems.

I. Section 26 27 13 - Electricity Metering.

J. Section 26 24 13 - Switchboards.

1.3 REFERENCES

A. NECA - Standard of Installation.

B. NETA ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment

and Systems.

C. NFPA 70 - National Electrical Code.

D. NFPA 99 - Health Care Facilities.

1.4 SYSTEM DESCRIPTION

A. Grounding systems use the following elements as grounding electrodes:

1. Metal frame of the building.


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2. Rod electrode.

B. Grounding System Resistance: 3 ohms.

1.5 SUBMITTALS

A. Product Data: Submit grounding electrodes and connections; for fastening components;

and nameplates, labels, and markers.

B. Test Reports: Indicate overall resistance to ground and resistance of each electrode.

C. Manufacturer's Installation Instructions: Submit for active electrodes.

D. Project Record Documents: Record actual locations of components and grounding

electrodes.


A. Manufacturer Qualifications: Company specializing in manufacturing products specified in

this Section with minimum three years documented experience, and with service facilities

within 100 miles of project.

1.7 FIELD MEASUREMENTS

A. Verify field measurements prior to fabrication.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Rod Electrodes: Copper-encased steel, 3/4-inch diameter, minimum length 10 feet.

B. Mechanical Connectors:

1. Manufacturers:

a. Burndy.

b. O.Z. Gedney.

2. Heavy-duty, bolt-type, copper alloy or bronze for grounding and bonding applications, in

configurations required for particular installation.

C. Exothermic Connections:

1. Type for underground and structural steel; Cadweld.

2. Exothermic materials, accessories, and tools for preparing and making permanent field

connections between grounding system components.

D. Wire:

1. Stranded, copper cable.

2. Foundation Electrodes: 2/0 AWG.

3. Grounding Electrode Conductor: Size to meet NFPA 70 requirements.

E. Grounding Well Components:

1. Well Pipe: 8 inch NPS by 24-inch long concrete pipe with belled end.

2. Well Cover: Cast iron with legend "GROUND" embossed on cover.


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PART 3 - EXECUTION

3.1 GROUNDING AND BONDING INSTALLATION

A. Install rod electrodes as indicated. Install additional rod electrodes as required to achieve

specified resistance to ground.

B. Provide grounding well pipe with cover at each rod location. Install well pipe top flush

with finished grade.

C. Provide bonding to meet Regulatory Requirements.

D. Equipment Grounding Conductor: Provide separate, insulated conductor within each

feeder and branch circuit raceway. Terminate each end on suitable lug, bus, or bushing.

E. Interface with lightning protection system installed under Section 26 41 00, Section 26 41

13, and Section 26 41 16.

F. Locate and install anchors, fasteners, and supports in accordance with NECA "Standard of

Installation".

G. Do not fasten supports to pipes, ducts, mechanical equipment, or conduit.

H. Do not use spring steel clips and clamps.

I. Do not use powder-actuated anchors.

J. Do not drill or cut structural members.

K. Do not use compression or mechanical connectors underground.

3.2 ELECTRIC SERVICE GROUND

A. Ground the electrical service system neutral at service entrance equipment to grounding

electrodes.

B. Bond together system neutrals, service equipment enclosures, and equipment grounding

conductor at service entrance.

C. Connect the electric service grounding electrode conductors to the incoming metal water

pipe system (when available, using a suitable ground clamp) and to a supplemental electrode

such as a ground rod or ground loop.

D. Provide grounding and bonding at the power company's metering equipment.

E. Provide test wells for access to the ground grid and removable connections for testing the

system.

3.3 COMMUNICATIONS GROUND

A. Provide communications system grounding conductor at point of service entrance and

connect to ground loop.


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B. Use No. 3/0 AWG copper conductor for communications service grounding for backbone

and between grounding busbars. Use No. 6 copper conductor for communications grounding

form busbar to racks, cabinets, cable trays, runways, etc. Leave 10-foot slack conductor at

terminal board.

3.4 EQUIPMENT GROUND

A. Provide a complete ground system for the building consisting of insulated copper cable,

ground rods and exothermic connections to serve the service entrance, building structural

steel, metallic enclosures and conduit systems.

B. Provide a separate, insulated equipment grounding conductor from the main service

ground to each main switchboard and in all feeders and branch circuits. Terminate each end

on a grounding lug, bus, or bushing. Do not use conduit as grounding conductor.

C. Provide OZ Type "BJ" bonding jumper at all expansion joints, points of electrical

discontinuity or connections in conduit where firm mechanical bond is not possible, such as

flexible connections, insulating couplings, etc.

D. Ground each lighting and power panelboard by connecting the grounding conductor to the

grounding stud.

E. Ground each secondary dry-type transformer to the ground bus of the primary side

panelboard. Provide a bonding jumper between the ground stud and the neutral. Ground

transformer ground stud to ground loop if a ground loop is installed or the nearest structural

steel member.

F. Bond every item of equipment served by the electrical system to the building equipment

ground system. This includes switchboards, panelboards, disconnect switches, receptacles,

controls, fans, air handling units, pumps, and flexible duct connections.

G. Ground each light pole.

3.5 ISOLATED GROUND

A. Isolated Grounding Systems: Use insulated equipment grounding conductor and connect

only to separate grounding electrode as shown.


A. Inspect and test in accordance with NETA ATS, except Section 4.

B. Grounding and Bonding: Perform inspections and tests listed in NETA ATS, Section 7.13.

END OF SECTION

JFK Cell Phone Lot

Project No. 721 HANGERS AND SUPPORTS

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09-21-2016

SECTION 26 05 29 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL 1.1 SECTION INCLUDES

A. Furnish and install supporting devices, including: 1. Conduit and equipment supports. 2. Fastening hardware.

1.2 COORDINATION

A. Coordinate size, shape and location of concrete pads with section on cast-in-place concrete.

B. Coordinate size, shape and requirements for utility company equipment with

local utility company. 1.3 QUALITY ASSURANCE

A. Provide support systems adequate for weight of equipment and conduit, including wiring, which they carry.


A. B-Line.

B. Kindorf.

C. Unistrut. 2.2 MATERIAL

A. Support Channel: Stainless steel.

B. Hardware: Stainless steel.

C. Provide epoxy or PVC coated materials for corrosive environments.

D. Spring steel clips.

JFK Cell Phone Lot

Project No. 721 HANGERS AND SUPPORTS

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09-21-2016

PART 3 - EXECUTION 3.1 INSTALLATION

A. Fasten hanger rods, conduit clamps, and outlet and junction boxes to building structure using expansion anchors, beam clamps or bolts.

B. Use toggle bolts or hollow wall fasteners in hollow masonry, plaster, or

gypsum board partitions and walls; expansion anchors or preset inserts in solid masonry walls; sheet metal screws in sheet metal studs and wood screws in wood construction.

C. Do not fasten supports to piping, ductwork, mechanical equipment, or

conduit.

D. Do not use powder-actuated anchors on new concrete structure.

E. Do not drill structural steel members.

F. Fabricate supports from structural steel or steel channel, rigidly welded or bolted to present a neat appearance. Use hexagon head bolts with spring lock washers under all nuts.

G. Provide concrete pads and equipment bases for all outdoor equipment on

grade, floor mounted equipment, areas with floors below grade, penthouse equipment rooms and where shown on Drawings.

H. Install surface-mounted cabinets and panelboards with minimum of four

anchors.

I. Bridge studs top and bottom with channels to support flush-mounted cabinets and panelboards in stud walls.

J. Do not support conduit from ceiling wire supports.

K. Do not support conduits by individual hanger wires.

L. Where multiple runs of conduit can be run grouped together, run conduit in

racks supported from the building structure. Provide for future use of rack by properly planning routing of conduits in and through restricted areas such as through walls and around mechanical and electrical equipment.

M. Use spring steel clips only with EMT for individual branch circuits and device

boxes in drywall construction.


JFK Cell Phone Lot Project No. 721 RACEWAY AND BOXES

260533-1

09-21-2016

RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS

26 05 33

PART 1 - GENERAL


A. Furnish and install wall and ceiling outlet boxes, floor boxes, and pull and junction boxes.

B. Furnish and install raceway systems including telephone, data, cable TV, and security.

C. Furnish and install raceway systems, including:

1. Rigid metal conduit and fittings.

2. Intermediate metal conduit and fittings.

3. Electrical metallic tubing and fittings.

4. Flexible metal conduit and fittings.

5. Liquidtight flexible metal conduit and fittings.

6. Nonmetallic conduit and fittings.


A. Section 26 05 29 – Hangers and Supports for Electrical Systems.

B. Section 26 05 53 – Identification for Electrical Systems.

C. Section 26 05 19 – Low Voltage Power Conductors and Cables.

D. Section 26 27 26 – Wiring Devices.

1.3 REFERENCES

A. NEMA OS 1 - Sheet-Steel Outlet Boxes, Device Boxes, Covers and Box Supports.

B. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum).

C. NFPA 70 - National Electrical Code.

D. ANSI C80.1 - Rigid Steel Conduit, Zinc-Coated.

B. ANSI C80.3 - Electrical Metallic Tubing, Zinc-Coated.

C. NEMA FB 1 - Fittings and Supports for Conduit and Cable Assemblies.

D. NEMA RN 1 - PVC Externally-Coated Galvanized Rigid Steel Conduit and Electrical Metallic

Tubing.

E. NEMA TC 2 - Electrical Plastic Tubing (EPT) and Conduit (EPC-40 and EPC-80).

F. NEMA TC 3 - PVC Fittings for Use with Rigid PVC Conduit and Tubing.

PART 2 - PRODUCTS

2.1 OUTLET BOXES


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A. Provide galvanized or cadmium-plated pressed steel outlet boxes suitable for the conditions

of each outlet. Provide multi-gang outlets of single box design; sectional boxes will not be

acceptable.

B. Provide deep type cast metal outlet boxes located in damp locations exposed to weather

or exposed areas subject to damage, or where surface mounted below 8’ above finished floor,

complete with gasketed cover and threaded hubs.

C. Provide outlet boxes of sufficient volume to accommodate the number of conductors

entering the box in accordance with the requirements of NFPA 70, and not less than 4 inches

square and 1-1/2 inch deep unless shallower boxes are required by structural conditions and

are specifically approved by A/E.

D. Provide non-metallic type outlet boxes only in corrosive areas.

E. Provide 4-inch octagonal ceiling outlet boxes.

2.2 FLOOR BOXES

A. Provide fully adjustable, cast iron, or formed steel floor boxes for installation in

cast-in-place concrete floors.

2.3 PULL AND JUNCTION BOXES

A. Provide galvanized sheet metal boxes conforming to NEMA OS 1. Provide hinged

enclosures for any box larger than 12 inches in any dimension.

B. Provide cast metal boxes for outdoor and wet locations conforming to NEMA 250; Type 4

and Type 6, flat-flanged, surface-mounted junction box, UL listed as raintight with cover and

ground flange, neoprene gasket, and stainless steel cover screws.

C. Provide precast concrete or fiberglass handholes for underground installations. Where

fiberglass handholes are provided, provide

die-molded type with pre-cut 6"x6" cable entrance at center bottom of each side and

fiberglass weatherproof cover with non-skid finish.

D. Provide pre-cast reinforced concrete type pull/splice boxes with flush cover as

manufactured by Brooks Products, for underground circuits. Size boxes as indicated.

E. Provide separate pull boxes and junction boxes for electric power, control, and

communication systems.

F. Duct Bank Pull Boxes

1. Provide pull boxes constructed of cast-in-place concrete with steel reinforcing bars; precast

concrete with steel reinforcing bars; or fiberglass.

2. Design and test manufactured pull boxes to temperatures of minus 50 degrees F. Provide

pull boxes with material compressive strength no less than 11,000 psi.

3. Provide covers with a minimum coefficient of friction of .5 and which are full vehicular

traffic H-20 rated. Provide “logo” on cover to indicate “power” or “telephone”. Provide

lockable covers with two penta-head bolts and pull slot(s) for easy removal. Provide of

adequate size to allow easy access for maintenance.

2.4 BACKBOARDS


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A. Backboards: 3/4-inch, fire-retardant, exterior grade plywood.

1. Provide minimum of two 4-foot by 8-foot sheet of plywood for each telephone location

shown unless otherwise noted.

2. Provide minimum of two 4-foot by 4-foot sheet of plywood for each data, cable TV, or

security location shown unless otherwise noted.

2.5 CONDUIT

MANUFACTURERS

A. Rigid Metal Conduit, Intermediate Metal Conduit, Electrical Metallic Tubing and Fittings

1. Allied Tube and Conduit Corporation.


3. Wheatland Tube Co.

B. Flexible Conduit and Fittings

1. Anamet, Inc.

2. Electri-Flex Co.


C. Nonmetallic Conduit and Fittings

1. Can-Tex Industries.

2. Carlon.

3. Certain-Teed.

MATERIALS

A. Rigid Metal Conduit and Fittings

1. Rigid Steel Conduit: ANSI C80.1; hot-dip galvanized.

2. PVC Externally Coated Conduit: NEMA RN 1; rigid steel conduit with external PVC coating

and internal galvanized surface.

3. Fittings and Conduit Bodies: NEMA FB 1; threaded type, material to match conduit.

B. Intermediate Metal Conduit (IMC) and Fittings

1. Conduit: Hot-dipped galvanized steel.

2. Fittings and Conduit Bodies: NEMA FB 1; use fittings and conduit bodies specified above

for rigid steel conduit.

C. Electrical Metallic Tubing (EMT) and Fittings

1. EMT: ANSI C80.3; hot-dipped galvanized tubing.

2. Fittings and Conduit Bodies: NEMA FB 1; steel compression type.

D. Flexible Metal Conduit and Fittings

1. Conduit: Galvanized steel strips, spirally wound.

2. Fittings and Conduit Bodies: NEMA FB 1.

E. Liquidtight Flexible Conduit and Fittings

1. Conduit: Flexible metal conduit with PVC jacket and integral grounding conductor.

2. Fittings and Conduit Bodies: NEMA FB 1; liquidtight, zinc coated steel.

F. Nonmetallic Conduit and Fittings

1. Conduit: NEMA TC 2; Schedule 40 PVC, 80 PVC for parking lot areas.

2. Fittings and Conduit Bodies: NEMA TC 3.


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2.6 WIREWAYS

MANUFACTURERS

A. BLine.

B. General Electric.

C. Hoffman.

D. Keystone.

E. Square D.

MATERIALS

A. General Purpose Wireway: Square D Square Duct, Series LD.

B. Oiltight, Dust Tight Wireway: Square D Type JIC, Series LL.

C. Raintight Wireway: Square D lay in raintight, Series LDR.

D. Raintight Troughs: Square D, Series RD.

E. Wireway End Closures, Supports and Associated Fittings: Square D, of best forms and

dimensions for applications.

PART 3 - EXECUTION

3.1 COORDINATION OF BOX LOCATIONS

A. Provide electrical boxes as shown on Drawings, and as required for splices, taps, wire

pulling, equipment connections, and code compliance.

B. Electrical box locations shown on Drawings are approximate unless dimensioned. Verify

with A/E the location of floor boxes and outlets in offices and work areas prior to rough-in.

C. Locate and install boxes to allow access. Provide access doors where installation is

inaccessible. Coordinate locations and sizes of required access doors with those specified in

Division 22 and 23.

D. Locate and install to maintain headroom and to present a neat appearance.

3.2 OUTLET BOX INSTALLATION

A. Do not install boxes back-to-back in walls. Provide minimum 6 inch separation, except

provide minimum 24-inch separation in acoustic-rated walls.

B. Locate boxes in masonry walls to require cutting of masonry unit corner only. Coordinate

masonry cutting to achieve neat openings for boxes.

C. Provide knockout closures for unused openings. Provide blank plates for all junction

boxes.

D. Securely fasten boxes to the building structure using an approved bracket (i.e., “H”

bracket), independent of the conduit, except for splice boxes that are connected to two metal

conduits, both supported within 12 inches of box.

E. Provide access to all boxes.


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F. Use multiple-gang boxes where more than one device are mounted together; do not use

sectional boxes. Provide barriers to separate wiring of different voltage systems.

G. Install boxes in walls without damaging wall insulation.

H. Coordinate with A/E for mounting heights and locations of outlets mounted above

counters, benches, and backsplashes.

I. Set boxes installed in concealed locations flush with the finish surfaces, and provide with

the proper type extension rings and/or covers where required.

J. Position outlets to locate luminaires as shown on reflected ceiling plans.

K. In inaccessible ceiling areas, do not install junction boxes which are accessible only

through luminaire ceiling opening.

L. Provide recessed outlet boxes in finished areas; secure boxes to interior wall and partition

studs, accurately positioning to allow for surface finish thickness. Use adjustable steel

channel fasteners for flush ceiling outlet boxes.

M. Align wall-mounted outlet boxes for switches, thermostats, and similar devices. Install all

grouped device locations neat and symmetrical. Coordinate with A/E before rough-in.

N. Label junction boxes as to circuits located within and panelboards serving those circuits.

3.3 FLOOR BOX INSTALLATION

A. Set boxes level and flush with finish flooring material.

B. Seal as recommended by manufacturer.

3.4 PULL AND JUNCTION BOX INSTALLATION

A. Locate pull boxes and junction boxes above accessible ceilings or in unfinished areas.

B. Support pull and junction boxes independent of conduit.

C. Provide pull boxes in feeder circuits as required but at least every 150 feet in straight runs.

D. Identify all junction boxes by circuit number on cover with legible permanent ink marker.

E. Duct Bank Pull Boxes

1. Where installed outside, set pull boxes level with above finish grade.

2. Rate all pull boxes for H-20 heavy traffic. Concrete encase pull boxes.

3. Stack pull boxes or provide extensions as required for routing of conduits as indicated on

Drawings.

F. Provide weatherproof pull boxes or junction boxes where installed outdoors with watertight

gasketed covers fastened by means of corrosion resistant screws.

3.5 EMPTY RACEWAY SYSTEM INSTALLATION

A. Provide underground system service as shown on drawings. Verify exact system


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requirements for each vendor or utility.

B. Provide pull boxes in conduit runs spaced not greater than 100 feet apart. Install no more

than two right angle bends between junction boxes for all empty raceway systems.

C. Place label on pull and junction boxes indicating system type.

D. Conduit

1. Provide minimum 3/4-inch conduit from each telephone outlet to ceiling plenum.

2. Provide minimum 3/4-inch conduit from each data outlet to ceiling plenum.

3. Provide minimum 3/4-inch conduit from each cable TV outlet to ceiling plenum.

4. Provide minimum 3/4-inch conduit from each security device outlet to ceiling plenum.

5. Provide No. 12 AWG insulated conductor or suitable steel pull wire or nylon cord in all

conduits which are for future use or do not call for wire or cable to be installed.

6. Refer to contract documents to verify quantity and size of cables to determine actual

conduit size.

E. Provide a minimum of two duplex receptacles at each communications backboard.

Confirm location on job site prior to installation.

F. Provide two coats of light gray paint for each backboard.

G. Provide bushing on all conduit or raceway entrances.

3.6 CONDUIT SIZING, ARRANGEMENT AND SUPPORT

A. Minimum size of conduit is 3/4-inch. Minimum size of homerun and feeder conduits is

3/4-inch. Indicated sizes are minimum based on THW copper wire and larger sizes may be

used for convenience of wire pulling.

B. Arrange conduit to maintain headroom and present a neat appearance.

C. Conceal conduit in ceiling of all finished areas and in walls of all areas of the building. In

unfinished areas without ceilings, conduit may be run exposed overhead. Install all conduit,

including conduit above accessible ceiling, parallel or perpendicular to walls and adjacent

piping. Neatly route conduit in a common rack where possible.

D. Maintain minimum 6 inch clearance between conduit and piping. Maintain 12 inch

clearance between conduit and heat sources such as flues, steam pipes, and heating

appliances.

E. Arrange conduit supports to prevent distortion of alignment by wire pulling operations.

Fasten conduit securely to building structure using clamps, hangers and threaded rod.

F. Refer to Section 26 05 29 for support of conduit.

3.7 GENERAL CONDUIT INSTALLATION

A. Cut conduit square using a saw or pipecutter; de burr cut ends before joining.

B. Bring conduit to the shoulder of fittings and couplings and fasten securely.


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C. Install no more than the equivalent of three 90-degree bends between boxes.

D. Use conduit bodies to make sharp changes in direction, as around beams.

E. Avoid moisture traps where possible; where unavoidable, provide junction box with drain

fitting at conduit low point. Seal conduit which crosses a boundary between areas of

extreme temperature difference.

F. Use suitable conduit caps to protect installed conduit against entrance of dirt and moisture.

G. Drawings indicate intended circuiting and are not intended to be scaled for exact conduit

location.

H. Install conduit such that it does not interfere with fire-proofing of steel.

I. Do not install conduit in floor slab of ground floor of building.

3.8 NONMETALLIC CONDUIT INSTALLATION

A. Wipe nonmetallic conduit clean and dry before joining. Apply full even coat of cement to

entire area that will be inserted into fitting. Let joint cure for 20 minutes minimum.

3.9 METALLIC CONDUIT INSTALLATION

A. Make joints mechanically tight and all conduit electrically continuous.

B. Use conduit hubs for fastening conduit to sheet metal boxes in damp or wet locations.

Use sealing locknuts and other approved techniques for moisture proofing raceway in wet

areas.

C. Use hydraulic one shot conduit bender or factory elbows for bends in conduit larger than 2

inch size.

D. Install expansion joints where conduit crosses building expansion joints and at 150 foot

intervals in straight runs.

E. Provide fire stop compound at all penetrations of floor slabs or fire walls such that fire

rating integrity of barrier is not lessened.

3.10 UNDERGROUND DUCT BANK INSTALLATION

A. Install top of duct bank minimum 24 inches below finished grade, unless indicated

otherwise.

B. Slope duct banks, that extend beyond the building outside walls, downward 4 inches per


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100 feet from point of origin inside of building to manholes or junction boxes outside the

building.

C. Terminate conduit in end bell at manhole entries.

D. Stagger conduit joints.

E. Use suitable separators and chairs installed 5 feet on centers. Band conduit together with

suitable banding devices. Securely anchor conduit to prevent movement during concrete

placement.

F. Provide minimum 3 inches red concrete cover at top and bottom and 3 inches concrete at

sides of duct bank.

G. Provide two No. 5 steel reinforcing bars at each corner and at 12 inches on center on top

and sides of all duct banks and at 6 inches on center on the bottom. Provide No. 3 steel

reinforcing stirrups at 5 feet on center. Provide 3" minimum clear spacing between ducts.

3.11 CONDUIT INSTALLATION SCHEDULE

A. Exterior

1. Exposed

a. Rigid metal conduit.

b. PVC coated rigid metal conduit at all concrete slab penetrations.

c. Liquidtight flexible metal conduit for connection to vibrating equipment including motors,

transformers and control devices.

2. Underground

a. Rigid nonmetallic conduit for all branch circuits.

b. Rigid nonmetallic conduit for all feeders with concrete encasement as specified.

c. PVC coated rigid metal factory elbows for all bends and for concrete slab penetrations.

B. Interior

1. Exposed

a. Rigid metal conduit in areas subject to moisture, corrosive agents, physical abuse or in

unconditioned spaces.

b. Electrical metallic tubing in areas not subject to moisture, corrosive agents or physical

abuse.

2. Concealed

a. Rigid metal conduit in areas subject to moisture or corrosive agents.

b. Electrical metallic tubing in areas not subject to moisture or corrosive agents.

3. Connections to Equipment:

a. Liquidtight flexible metal conduit in areas subject to moisture, high humidity, or corrosive

agents.

b. Flexible metal conduit in dry, noncorrosive areas.

C. Electrical nonmetallic tubing, flexible polyethylene or PVC tubing will not be acceptable for

use on this project.

D. BX and MC cable will not be acceptable for use on this project.

3.12 WIREWAY INSTALLATION


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A. Provide systems of wireway of sufficient size where shown, on equipment racks, and at

other locations with two or more starters, disconnect switches, and cabinets mounted in close

proximity.

B. Size wireway cross-sectional area and length based upon conductor fill and equipment

served as required by NFPA 70 and local codes.

C. Install types based on environmental conditions to which exposed.

D. Provide covers for wiring gutters of the same construction as the wiring gutter. Secure

cover with captive type screws located in accordance with manufacturer's recommendation.

Hinged covers will not be acceptable.

F. In finished spaces where wireway is visible, provide prime coat after wireway installation is

complete.

END OF SECTION

JFK Cell Phone Lot

Project No. 721 IDENTIFICATON

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SECTION 26 05 53 IDENTIFICATION FOR ELECTRICAL SYSTEMS


A. Furnish and install items for identification of electrical products installed under Division 26.

1.2 SUBMITTALS

A. Submit product data. PART 2 - PRODUCTS 2.1 MANUFACTURERS

A. W.H. Brady Co.

B. Carlton Industries, Inc.

C. Seton Nameplate Co. 2.2 MATERIALS

A. Nameplates: Provide engraved three-layer laminated plastic nameplates with white letters on a black background.

B. Wire and Cable Markers: Provide vinyl markers with split sleeve or tubing

type, except in manholes provide stainless steel with plastic ties.

C. Underground Warning Tape 1. Manufactured polyethylene material and unaffected by acids and

alkalies. 2. 3.5 mils thick and 6 inches wide. 3. Tensile strength of 1,750 psi lengthwise. 4. Printing on tape shall include an identification note BURIED ELECTRIC

LINE, and a caution note CAUTION. Repeat identification and caution notes over full length of tape. Provide with black letters on a red background conforming to APWA recommendations.

D. Panelboard Directories: Provide a typed circuit directory for each panelboard.

In the final “As-Built” condition. Mount circuit directory in a permanent, clear Lexan card holder located on inside of door on panelboard.

E. Conduit Markers: Flexible vinyl film with pressure sensitive adhesive backing

and printed markings.

1. Electrical conduit markers shall include three identifying titles on an orange background except as noted.

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a. Typical. 1) Type Example - AC 60 Hertz 2) Load Example - Lighting and Power 3) Voltage Example - 480 VAC/3 Phase

b. As Noted: 1) If more than one type of power is available in a conduit,

then it shall be marked with the title AElectrical on orange background.

2) Limit switch controls, air conditioning controls and diffuser controls shall be marked with the title AControl on an orange background.

2. Conduit that contains protective or communication systems shall have the exact content and title on blue background and installed and located as specified for conduit.

F. Conduit Markers and Letter Size

1. Dimensions:

Outside Diameter of Conduit in Inches

Width of Color Band in Inches

Height of Letter &

Numerals in Inches

1/2 to 1-1/4

8

1/2

1-1/2 to 2

8

3/4

2-1/4 to 3-1/4

10

1

3-1/2 & Larger

12

1-1/4


A. Degrease and clean surfaces to receive nameplates.

B. Install nameplates parallel to equipment lines.

C. Secure nameplates to equipment fronts using stainless steel or brass screws. Secure nameplate to inside face of recessed panelboard doors in finished locations.

D. Embossed tape will not be accepted.

E. Provide underground tape at all electrical installations.

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3.2 WIRE AND CABLE LABELING

A. Provide wire markers on each conductor in splice boxes, pull boxes, and at first load connection on homerun. Identify with branch circuit or feeder number for power and lighting circuits, and with control wire number as indicated on equipment manufacturer's shop drawings for control wiring.

B. Identify branch circuit or feeder number for power and lighting circuits on

cover of pull and junction boxes with indelible marker. 3.3 EQUIPMENT LABELING

A. Provide nameplates to identify all electrical distribution and control equipment. Label shall reflect amperage, voltage, and panel name.

B. Engraved, Laminated Plastic Nameplates: 1/4-inch letters, equipment

designation; 1/8-inch letters, source circuit number. Provide for: 1. Meters. 2. Panelboards. 3. Switchboards including each individual device or piece of equipment

within a switchboard. 4. Motor control center including each individual device with a motor

control center. 5. Enclosed switches, starters, circuit breakers and contactors. Provide

neatly typed label inside each motor starter enclosure door identifying motor served, nameplate horsepower, full load amperes, design letter, service factor, and voltage/phase rating. Provide phenolic nameplate on cover exterior to indicate motor served.

6. Transformers if identified on Drawings.

C. Identify all junction boxes by circuit number with legible permanent ink marker.

3.4 BOX COLOR CODING

A. Boxes and covers for fire alarm wiring shall be painted red.

B. Boxes and covers for emergency system wiring shall be painted yellow. 3.5 CONDUIT MARKERS

A. Location of Identifying Markers: At each end of conduit run and at intermediate points 50' on center maximum.

END OF SECTION 26 05 53-3

JFK Cell Phone Lot

Project No. 721 COMMISSIONING

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SECTION 26 08 00 COMMISSIONING OF ELECTRICAL SYSTEMS PART 1 - GENERAL 1.1 SECTION INCLUDES

A. Test electrical systems and equipment.

B. These tests are required to determine that the equipment involved may be safely energized and operated.

C. Perform tests by and under the supervision of fully experienced and qualified

personnel. Advise each respective manufacturer's representative of tests on their equipment.

D. Record all test data.

E. Each section of Division 16 that has products or systems listed herein

incorporate this section by reference and is incomplete without the required tests stated herein.

1.2 REFERENCES

A. NFPA 70 - National Electrical Code. 1.3 SUBMITTALS

A. Submit test report forms for review a minimum of 90 days prior to requesting a final review by A/E.

B. Furnish six individually bound copies of test data. Neatly type and arrange

data. Include with the data the date tested, personnel present, weather conditions, nameplate record of test instrument and list all measurements taken, both prior to and after any corrections are made to the system. Record all failures and corrective action taken to remedy incorrect situation.

C. A/E will retain one copy. Remaining copies will be returned to Contractor for

inclusion in the operation and maintenance manuals. PART 2 - PRODUCTS

Not used.

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PART 3 - EXECUTION 3.1 PREPARATION

A. Furnish proposed test procedures, recording forms, list of personnel and test equipment for A/E review.

B. Follow recommended procedures for testing as published by test equipment

manufacturer. 3.2 WIRE AND CABLE

A. Test insulation resistance of each main feeder and service after the installation is complete but before the connection is made to its source and point of termination.

B. Test insulation resistance using Biddle Megger or equivalent test instrument

at a voltage not less than 1,000 volts DC. Measure resistance from phase-to-phase and phase-to-ground. In circuits where insulation test value is lower than 1 megohm, remove and replace conductor and retest.

C. Visually inspect connections of every branch circuit for tightness.

D. Insure that grounding conductor is electrically continuous.

E. Test branch circuits against grounds, shorts or other faults.

F. Inspect grounding and bonding system conductors and connections for

tightness and proper installation.

G. Measure ground resistance from system neutral connection at service entrance to convenient ground reference point using suitable ground testing equipment.

H. Test the system for stray currents, ground shorts, etc. If stray currents,

shorts, etc., are detected, eliminate or correct as required. 3.3 WIRING DEVICES

A. Operate switches at least twice.

B. Test every convenience outlet with plug-in device for proper phasing and grounding.

C. Demonstrate operation of lighting circuits and lighting control systems.

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3.4 ELECTRICAL SWITCHGEAR

A. Before Energization: 1. Visually inspect connections for tightness and correctness. 2. Verify proper fusing.

B. After Energization:

1. Verify proper voltage with system operating at load conditions. 2. Verify proper operation. 3. Operate every circuit breaker, switch and contactor. 4. Modify tap settings on transformers as required. 5. Measure line amperes with system operating at load conditions. 6. Modify circuit breaker and relay settings as required. 7. Megger meter centers for opens, shorts and grounds. 8. Thermographic Tests:

a. With system operating at load conditions, perform thermographic test on switchgear, bus duct, control centers, distribution panelboards, lighting panelboards and equipment feeders using an infrared temperature scanning unit. Provide thermograph tests performed by General Electric Instrumentation Division.

b. Tighten or correct connections with higher temperatures than acceptable. After corrections have been made, perform thermograph test to confirm that problems have been corrected.

C. Operate all equipment and control systems through intended sequence.

Record all data pertaining to system operation. 1. Contactors. 2. Starters. 3. Electrically operated circuit breakers. 4. Measure noise level 3 feet from mechanical room where variable

frequency drive starters are installed. 5. Perform motor control center mechanical operator tests in accordance

with manufacturer's instructions. 6. Exercise each starter through entire operating sequence. Demonstrate

that protective features such as phase failure, under-voltage and phase reversal are properly operating.

7. Rotating Equipment: a. Verify proper voltage and phasing. b. Modify phasing as required for proper rotation. c. Measure line amperes (starting and running) and rpm. d. Demonstrate running of motors and operation of controls and

interlocks.

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3.5 GROUND FAULT

A. Factory test switchboards at the manufacturer's factory prior to shipment as specified herein: 1. Furnish a ground fault protection system test for circuit testing and

verification of the tripping of the ground fault relays at the factory location. Pass predetermined values of current through the relay sensors and measure the relay tripping time for each phase and the neutral sensor (if one is required). Compare the measured time-current relationships to the tri-characteristic curves for each relay. If the relay trips outside the range of values indicated on the curve, replace or recalibrate the relays. Include a polarity verification of the interconnection of the ground sensor circuits as a part of the test.

2. Have the proper voltages applied to their circuits and satisfactory operation demonstrated for additional auxiliary, pilot, control relays, electrically operated breakers, shunt-trip operated breakers, switches, etc.

3. Furnish in accordance with NFPA 70 Section 230-95(c), test results certified by the switchboard manufacturer. One reviewed copy to be available at the job site for review by the authorities having jurisdiction.

4. Upon completion of the factory ground fault protection system tests, the current and time adjustment on each relay are to be set on their minimum values.

B. After construction work is complete and prior to energizing switchboards, field

test ground fault protection system; provide reset to manufacturer's recommended setting for both current and time by General Electric Engineering and Service. 1. The test procedure is to be similar to that specified for the factory test. 2. Notify A/E in writing at least two weeks prior to the day of the field

test. A/E may witness the field test if he so desires. 3. Furnish all field test results certified by the testing company listed

hereinbefore. 3.6 SECONDARY GROUNDING

A. Test service entrance ground resistance.

B. Provide additional made-electrodes if resistance is more than 3 ohms.

C. Test grounding system resistance within building at a minimum of ten locations.

3.7 SOUND SYSTEM

A. Test the system to determine that it is free from grounds, open and short circuits.

B. Verify output volume meets Owner's requirements.

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3.8 SOUND/CLOCK PROGRAM SYSTEM

A. Test the system to determine that it is free from grounds, open and short circuits.

B. Verify output volume meets Owner's requirements.

C. Verify slave clocks respond to master controls.

3.9 FIRE ALARM SYSTEM

A. Test system in accordance with manufacturer's recommendations in presence of manufacturer's and Owner's representatives: 1. Operate initiating devices. 2. Assure indicating devices operation. 3. Assure system functions. 4. Assure system interfaces with other systems.

B. Test the system to determine that it is free from grounds, open and short

circuits. END OF SECTION 26 08 00

JFK Cell Phone Lot

Project No. 721 TRANSFORMERS

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SECTION 26 22 13 DISTRIBUTION TRANSFORMERS


A. Furnish and install dry-type non-linear transformers.

1.2 REFERENCES

A. IEEE C57.12.91 - Test Code for Dry-Type Distribution and Power Transformers.

B. NEMA ST 20 - Dry-Type Transformers for General Applications.

C. UL 1561 - Dry-Type General Purpose and Power Transformers.

1.3 SUBMITTALS

A. Include outline and support point dimensions of enclosures and accessories, unit weight, voltage, KVA, and impedance ratings and characteristics, no load core loss, full load winding conductor loss, full load losses, efficiency at 25 percent, 50 percent, 75 percent and 100 percent rated loads, percent regulation with 80 percent and 100 percent power factor loads, sound level, tap configurations, insulation system type and rated temperature rise.

B. Indicate K-factor where applicable.

C. Base data for electrical characteristics on actual laboratory tests of typical

transformers.

D. Provide operation and maintenance manual. 1.4 DELIVERY, STORAGE AND HANDLING

A. Store in a warm, dry location with uniform temperature. Cover ventilating openings to keep out dust.

B. Handle transformers using only lifting eyes and brackets provided for that

purpose. Protect units against entrance of rain, sleet, or snow if handled in inclement weather.

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A. Dry-Type and Non-Linear Transformers 1. Square D 2. General Electric 3. Cutler-Hammer 4. Westinghouse 5. Hevi-Duty

2.2 DRY-TYPE NON-LINEAR TRANSFORMERS

A. Factory assembled, air cooled, dry-type, shielded isolation transformers; ratings as scheduled; capable of operating at 100 percent load continuously at an ambient temperature of 40 degrees C.

B. Insulation system and average winding temperatures rise for rated kVA as

follows: 1. kVA Rating: 15-300. 2. Insulation Class: 220. 3. Temperature Rise degrees C: 150.

C. Provide electrostatic winding shield with separate insulated grounding

connection.

D. Provide neutral bar sized for 200 percent of secondary phase conductors.

E. Manufactured and tested in accordance with IEEE C57.12.91, UL 1561, and NEMA ST 20 at K factor rating of 13.

2.3 GENERAL

A. Maximum Case Temperature: 50 degrees C rise above ambient at its warmest point.

B. Winding Taps, Transformers Less than 15 kVA: Two 5 percent below rated

voltage, full capacity taps on primary winding.

C. Winding Taps, Transformers 15 kVA and Larger: Two 2-1/2 percent below and two 2-1/2 percent above rated voltage, full capacity taps on primary winding.

JFK Cell Phone Lot


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D. Sound Levels: Maximum noise level as follows:

kVA Rating

Noise Level Decibels

0 - 9

40

10 - 50

45

51 - 150

50

151 - 300

55

E. Basic Impulse Level: 10 kV for transformers less than 300 kVA; 30 kV for

transformers 300 kVA and larger.

F. Ground core and coil assembly to enclosure by means of a visible flexible copper grounding strap.

G. Mounting: Provide transformers 75 kVA and below suitable for wall, floor or

trapeze mounting; transformers larger than 75 kVA suitable for floor mounting.

H. Coil Conductors: Continuous copper windings with terminations welded or

brazed to ends of the windings.

I. Core: High grade, non-aging silicon steel with high magnetic permeability.

J. Isolate core and coil from enclosure using vibration absorbing mounts.

K. Nameplate: Include transformer connection data.


A. Set transformer plumb and level. Mount enclosure on vibration isolators to minimize noise transmission from the enclosure to supporting structure. Set floor mounted transformers at 10-degree angle to wall on a neoprene pad on housekeeping pads.

B. Install transformer so that enclosure does not make contact with wall surface.

Transformer must meet the minimum clearance requirements listed below:

1. Walls: 6 inches 2. Ceiling: 3 feet 3. Side by side: 2 feet

C. Use flexible conduit, 2-foot minimum length, for connections to transformer

case. Make conduit connections to side panel of enclosure.

D. Ground neutral connection to service ground per codes.

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A. Check for damage and tight connections prior to energizing transformer.

B. Measure primary and secondary voltages and make appropriate tap adjustments.


JFK Cell Phone Lot Project No. 721 PANELBOARDS

261416-1

09-21-2016

PANELBOARDS

26 24 16

PART 1 - GENERAL


A. Furnish and install distribution, lighting and appliance branch circuit panelboards.


A. Section 26 05 29 - Hangers and Supports for Electrical Systems.

B. Section 26 05 63 - Identification for Electrical Systems.

C. Section 26 09 26.

1.3 REFERENCES

A. NEMA PB 1.1 - Instructions for Safe Installation, Operation and Maintenance of Panelboards

Rated 600 Volts or Less.

1.4 SUBMITTALS

A. Include outline and support point dimensions, NEMA enclosure type, voltage, main bus

ampacity and material, integrated short circuit ampere rating, circuit breaker and fusible

switch arrangement and sizes.

1.5 SPARE PARTS

A. Keys: Furnish two keys to Owner for each panelboard, all keyed alike.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. General Electric.

B. Square D.

C. Westinghouse.

D. Cutler - Hammer.

2.2 GENERAL

A. Conform to UL standards and bear UL label. Form cabinets from code gauge galvanized

steel. Form fronts of code gauge cold rolled steel bonderized after fabrication.

B. Provide cabinet fronts with concealed hinges, concealed adjustment means and master

keyed flush lock. Finish front in manufacturer's standard gray enamel.

C. Provide with main lugs and breakers or fuses as scheduled on the drawings. Provide main


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lug connection to accommodate T & B compression connector on end of cable. Attach

connector to panel bus with two bolts per lug. Provide captive type bolts or studs to facilitate

reinstallation of the lugs with the wire attached.

D. Provide all panelboards with copper bus of the ratings scheduled and designed for all

indicated devices and spaces, complete with taps and trim.

E. Provide panelboards, designated with "NL" on Drawings, UL listed for nonlinear loads,

bearing UL label, and neutral bar rated at 200 percent of phase buses.

F. Minimum integrated short circuit rating 10,000 amps RMS symmetrical for 240 volt

panelboards; 14,000 amperes RMS symmetrical for 480 volt panelboards or as shown on the

drawings. Integrated ratings may be based on tested series ratings in conjunction with feeder

breaker actually used.

G. Size bus bars to limit the temperature rise within the panelboard to 50 degrees C over a 40

degrees C ambient temperature.

H. Provide adequate space and provisions for wire No. 6 AWG and larger conductors to

terminate with compression type connector to main lugs.

I. Connect all two-section panelboards with copper cable of an ampacity greater than the main

bus ampacity.

2.3 DISTRIBUTION PANELBOARDS (1200 AMPS AND SMALLER)

A. Enclosure: Type 1, unless scheduled otherwise. Provide with door in door construction with

full opening hinged door.

B. Molded Case Circuit Breakers: Bolt-on type thermal magnetic trip circuit breakers, with

common trip handle for all poles. Provide circuit breakers UL listed as Type SWD for lighting

circuits. Provide UL Class A ground fault interrupter circuit breakers where scheduled.

C. Provide plated copper grounding bus.

D. Provide ground fault protection on each main device, rated 277/480 volts, 1,000 amps or

larger, as follows:

1. UL listed ground sensor relay system, General Electric GSR, with ground break components

for each system with coordinated ground sensor (CR) with integral test winding, solid state

relay to operate with shunt trip circuit on the switch and monitor panel.

2. Use time delay type relay with the following features:

a. Continuously adjustable current pick-up settings of 100 to 1,200 amperes.

b. Continuously adjustable time delay setting from instantaneous (.03 second) to one second.

c. Memory function to recognize and initiate tripping on intermittent ground faults.

3. Install panel which indicates relay operation and provides means for testing the system with

or without interruption of electrical service and does not permit the ground fault system to be

inadvertently left in an inactive or 'off' state.

4. Use ground sensor for zero sequence arrangement on the main service entrance devices.

2.4 BRANCH CIRCUIT PANELBOARDS

A. Lighting and Appliance Branch Circuit Panelboards: Circuit breaker type.

B. Enclosure: Type 1; unless indicated otherwise. Provide with door in door construction with


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full opening hinged door.

C. Provide insulated neutral bus and separate copper grounding bus bonded to enclosure.

D. Molded Case Circuit Breakers: Bolt-on type thermal magnetic trip circuit breakers, with

common trip handle for all poles. Provide circuit breakers UL listed as Type SWD for lighting

circuits. Provide UL Class A ground fault interrupter circuit breakers where scheduled.

E. Sequence phase all adjacent breakers. All circuit breaker connection straps shall be rated

at 100 amperes minimum.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install panelboards plumb and flush with wall finishes, in conformance with NEMA PB 1.1.

Mount securely to walls or structural spaces. Mount floor mounted panelboards on 4 inch

housekeeping pads.

B. Height: Install wall mounted panelboards at 6 feet to the top of the enclosure.

C. Provide filler plates for unused spaces in panelboards.

D. Provide typewritten circuit directory for each branch circuit panelboard mounted in

permanent, clear Lexan card holder located on inside of door. Prepare directories only after

permanent room numbers have been assigned. Do not use room numbers shown on

construction drawings.

E. Stub three empty 1 inch conduits to accessible location above ceiling out of each recessed

panelboard.

F. Arrange branch circuit connections in three phase lighting and appliance panelboards such

that when two or three circuits are run with a common neutral, each circuit is connected to a

different phase.

G. Distribute loading on circuits in panelboards to balance the load as evenly as possible in

each phase.

H. Terminate only one conductor under each lug of branch circuit breakers.

I. Provide a minimum of four spares in each panelboard.

J. Do not make splices or taps in panelboard gutters.


A. Inspect for physical damage, proper alignment, anchorage, and grounding. Check proper

installation and tightness of connections for circuit breakers.

END OF SECTION

JFK Cell Phone Lot Project No. 721 WIRING DEVICES

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WIRING DEVICES

26 27 26

PART 1 - GENERAL


A. Furnish and install specification grade wiring devices, including:

1. Wall switches.

2. Wall dimmers.

3. Receptacles.

4. Floor mounted service fittings.

5. Occupant sensors.

6. Device plates and box covers.


A. Section 26 05 33 - Raceway and Boxes for Electrical Systems.

1.3 REFERENCES

A. NEMA WD 2 - Semiconductor Dimmers for Incandescent Lamps.

1.4 SUBMITTALS

A. Furnish samples upon request of A/E.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Switches and Receptacles

1. Hubbell.

2. Leviton.

B. Dimmers

1. Leviton.

2. Lutron.

C. Cover Plates: Match device manufacturer.

D. Floor Mounted Service Fittings

1. Hubbell.

2. RCI.

3. Square D.

4. Walker.

E. Occupant Sensors

1. Hubbell.

2. Leviton.

3. Pass & Seymour.


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2.2 DEVICE COLOR

A. All devices shall be white except in selected high finish areas where the color selection shall

be coordinated with Architect during submittal phase.

2.3 SWITCHES

A. 20A, 120-277V Single Pole: "1221", Hubbell.

B. 20A, 120-277V Double Pole: "1222", Hubbell.

C. 20A, 120-277V Three Way: "1223", Hubbell.

D. 20A, 120-277V Four Way: "1224", Hubbell.

E. 20A, 277V Single Pole with Pilot Light: "1221PL", Hubbell.

F. 20A, 120-277V Single Pole, locking type: "1221L", Hubbell.

2.4 DIMMERS

A. NEMA WD 2; slide type, solid-state, positive off, Lutron "Nova" series.

B. 1500 watts minimum rating; larger size as necessary to accommodate load shown on

contract drawings. Fully rated, gangable without breaking off cooling fins.

C. Rated for incandescent or fluorescent as shown.

2.5 RECEPTACLES

A. 15A, 125V, 2P3W Clock: NEMA 5-15R; "5235", Hubbell.

B. 20A, 125V, 2P3W Duplex: Tamper resistant, NEMA 5-20R; "SC63H", Hubbell.

C. 20A, 125V, 2P3W Simplex: NEMA 5-20R; "5361", Hubbell.

D. 20A, 125V, 2P3W Duplex: NEMA 5-20R; "5362", Hubbell.

E. 20A, 125V, 2P3W Duplex Ground Fault Interrupting: NEMA 5-20R; "GF5362",

Hubbell.

F. 20A, 125V, 2P3W Duplex Isolated Ground: NEMA IG5-20R; "IG5362", Hubbell.

G. 20A, 125V, 2P3W Duplex Surge Suppression with Light and Alarm: NEMA 5-20R;

"5352S", Hubbell.

H. 20A, 125V, 2P3W Duplex Surge Suppression, Isolated Ground with Light and Alarm:

NEMA IG5-20R; "IG5352S", Hubbell.

I. 20A, 125V, 2P3W Duplex Hospital Grade: NEMA 5-20R; "8300", Hubbell.

J. 20A, 125V, 2P3W Duplex Hospital Grade, Ground Fault Interrupting: NEMA 5-20R;

"GF8300", Hubbell.


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K. 20A, 125V, 2P3W Duplex Hospital Grade, Isolated Ground: NEMA IG5-20R;

"IG8300", Hubbell.

L. 20A, 250V, 2P3W Simplex: NEMA 6-20R; "5461", Hubbell.

M. 30A, 125V, 2P3W Simplex: NEMA 5-30R; "9308", Hubbell.

N. 30A, 250V, 2P3W Simplex: NEMA 6-30R; "9330", Hubbell.

O. 50A, 125V, 2P3W Simplex: NEMA 5-50R; "9360", Hubbell.

P. 50A, 250V, 2P3W Simplex: NEMA 6-50R; "9367", Hubbell.

Q. Heat trace or other loads continuously plugged in outdoors. Provide Crouse-Hinds

WRLD-1 cover. Install round plug on cord supplied with heat trace or other

equipment to match weatherproof bushing on receptacle cover.

2.6 OCCUPANT SENSORS

A. Self-Contained

1. Leviton 6775.

2. Single gang, gangable device designed to fit behind a standard decorator

switch plate.

3. Infrared detector behind a fresnel lens.

4. Detection Range

a. 2700 square feet field of view.

b. 180-degree sensing field.

c. 40 foot sensing distance.

5. Adjustable Time-Out Delay: 30 seconds - 30 minutes.

6. Adjustable Ambient Override: 4 foot candles to full daylight.

B. Network

1. Sensor.

a. Leviton 6778.

b. Self-mounting, ceiling bracket.

c. Infrared detector behind a fresnel lens.

d. Detection Range

1) 8 to 14 micrometer frequency spectrum of bodily emitted

infrared radiation.

2) 110-degree sensing field over 3000 gross square feet.

e. Time Delay: 30 seconds - 30 minutes.

2. Control Unit

a. Leviton 6779.

b. Enclosure: Galvanized, heavy duty for mounting to a 4 inch or 4-1

1/16 inch square box.

c. Control up to five sensors.

d. Power Rating

1) 2400 watts incandescent at 120 volts.

2) 4800 watts fluorescent at 277 volts.

2. Auxiliary Relays for Additional Load

a. 277 Volt: Leviton 6783-277.


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2.7 FLOOR MOUNTED SERVICE FITTINGS

A. Flush Floor Fittings (On Grade)

1. Duplex Receptacle

a. 20A, 125V, 2P3W, NEMA 5-20R: "5362", Hubbell.

b. Brass cover with flaps: "S-3925", Hubbell.

c. 4-inch square, fully adjustable box with round ring: "B-2529",

Hubbell.

2. Data Outlet

a. Brass cover with 1-inch and 2-1/8-inch plugs: "S-2725", Hubbell.

b. 4-inch round, fully adjustable box with round ring: "B-2529",

Hubbell.

2.8 COVER PLATES

A. Provide one piece cover plates for all group mounted devices.

B. Provide nylon thermoplastic of the same manufacturer and color as the device.

C. Weatherproof Cover Plate: Gasketed stainless steel with hinged gasketed device

covers.

D. Exposed Box Cover Plate: Stamped steel handy box covers.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install receptacles and switches only in electrical boxes which are clean and free

from excess building materials, debris, etc.

B. Install wall switches with OFF position down.

C. Where switches and other devices are mounted at one location, provide single

coverplate to cover all devices.

D. Align the tops of all group mounted devices. Install plumb and aligned in the plane

of the wall.

E. Derate ganged dimmers as instructed by manufacturer; do not use common

neutral.

F. Install convenience receptacles in vertical position with grounding pole on bottom

unless otherwise noted.

G. Provide ground fault circuit interrupting type devices in all locations requiring

weatherproof devices.


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H. Do not use feed through feature for ground fault interrupting devices. Install GFI

device at each location. GFI circuit breaker will not be acceptable.

I. Install plates on all devices and blank outlets in finished areas. Use jumbo size

plates for outlets installed in masonry walls.

J. Install galvanized steel plates on outlets in unfinished areas.

K. Install galvanized steel plates on outlet boxes and junction boxes above accessible

ceilings.

L. Mounting Heights:

1. Refer to drawing cover sheet or contact A/E.

M. Provide weatherproof covers for all receptacles shown to be installed in exterior

locations.

END OF SECTION

JFK Cell Phone Lot Project No. 721 ENCLOSED SWITCHES

262812-1

09-21-2016

ENCLOSED SWITCHES AND CIRCUIT BREAKERS

26 28 12

PART 1 - GENERAL


A. Molded-case and insulated-case circuit breakers in individual enclosures.


A. Section 26 08 00 – Commissioning of Electrical Systems.

1.3 REFERENCES

A. NECA - Standard of Installation.

B. NEMA AB 1 - Molded Case Circuit Breakers and Molded Case Switches.

C. NETA ATS - Electrical Power Distribution Equipment and Systems.

1.4 SUBMITTALS

A. Product Data: Submit catalog sheets showing ratings, trip units, time current curves,

dimensions, and enclosure details.

B. Project Record Documents: Record actual locations and continuous current ratings of

enclosed circuit breakers.


A. Manufacturer Qualifications: Company specializing in manufacturing products

specified in this section with minimum three years documented experience.


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1.6 EXTRA MATERIALS

A. Supply three of each size and type of current limiter.

PART 2 - PRODUCTS

2.1 MOLDED CASE CIRCUIT BREAKER

A. Manufacturers:

1. General Electric.

2. Square D.

3. Westinghouse.

B. Product Description: Enclosed, molded-case circuit breaker conforming to NEMA AB

1, suitable for use as service entrance equipment where so applied.

C. Field-Adjustable Trip Circuit Breaker: Circuit breakers with frame sizes 200 amperes

and larger have mechanism for adjusting [long time] [short time] [continuous current] [[short]

[long] time pickup current] setting for automatic operation. Range of Adjustment: [seconds]

[amperes] [percent].

D. Field-Changeable Ampere Rating Circuit Breaker: Circuit breakers with frame sizes

200 amperes and larger have changeable trip units.

E. Current Limiting Circuit Breaker: Circuit breaker indicated as current-limiting have

automatically-resetting current limiting elements in each pole. Let-through Current and

Energy: Less than permitted for same size Class RK-5 fuse.

F. Solid-State Circuit Breaker: Electronic sensing, timing, and tripping circuits for

adjustable current settings; [ground fault trip with [integral ground fault sensing] [zero

sequence type ground fault sensor]; instantaneous trip; and adjustable short time trip.

G. Current Limiter: Designed for application with molded case circuit breaker.

1. Coordinate limiter size with trip rating of circuit breaker to prevent nuisance tripping

and to achieve interrupting current rating specified for circuit breaker.

2. Interlocks trip circuit breaker and prevent closing circuit breaker when limiter

compartment cover is removed or when one or more limiter is not in place or has operated.

H. Accessories: [As scheduled.] Conform to NEMA AB 1.

1. Shunt Trip Device: 120 volts, [AC] [DC].

2. Undervoltage Trip Device: 120 volts, [AC] [DC].


262812-3

09-21-2016

3. Auxiliary Switch: 120 volts, [AC] [DC].

4. Alarm Switch: 120 volts, [AC] [DC].

5. Electrical Operator: 120 volts, [AC] [DC].

6. Handle Lock: Provisions for [sealing] [padlocking].

7. Insulated Grounding Lug: In each enclosure.

I. Enclosure: NEMA AB 1, as required to meet conditions. Fabricate enclosure from

[steel finished with manufacturer's standard gray enamel] [stainless steel].

1. Interior Dry Locations: Type 1.

2. Exterior Locations: Type 3R 4.

J. Service Entrance: Switches identified for use as service equipment are to be labeled

for this application. Provide solid neutral assembly and equipment ground bar.

2.2 INSULATED CASE CIRCUIT BREAKER

A. Manufacturers:

1. Square D

2. General Electric

3. Cutler-Hammer

4. Siemens

5. Westinghouse

B. Product Description: Enclosed, insulated-case circuit breaker conforming to NEMA AB

1, suitable for use as service entrance equipment where so applied.

C. Service Conditions:

1. Temperature: 104 degrees F.

2. Altitude: 6,600 feet above sea level.

D. Trip Unit: Electronic sensing, timing, and tripping circuits for adjustable current

settings; [ground fault trip with [integral ground fault sensing] [zero sequence type ground fault

sensor]]; instantaneous trip; and adjustable short time trip.

E. Accessories: [As scheduled.] Conform to NEMA AB 1.

1. Shunt Trip Device: 120 volts, [AC] [DC].

2. Undervoltage Trip Device: 120 volts, [AC] [DC].

3. Auxiliary Switch: 120 volts, [AC] [DC].

4. Alarm Switch: 120 volts, [AC] [DC].

5. Electrical Operator: 120 volts, [AC] [DC].

6. Handle Lock: Provisions for [sealing] [padlocking].

7. Insulated Grounding Lug: In each enclosure.


262812-4

09-21-2016

F. Enclosure: NEMA AB 1, as required to meet conditions. Fabricate enclosure from

[steel finished with manufacturer's standard [gray] [stainless steel].

1. Interior Dry Locations: Type 1.

2. Exterior Locations: Type [3R] [4].

3. Industrial Locations: Type [4] [4X] [5] [12] [12K].

G. Service Entrance: Switches identified for use as service equipment are to be labeled

for this application. Provide solid neutral assembly and equipment ground bar.

PART 3 - EXECUTION

3.1 EXISTING WORK

A. Disconnect and remove abandoned enclosed circuit breakers.

B. Ensure access to existing enclosed circuit breakers and other installations which

remain active and which require access. Modify installation or provide access panel as

appropriate.

C. Clean and repair existing enclosed circuit breakers which remain or are to be

reinstalled.

3.2 INSTALLATION

A. Install in accordance with NECA "Standard of Installation."

B. Install enclosed circuit breakers plumb. Provide supports in accordance with Section

26 05 29.

C. Height: 5 feet to operating handle.

D. Locate and install engraved plastic nameplates under the provisions of Section 26 05

63.


A. Inspect and test in accordance with NETA ATS, except Section 4.


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B. Perform inspections and tests listed in NETA ATS, Section 7.6.1.1.

3.4 ADJUSTING

A. Adjust trip settings so that circuit breakers coordinate with other overcurrent

protective devices in circuit.

B. Adjust trip settings to provide adequate protection from overcurrent and fault

currents.

END OF SECTION

JFK Cell Phone Lot Project No. 721 FUSES

262813-1

09-21-2016

FUSES

26 28 13

PART 1 - GENERAL


A. Fuses and spare fuse cabinet.

1.2 REFERENCES

A. NEMA FU 1 - Low Voltage Cartridge Fuses.


A. Select fuses to provide appropriate levels of short circuit and overcurrent protection

for components such as wire, cable, bus structures, and other equipment. Design system to

ensure that component damage is within acceptable levels during a fault.

B. Select fuses to coordinate with time-current characteristics of other overcurrent

protective elements, such as other fuses, circuit breakers, and protective relays. Design system

to ensure that device closest to fault operates.

1.4 FUSE PERFORMANCE REQUIREMENTS

A. Main Service Switches Larger than 600 amperes: Class [L [(time delay)]

[(fast-acting)]] [T].

B. Main Service Switches: Class [RK1 [(time delay)] [(non-time-delay)]] [RK5] [J

[(non-time-delay)] [(time delay)]] [T].

C. Power Load Feeder Switches Larger than 600 amperes: Class [L [(time delay)]

[(fast-acting)]] [T].

D. Power Load Feeder Switches: Class [RK1 [(time delay)] [(non-time-delay)]] [RK5] [J


E. Motor Load Feeder Switches: Class [RK1 (time delay)] [RK5] [J (time delay)].


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09-21-2016

F. Lighting Load Feeder Switches Larger than 600 amperes: Class [L [time delay]

[fast-acting]] [T].

G. Lighting Load Feeder Switches: Class [RK1 [(time delay)] [(non-time-delay)]] [RK5]

[J [(non-time-delay)] [(time delay)]] [T].

H. Other Feeder Switches Larger than 600 amperes: Class [L [time delay] [fast-acting]]

[T].

I. Other Feeder Switches: Class [RK1 [(time delay)] [(non-time-delay)]] [RK5] [J


J. General Purpose Branch Circuits: Class [RK1 [(time delay)] [(non-time-delay)]]

[RK5] [J [(non-time-delay)] [(time delay)]] [T].

K. Motor Branch Circuits: Class [RK1 (time delay)] [RK5] [J (time delay)].

L. Lighting Branch Circuits: Class G.

M. [___________] Circuits: Class [____].

1.5 SUBMITTALS

A. Product Data: Submit data sheets showing electrical characteristics, including

time-current curves.

B. Project Record Documents: Record actual sizes, ratings, and locations of fuses.


A. Manufacturer Qualifications: Company specializing in manufacturing products

specified in this section with minimum three years documented experience.

1.7 MAINTENANCE MATERIALS

A. Provide two fuse pullers.


262813-3

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1.8 EXTRA MATERIALS

A. Supply three spare fuses of each Class, size, and rating installed.

PART 2 - PRODUCTS

2.1 FUSES

A. Manufacturers: [______________________________].

B. Dimensions and Performance: NEMA FU 1, Class as specified or indicated.

C. Voltage: Rating suitable for circuit phase-to-phase voltage.

2.2 CLASS RK1 (TIME DELAY) FUSES

A. Manufacturers: [______________________________].

B. Dimensions and Performance: NEMA FU 1.


D. Construction: [________].

2.3 CLASS RK1 (NON-TIME-DELAY) FUSES

A. Manufacturers: [______________________________].




2.4 CLASS RK5 FUSES


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A. Manufacturers: [______________________________].




2.5 CLASS J (TIME DELAY) FUSES

A. Manufacturers: [______________________________].




2.6 CLASS J (NON-TIME-DELAY) FUSES

A. Manufacturers: [______________________________].




2.7 CLASS T FUSES

A. Manufacturers: [______________________________].




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2.8 CLASS L (FAST-ACTING) FUSES

A. Manufacturers: [______________________________].




2.9 CLASS L (TIME DELAY) FUSES

A. Manufacturers: [______________________________].




2.10 CLASS G FUSES

A. Manufacturers: [______________________________].




2.11 CLASS [____] FUSES


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09-21-2016

A. Manufacturers: [______________________________].




2.12 SPARE FUSE CABINET

A. Manufacturers: [______________________________].

B. Product Description: Wall-mounted sheet metal cabinet with shelves, suitably sized

to store spare fuses and fuse pullers specified.

C. Doors: Hinged, with hasp for Owner's padlock.

D. Finish: [Primed for field painting] [Gray enamel].

PART 3 - EXECUTION

3.1 EXISTING WORK

A. Remove fuses from abandoned circuits.

B. Ensure access to existing fuses and other installations which remain active and which

require access. Modify installation or provide access panel as appropriate.

3.2 INSTALLATION

A. Install fuse with label oriented such that manufacturer, type, and size are easily read.

B. Install spare fuse cabinet where indicated.

END OF SECTION

JFK Cell Phone Lot Project No. 721 SURGE SUPPRESSION

264300-1

09-21-2016

TRANSIENT VOLTAGE SUPPRESSION

26 43 00

PART 1 - GENERAL

1.1 SCOPE

A. These specifications describe the requirements for an electrical transient surge suppression

filter system integrating both transient voltage surge suppression (TVSS) and electrical high

frequency noise filtering for "High Exposure" locations as defined in ANSI/IEEE C62.41.

B. The unit shall be designed for parallel connection to the facility's wiring system. The

suppression filter system shall be designed and manufactured in the USA by a qualified

manufacturer of suppression filter system equipment. The qualified manufacturer shall have

been engaged in the commercial design and manufacture of such products for a minimum of

five (5) years.

1.2 STANDARDS

A. The specified unit shall be designed, manufactured, tested and installed incompliance with

the following standards:

1. ANSI/IEEE C62.41 and C62.45.

2. ANSI/IEEE C62.1 and C62.11.

3. Canadian Standards; (CUL).

4. Federal Information Processing Standards Publication 94.

5. National Electrical Manufacturers Association (NEMA LS1).

6. National Fire Protection Association (NFPA 70 [NEC], 75, and 78).

7. Underwriters Laboratories (UL 1449 and 1283).

8. Underwriters Laboratories (UL 489 and UL 198).

B. The unit shall be UL 1449 Listed and CUL Approved as a Transient Voltage Surge Suppressor

and UL 1283 Listed as an Electromagnetic Interference Filter.

1.3 SUBMITTALS

A. Provide an equipment manual that details the installation, operation and maintenance

instructions for the specified unit.

B. Provide drawings that show unit dimensions, weights, mounting provisions, connection

details and layout diagram of the unit.

C. Provide data showing UL1449 product listing. Also submit certified documentation of

applicable Location Category Testing in full compliance with NEMA LS 1, paragraphs 2.2.10 and

3.10.

D. Provide certified documentation of the unit's Single Pulse Surge Current Capacity based on

ANSI/IEEE C62.41 Standards.

E. Provide certified documentation of the unit's Minimum Repetitive Surge Current Capacity

Testing based on ANSI/IEEE C62.45 Standards.

F. Provide a list of customer-replaceable spare parts. All spare parts shall be quickly and

easily field-replaceable.


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G. The unit shall include a Diagnostic Signature Card listing factory-established benchmark

suppression voltage values for all modes of protection. The suppression voltage values shall

be established during final production line testing utilizing the DTS-2 Diagnostic Test Set. This

Diagnostic Signature Card shall provide space for subsequent field testing allowing comparison

of the initial factory benchmark testing with subsequent field testing suppression voltage

values.

PART 2A – PRODUCTS (HIGH EXPOSURE)

2.1 ACCEPTABLE MANUFACTURERS

A. Current Technology.

B. Square D.

C. General Electric

2.2 ENVIRONMENTAL REQUIREMENTS

A. Storage Temperature. Storage temperature range: -40º to +85º C, (-40º to +185º F).

B. Operating Temperature. Operating temperature range: -40º to +60º C, (-40º to +140º

F).

C. Relative Humidity. Reliable operation with 5% to 100% non-condensing relative humidity.

D. Operating Altitude. Capable operation up to 13,000 feet above sea level.

E. Audible Noise. The unit shall not generate any audible noise.

F. Magnetic Fields. No appreciable magnetic fields shall be generated. Unit shall be capable

of use in computer rooms without danger to data storage systems or devices.

2.3 ELECTRICAL REQUIREMENTS

A. Unit Operating Voltage shall be as shown on Drawings.

B. Maximum Continuous Operating Voltage (MCOV) shall be greater than 115% of nominal

voltage.

C. Operating Frequency. Operating frequency range shall be 47 to 63 Hz .

D. Protection Modes. All protected modes are defined per NEMA LS 1, paragraph 2.2.7.

Following IEEE Standard 1100, Section 9.11.2 recommendations, units shall provide protection

in all modes. WYE configured system shall provide Line-to-Neutral, Line-to-Ground,

Line-to-Line and Neutral-to-Ground protection. DELTA configured systems shall provide

Line-to-Line protection. Line-to-Line and Line-to-Ground protection shall be provided for all

corner grounded DELTA systems.

E. Rated Single Pulse Surge Current Capacity. The rated single pulse surge current capacity,

in amps, for each mode of protection of the unit shall be no less than as follows and in

accordance with UL 1449:

L-N L-G N-G L-L

250,000 A 250,000 A 250,000 A 250,000 A


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F. Tested Single Pulse Surge Current Capacity. In compliance with NEMA LS 1, paragraphs

2.2.7, 2.2.9 and 3.4.8.

The test shall include an ANSI/IEEE C62.41 Category C1 surge defined as a 1.2 X 50 sec,

6000V open circuit voltage waveform and an 8 X 20 sec, 3000A short circuit current

waveform to benchmark the unit's suppression voltage, followed by a single pulse surge of

maximum rated surge current (for units rated over 200,000A per mode, components or

sub-assemblies are tested) magnitude with an approximated 8 X 20 sec waveform. To

complete the test, another Category C1 surge shall be applied to verify the unit's survival.

Survival is achieved if the suppression voltage measured from the two category C1 surges does

not vary by more than 10%.

G. Minimum Repetitive Surge Current Capacity. Per ANSI/IEEE C62.41 and ANSI/IEEE

C62.45, all suppression filter systems shall be repetitive surge current capacity tested in every

mode utilizing a 1.2 x 50 sec, 20 KV open circuit voltage, 8 x 20 sec, 10 KA short circuit

current Category C3 bi-wave at one minute intervals without suffering either performance

degradation or more than 10% deviation of clamping voltage at a specified surge current.

Repetitive Surge Current Capacity-Number of Impulses

L-L L-N L-G N-G

>12,000 >12,000 >12,000 >12,000

H. NEMA LS1 Clamping (Let-Thru) Voltage Data. Maximum clamping (Let Thru) voltages for

units with an integral fused disconnect are as follows.

With Fused Disconnect

System

Voltage

Mode

B3

Ringwave

B3/C1

C3

120/240

L-N

350

425

750

120/208

L-G

425

475

800

N-G

325

450

725

L-L

475

825

1225

277480

L-N

575

875

1200

L-G

850

875

1200

N-G

675

875

1200

L-L

725

1700

2175

I. UL1449 Ratings. All suppression filter system products are UL1449 rated and listed.

J. High Frequency Extended Range Power Filter. EMI-RFI noise rejection or attenuation values

are in compliance with test and evaluation procedures outlined in NEMA LS-1, paragraphs

2.2.11 and 3.11.


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Attenuation Frequency 100KHz 1MHz 10MHz 100MHz

Insertion loss (dB) 41 31 36 53

NOTE: Standardized insertion loss data obtained utilizing

MIL-STD-E220A 50 ohm insertion loss methodology.

The Suppression Filter System shall function in conjunction with other suppression filter

devices of the same manufacturer via coordinated filters within the facility-wide suppression

filter system that provide minimum noise attenuation as follows:

Attenuation Frequency 100KHz 1MHz 10MHz 100MHz

Insertion loss (dB) 83 68 67 84

NOTE: Standardized insertion loss data obtained utilizing MIL-STD-E220A 50 ohm insertion

loss methodology, based on a minimum of 100 ft. of #4 AWG conductor between the two

devices.

K. Overcurrent Protection. The unit shall be installed with coordinated UL 489 or UL 198 listed

or recognized overcurrent protection devices. Suppression filter systems that utilize fusing as

overcurrent protection shall incorporate non-encapsulated, field-replaceable fuses.

2.4 High Performance Suppression System. Units shall include an engineered solid-state high

performance suppression system utilizing a predetermined number of selenium cells and arrays

of non-linear voltage dependent metal oxide varistors with similar operating characteristics.

The suppression system components shall optimally share surge currents in a seamless,

low-stress manner assuring maximum performance and proven reliability. The suppression

system shall not utilize gas tubes, spark gaps, silicon avalanche diodes or other components

which might short or crowbar the line, thus leading to interruption of normal power flow to or

system upset of connected loads. The suppression system shall not incorporate non-field

replaceable encapsulated fusing or any other components which may degrade performance or

long term reliability of the suppression system. Suppression system shall reduce transient

levels and provide protection for sensitive electronics susceptible to catastrophic or long-term

damage. Clamp voltages are specified in Section 2.3 H of this specification.

2.5 The unit shall include a high frequency extended range power filter and shall be UL 1283

listed as an Electromagnetic Interference Filter. The filter shall reduce fast rise-time, high

frequency, error-producing transients and electrical line noise to harmless levels, thus

eliminating disturbances, which may lead to electronic system upset. The filter shall provide

minimum noise attenuation values as specified in Section 2.3 d. of this specification.

2.6 All internal wiring associated with the suppression filter system and subject to surge

currents shall utilize low-impedance copper bus bar. For internal wiring, minimum wire size is

shown in table below. All internal connections associated with the suppression filter system

and subject to surge currents shall be made with compression or mechanical solderless-type

lugs and shall be bolted to the bus bars in order to reduce overall system impedance. No

plug-in component modules, quick-disconnect terminals, non-field replaceable fusing or printed

circuit boards shall be used in surge current-carrying paths.

Minimum Wire Size

#2 AWG Copper

2.7 Field Connections. The unit shall include mechanical or compression lugs for each phase,

neutral and ground, if applicable. Recommended wire size range is as follows:


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Phase Neutral Ground

#2-1/0 AWG Copper #2-1/0 AWG Copper #2-1/0 AWG Copper

2.8 Unit Status Indicators. The unit shall include long-life, solid state, externally visible status

indicators that monitor the on-line status of each phase of the unit.

2.9 Integral Test Point. The unit shall incorporate an integral test point allowing easy off-line

diagnostic testing verifying the operational integrity of the unit's suppression filter system.

Field testing shall permit proactive testing to ensure performance and long term reliability.

Testing shall include injection of an impulse into the off-line suppression filter system to verify

the suppression performance values established at final factory testing and recorded on the

Diagnostic Signature Card. Indicator lights monitoring fuse condition or power available which

inform the user of failure after the fact do not meet the intent of this specification.

2.10 Enclosure. Standard unit shall be supplied in a NEMA 4 metallic enclosure.

2.11 Fused Disconnect Switch. Units shall include an integral fused and safety interlocked

disconnect switch with an externally mounted manual operator. The switch shall disconnect all

ungrounded circuit conductors from the distribution system to enable testing and maintenance

without interruption of power to the facility's distribution system. The switch shall be rated for

600 Vac. Each current-carrying ungrounded circuit conductor connected to the facility's

distribution system shall be individually fused with 200,000 AIC rated class J fuses in order to

provide maximum fault current protection.

2.12 Units shall include a battery-powered audible alarm that detects and provides notification

of any single or multiple phase failure of the suppression filter system. The unit shall also

include a status indicator for each phase that extinguishes to indicate a failure mode and an

LED that flashes to indicate any alarm condition. The alarm shall have a silence switch and a

test switch for ensuring positive function and shall have an alarm disable LED that illuminates

when the alarm is disabled. The monitoring unit shall have an easily replaceable, commonly

available battery for backup to ensure audible alarm function in the event of a total power

failure. The unit shall have a battery backup monitor light which shall illuminate when the

battery requires replacement. To monitor on-line status, the monitoring package shall also

include two sets of form C dry contacts (N.O. or N.C.) to facilitate connection to a building

management system. The contacts shall be normally open or normally closed and shall

change state upon the failure of the suppression system or power loss in any combination of all

three phases. The unit for WYE distribution systems with a neutral shall include two (2) solid

state eight (8) digit liquid crystal displays that discriminate between and exhibit both common

mode (L-G) and normal mode (L-N) disturbances. The unit for DELTA distribution systems

shall include one (1) solid state eight (8) digit liquid crystal display that exhibits normal mode

(L-L) disturbances. The Display Event Counters shall utilize self-contained lithium batteries

with a nominal life of ten (10) years. Reset function shall be secure and remotely located.

2.13 Provide a Diagnostic Test Set. The Diagnostic Test Set shall be self-contained and

portable and shall provide complete assurance of suppression capability without stressing the

suppression system or posing detriment to continued operation. Testing shall be achieved by

injecting a high voltage low current transient to test the function of each mode of the

suppression filter system. Use of a low current transient shall ensure there is no damage or

degradation to the suppression filter system.


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PART 3 - EXECUTION

3.1 TESTING

A. Each unit shall be factory tested at the applicable MCOV to assure proper field operation.

B. Each unit shall be thoroughly factory tested before shipment. Testing of each unit shall

include but shall not be limited to UL manufacturing and production-line tests, quality

assurance checks, MCOV and clamping voltage verification tests.

C. Upon completion of installation, a factory-certified local service technician shall provide

testing services. The following tests shall be performed:

1. Voltage measurements from Line-to-Ground, Line-to-Neutral, Line-to-Line and

Neutral-to-Ground (no neutral in DELTA configurations) at the time of the testing procedure.

2. Impulse injection to verify the system suppression voltage tolerances for all suppression

paths. Impulse testing shall be completed while the unit is off-line to isolate the unit from the

distribution system. Test results should be recorded and compared to factory benchmark test

parameters supplied with each individual unit. A copy of the start-up test results and the

factory benchmark testing results shall be supplied to the engineer and the owner for

confirmation of proper suppression filter system junction. In addition, the integrity of the

neutral-ground bond should be verified through testing and visual inspection. A Ten Year

Limited Warranty shall initiate beginning on the date of Substantial Completion.

3.2 INSTALLATION

A. Connect unit to electrical system with 100 amp, 3-pole circuit breaker, 2-pole breaker for

240V panel.

3.3 WARRANTY

A. The manufacturer shall provide a Ten Year Limited Warranty beginning on the date of

Substantial completion against failure when installed in compliance with applicable

national/local electrical codes and the manufacturer's installation, operation and maintenance

instructions.

END OF SECTION

JFK Cell Phone Lot

Project No. 721 AREA LIGHTING

265623-1

09-21-2016

SECTION 26 56 23 AREA LIGHTING PART 1 - GENERAL 1.1 SECTION INCLUDES

A. Furnish and install light fixtures associated with site, including: 1. Exterior luminaires and accessories. 2. Lamps. 3. Ballasts. 4. Poles. 5. Pole bases.


A. Section 26 05 19 – Low-Voltage Electrical Power Conductors and Cables.

B. Section 26 05 33.19 – Conduit. C. Section 26 09 23 – Lighting Control Devices

D. Section 26 29 16 – Enclosed Contactors.

1.3 SUBMITTALS

A. Include product data for fixtures, including photometric data, reflectance, lens, lamps, ballasts, poles and lighting control.

B. Furnish samples upon request.

C. Provide operation and maintenance manual.


A. Manufacturers of individual lighting fixtures shall be as scheduled on Drawings; manufacturers scheduled represent quality and design features required. Products of other manufacturers will be considered upon submittal of proper data.


A. Lamps: 1. Samsung. 2. Philips. 3. Nichia. 4. Cree. 5. Toshiba

JFK Cell Phone Lot


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B. Drivers: 1. Eldo LED 2. Osram. 3. Toshiba 4. Sylvania 5. Philips

2.2 EXTERIOR LUMINAIRES AND ACCESSORIES

A. Enclosures: Complete with gaskets to form weatherproof assembly.

B. Provide low temperature drivers, with reliable starting to minus 20 degrees F.

C. Provide tempered glass lens in hinged door.

D. High power factor and potted for low noise. 2.3 LIGHTING POLES

A. As scheduled on Drawings. Provide poles compatible with fixtures, style, finish and mounting.

B. Metal Poles: Steel lighting pole with anchor base. Provide permanent paint

as scheduled, electrostatic powder epoxy finish, 3 to 5 mils thick. Straight or tapered round steel as scheduled. Provide color to match color of light fixtures.

C. Wind Load: 130 mph velocity with luminaires, brackets and related

equipment mounted. Deflection at 30 feet above grade less than 5 inches from vertical with 100 mph wind velocity and luminaires, brackets and related equipment mounted.

D. Hand Hole: Drilled hand access hole at manufacturer's standard location.

Provide matching gasketed cover plate. Provide additional hand holes or selected poles as indicated.

E. Anchor Bolts: As recommended by pole manufacturer. Provide template, flat

washers, lock washers, and hex nuts for each pole. Provide bolt cover. Cover shall extend below anchor base to conceal leveling nuts.

F. Each pole to have internal grounding lug.

G. Mounting Brackets: As scheduled on Drawings. Provide mounting brackets

compatible with pole, style, finish, and mounting.

2.4 LED DRIVERS AND ARRAYS A. All Luminaires

1. Comply with IES LM-79-08 Approved Method for measuring lumen

maintenance of LED light sources. 2. All LED’s shall have 4100 K.

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09-21-2016

3. LED fixtures shall meet or exceed the delivered lumen level specified on fixture schedule.

4. Comply with IES LM-80-08 Approved Method for electrical and photometric measurement of SSL product.

5. Comply with In-Situ testing for more reliable results. 6. LED’s shall be Restriction of Hazardous Substances Directive (RoHS)

compliant. 7. LED arrays shall be sealed, high performance, long life type; minimum

70% rated output at 50,000 hours. 8. LED luminaires shall deliver a minimum of 60 lumens per watt. 9. Drivers shall be solid state and accept 120 through 277 VAC at 60 Hz

input. 10. The LED light source shall be fully dimmable with use of compatible

dimmers switch device/relay designated for low voltage loads. 11. Luminaires shall have internal thermal protection. 12. Luminaires shall not draw power in the off state. Luminaires with

integral occupancy, motion, photo-controls, or individually addressable luminaires with external control and intelligence are exempt from this requirement. The power draw for such luminaires shall not exceed 0.5 watts when in the off state.

13. LED package(s)/module(s)/array(s) used in qualified luminaires shall deliver a minimum 70% of initial lumens, when installed in-situ, for a minimum of 50,000 hours.

14. LED drivers shall be provided with minimum 5-year manufacturer warranty of full replacement of board and driver.

15. All LED fixtures shall be DLC compliant. 16. LED fixtures shall be provided with surge protection and in line fusing.

B. Power Supplies and Drivers

1. Power Factor 0.90 or higher 2. Maximum driver case temperature not to exceed driver manufacturer

recommended operation. 3. Solid-state control components to be integral or external per each

specified luminaire. Remote control gear to be enclosed in Class 1, Class 2, or NEMA 3R enclosures as required.

C. Controller and Control System

1. System electronics driver / controller to use coordinated

communication protocols: DMX512, 0-10V, DALI, or proprietary as required.

2. The Contractor to ensure that external control equipment is compatible with LED control requirements

3. Provide connector types and wiring as appropriate for un-interrupted communication between devices, considering distance maximums, field obstructions, and accessibility.

JFK Cell Phone Lot


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2.5 INSTALLATION

A. Concrete Pole Bases: Size and construct as indicated on the pole base detail. Project anchor bolts 3 inches minimum above base. Install poles as specified by the approved manufacturer.

B. Provide ground rod at each pole connected to ground lug with No. 6 AWG bare copper conductor.

C. Use belt slings to raise and set pre-finished poles. Support and protect pole

during lifting and setting operations to prevent damage to finish on poles.

D. Provide styrofoam wedge at midpoint to prevent wire flapping inside pole and provide conductor stress relief at top of pole.

E. Connect photocell into system to signal darkness and timeclock to de-energize

system at a preset time. F. Contractor shall contact the lighting controls vendor to coordinate the

programming of the lighting control panel. Programming shall be review and approved by owner and engineer prior to completion of work.

G. Install lamps in luminaires, where required. H. Contractor shall use minimum #8 wire (#10 ground) for all LED pole lights. I. Align pole foundations and poles with optimum directional alignment of

luminaires and their mounting provisions on the pole, or as shown on the drawings.

J. Contractor shall provide a 3”x4” adhesive label for each pole, indicating the

pole number. K. Clearances: Maintain the following minimum distances of poles from the

surface and underground features, unless otherwise indicated on drawings:

a. Fire Hydrants and Storm Drainage Piping: 6 feet

b. Water, Gas, Electric (underground), Communication, and Sewer lines: 6 feet

c. Trees, Power poles and lines: 10 feet


A. Align luminaires and clean lenses and diffusers at completion of work. Clean paint splatters, dirt, and debris from installed luminaires.

B. Repair luminaire and pole finish at completion of work to "as new" condition.

If pole finish is marred or damaged and cannot be restored to "as new" condition, replace pole.

JFK Cell Phone Lot


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C. Aim luminaire as directed. Provide services of mechanic and bucket truck for night time adjustment before completion.

D. Demonstrate proper operation of all luminaires and controls.

E. Refer to Section 26 05 00 regarding lamp replacement prior to final

acceptance. F. Remove all wrapping and prep materials from pole bases and luminaires prior

to completion of the work. G. Contractor shall provide spare fixtures for future use. Quantity and types are

shown on drawings.


DIVISION 27 – IAH TELECOMMUNICATIONS

JFK Cell Phone Lot Project No. 721 SUMMARY OF WORK

270526 - 1 08-26-2016

SECTION 270526 TELECOMMUNICATIONS GROUNDING & BONDING

(REV. 06-25-2015-TAB)

PART 1 GENERAL

1.1 PROJECT SCOPE SUMMARY

The scope of work for this project involves the construction of a new MDF

for the new cell phone lot along with site equipment (displays, cameras,

assistance stations). A telecommunications bonding system for the MDF and

all field copper cabling shall be provided as part of this project.


A. Equipment bonding conductors.

B. Bonding.

C. Communication system bonding.

D. Electrical equipment and raceway bonding.

E. Control equipment bonding.

1.3 REFERENCES

A. Related Specification Sections

1. Section 270553 Identification and Labeling of Communication Infrastructure 2. Section 271100 Communication Cabinets and Equipment Rooms 3. Section 271300 Backbone and Riser Media Infrastructure 4. Section 271500 Horizontal Media Infrastructure 5. Section 270543 External Communication Pathways

B. American Society for Testing and Materials (ASTM): 1. B 3 Soft or Annealed Copper Wires

2. B 8 Concentric-Lay-Stranded Copper Conductors, Hard, Medium Hard, Soft

3. B 33 Tinned Soft or Annealed Copper Wire for Electrical Purposes

C. Institute of Electrical and Electronics Engineers (IEEE): 1. 142-82 Recommended Practice for Grounding of Industrial and Commercial

Power Systems 2. 383-2.5 IEEE Standard for Type Test of Class IE Electric Cables, Field

Splices, and Connections for Nuclear Power Generating Stations. 3. 1100 IEEE Recommended Practice for Powering and Grounding Sensitive

Electronic Equipment in Industrial and Commercial Power Systems.

D. Underwriters' Laboratories (UL): 1. 83 Thermoplastic Insulated Wire and Cables


270526 - 2 08-26-2016

2. 96 Lightning Protection Components 3. 96A System Installation 4. 467 Grounding and Bonding Equipment

E. National Fire Protection Association (NFPA): 1. 780 Lightning Protection Code 2. 70 National Electrical Code (NEC)

a. NEC Article No. 250 - Grounding

F. American National Standards Institute/Telecommunications Industry Association/Electronic Industries Alliance (ANSI/TIA/EIA): 1. J-STD-607-A Commercial Building Grounding and Bonding Requirements. 2. Telcordia – Network Equipment Building Systems (NEBS) GR-1275.

G. Building Industry Consulting Services International (BICSI): 1. Telecommunications Distribution Methods Manual (Latest Issue) 2. Customer Owned Outside Plant Design Manual (Latest Issue) 3. NECA/BICSI 607-2011, Standard for Telecommunications Bonding and

Grounding Planning and Installation Methods for Commercial Buildings

H. Local, county, state and federal regulations and codes in effect as of date of “notice to proceed” shall be complied with.

I. Equipment of foreign manufacture must meet U.S. codes and standards. It shall be indicated in the proposal the components which may be of foreign manufacture, if any, and the country of origin.

J. Reference attached Figure 1 for general grounding infrastructure layout and connectivity.

K. Conflicts: 1. Between referenced requirements: Comply with the one establishing the

more stringent requirements. 2. Between reference requirements and contract documents: Comply with the

one establishing the more stringent requirements.


A. Design grounding system following ANSI J-STD 607-A – Commercial Building

Grounding (Earthing) and Bonding Requirements for Telecommunications, BICSI Telecommunications Distribution Methods Manual, NECA/BICSI 607-2011, NEC Article No. 250 - Grounding, IEEE 1100 – Recommended Practices for Powering and Grounding Sensitive Electronic Equipment, and IEEE 142-82 - Recommended Practice for Grounding of Industrial and Commercial Power Systems, by a firm acceptable to Owner's insurance underwriter. All labeling shall follow standards set forth by ANSI/TIA/EIA-606 and Houston Airport System’s Information Technology (HAS-IT) requirements.

B. Design Standards: 1. Completely protect above-surface structures and equipment. 2. Calculate system on the basis of existing soil resistivity.


270526 - 3 08-26-2016

1.5 SUBMITTALS

A. Follow Section 01340 for the following:

B. Product Data: 1. Manufacturers catalog data and applicable special fabrication and installation

details. 2. Installation, terminating and splicing procedures. 3. Instructions for handling and storage. 4. Dimensions and weights. 5. Conformance Certificate and Quality Assurance Release: Signed by QAP

Manager (Section 01450). Specifically identify products and include purchase order number, supplements, and item number where applicable. Indicate that requirements are met and identify approved deviations.


A. Furnish products of latest proven design, new and in current production. Do not

use obsolete components or out-of-production products.

B. Tests for Insulated Cable: Pass vertical tray flame test following IEEE 383-2.5.

C. HAS retains the right to inspect all work during the entire duration of the project and any items that do not adhere to the reference, contract, bid, or project documents will be corrected immediately at the expense of the contractor.

1.7 SHIPPING AND HANDLING

A. Ship on manufacturer's standard reel sizes of one continuous length. Where cut lengths are specified, mark reel quantity accordingly.

B. Protect wire wood lagging or suitable barrier across the traverse of reels. Provide heat-shrink self-sealing end caps on cable.

C. Equipment shall be delivered in original packages with labels intact and

identification clearly marked. Equipment and components shall be protected from

the weather, humidity, temperature variations, dirt, dust, or other containments.

Equipment damaged prior to system acceptance shall be replaced at no cost to the

HAS.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Cable Manufacturers/Suppliers: 1. Houston Wire and Cable Company 2. Okonite Company 3. Anixter 4. Graybar


270526 - 4 08-26-2016

5. CSC (Communication Supply Company) 6. Cablec Continental Cables Company 7. Pirelli Cable Corporation 8. Triangle Wire and Cable, Inc.

B. Exothermic Connector Manufacturers: 1. Erico Products (Cadweld) 2. Burndy Corporation (Therm-O-Weld) 3. OZ Gedney

C. Bonding Connector Manufacturers: 1. Thomas & Betts 2. Burndy Corporation 3. O.Z. Gedney 4. Panduit

D. Telecommunications Busbars: 1. Erico Products 2. Cooper B-Line 3. CPI Chatsworth 4. Panduit

2.2 MATERIALS

A. Bonding Conductors: Bare or insulated copper AWG wire following ASTM-B3,

ASTM-B8 and ASTM-B33, of following sizes: 1. A minimum of 6 AWG, stranded, insulated (green) copper conductor should

be used for communications since this accommodates different code requirements and allows for future changes.

B. Bonding Connectors: It is recommended that connectors should be one of the following: 1. Tin-plated copper. 2. Copper. 3. Copper alloy.

C. Where single conductor insulated bonding conductors is required, furnish green color (or tape marking) insulation rated for 600 volts.

D. Telecommunications Main Grounding Busbar (TMGB):

1. The TMGB shall be a predrilled copper busbar with standard NEMA bolt hole sizing and spacing for the type of connectors to be used. (Both holes in two holed lugs must be attached to busbar)

2. The TMGB shall be sized for the immediate requirements and allow for 100% growth.

3. The minimum busbar dimensions are .25” thick x 4” wide x 20” long. 4. The busbar shall be electrotin plated for reduced contact resistance.

E. Rack-Mounted Grounding Busbar (RMGB):

1. The RMGB shall be a predrilled copper busbar with standard NEMA bolt hole


270526 - 5 08-26-2016

sizing and spacing for the type of connectors to be used. (Both holes in two holed lugs must be attached to busbar)

2. The RMGB height shall be sized shall be sized for the immediate requirements and allow for 100% growth.

3. The minimum busbar dimensions are 1/16” thick x 19” wide x 3/4” high. 4. The busbar shall be electrotin plated for reduced contact resistance.

PART 3 EXECUTION

3.1 PREPARATION

A. Verify exact location of stub-up points for bonding of equipment.

B. Copper and copper alloy connections should be cleaned prior to connection.

C. In new construction, the electrical contractor must provide accessible means to a direct electrical service ground, which is one of the best points for grounding communications systems. NEC Section 250.94 and 800.100 requires an intersystem bonding connection accessible at the electrical service equipment, such as: 1. Approved external connection on the power service panel. The NEC allows

direct connection to a provided minimum 6 AWG copper conductor. 2. Exposed metallic service raceway (using an approved bonding connector). 3. Grounding electrode conductor.

3.2 INSTALLATION A. Install work following drawings, manufacturer’s instructions and approved

submittal data.

B. Bonding conductors shall be routed with minimum bends or changes in direction and should be made directly to the points being bonded, and shall be one continuous run NO splices.

C. Bonding connections should be made by using: 1. Double crimp connectors only for all horizontal runs (cabinets trays etc.). Use

listed hardware that has been laboratory tested. For double crimp connectors use 2 hole type connector.

2. Exothermic welding (per NEC) within the ground electrode system, for parts of a grounding system that are subject to corrosion or that must carry high currents reliably, or for locations that require minimum maintenance.

D. Make connections only to dry surfaces with paint, rust, oxidation, scales, grease, dirt or other foreign material is removed. Ensure proper conductivity.

E. Equipment Grounding: 1. Make grounding connections to electrical equipment, cabinets, equipment

enclosure, relay racks, and ground rods in accordance with NEC.

F. Telecommunications Raceway and Support Systems Bonding:

1. Bond raceway, ladder rack or cable tray, and conduit together and


270526 - 6 08-26-2016

permanently bond to the TMGB. Connection to conduit may be with grounding bushing.

2. Bond raceway at low voltage control equipment, except conduit which is effectively grounded to sheet metal enclosure by bonding bushing or hubs need not be otherwise bonded.

3. Where only the bonding conductor is installed in a metal conduit, bond both ends of conduit to bonding conductors.

G. Telecommunications Grounding and Bonding Infrastructure: 1. Install the TMGB in the Main Distribution Frame (MDF) as close to the panel-

board as possible. The TMGB should also be located so that the bonding conductor is as short and straight as possible. Maintain clearances required by applicable electrical codes.

2. The TMGB shall be insulated from its support with a recommended separation of 2 inches.

3. Connect the TMGB to the electrical service ground and telecommunications primary protectors.

4. Properly bond and ground all communications cabinets, equipment racks, raceway, cable rack or tray, and conduit directly to TMGB. Daisy chaining of equipment is not permitted

5. Refer to the Telecom Grounding diagram in the design documentation (see figure 1).

6. Preparation: Copper and copper alloy connections shall be cleaned prior to connecting.

7. Bonding conductors shall be routed with minimum bends or changes in direction and should be made directly to the point being bonded. Change of direction shall be taken over as wide a radius as possible with a minimum radius of one foot.

8. Make connections only to dry surfaces with paint, rust, oxides, scales, grease and dirt removed. Ensure proper conductivity.

9. Grounding conductors, by gauge, shall be continuous, with splices, from a larger gauge feeder to the last frame or component served by the grounding lead (ex. 750 KCM to 500 KCM to 1/0, etc.).

10. C-Taps from Aisle equalizer to a frame can be the same gauge (ex. E.g., 6 AWG to 6 AWG).

11. Cable to Cable taps shall be made with exothermic weld, or listed compression connectors.

12. No aluminum conductors or connectors shall be used in any bonding and grounding system.

13. Ground bars not supplied as part of a standard assembly shall be copper or tinned copper.

14. Refer Technology drawings for additional information. 15. Both ends of the grounding conductors shall be equipped with a printed

destination label recording the far end termination. The label shall be applied within 6 inches of the termination and be visible from the floor.

16. All metallic items that interact electro-magnetically with Network/Telecommunications equipment shall have their framework bonded to the Telecommunications bonding system with a minimum #6 AWG bonding conductor. Example includes switch frames, power plants frames, battery stands, storage cabinets and other metallic objects, etc. “Daisy Chaining” or frame to frame connecting of these conductors is NOT permitted.


270526 - 7 08-26-2016

17. TMGB shall be stenciled and labeled per HAS requirements.

M. Telecommunications Cable Armored and/or Shielded: 1. Terminate and bond shield of shielded control cable at one end only,

preferably at the control panel end for instrument and communication cable and at the supply end for electronic power cables. Maintain shield continuity by jumpering the shield across connection points where it is broken at junction boxes or other splice points.

2. Bond exposed cable shields and metallic sheaths according to the manufacturer’s guidelines. They should also be bonded as close as possible to the point of entrance.

3. Intra-building telecommunications cabling that is armored or has a metallic shield must be bonded to the building grounding system at each end.

3.04 TESTING

A. Follow Section 01450 and Division 16 of the specifications.

END OF SECTION

GUIDELINES

HAS/PDC/DESIGN DIVISION CONSTRUCTION OF JFK CELL PHONE LOT HOUSTON, TEXAS HAS PN 721

Backbone Pathway

TBB

Grounding Equalizer

Building Steel

TGB Telecommunications

Closet (TC)

Telecommunications

Closet (TC)

TGB

Telecommunications

Bonding Backbone (TBB)

Cable Pathway

Cable Pathway

Grounding

Electrode

Conductor

Backbone Pathway

Grounding

Electrode

System

Bonding Conductor for

Telecommunications to

Electrical Ground Busbar

Telecommunications Main

Grounding Busbar (TMGB)

Telecommunications Entrance Facility (TEF)

or Main Distribution Frame (MDF)

Telecommunications

Equipment / Cabinets

To Panelboard

Ground Busbar

Telecommunications

Grounding Busbar (TGB)

Equipment Room

Cross Connect

Grounding Busbar

Main electrical

Service Equipment

Figure 1

Outside scope

Bonding Conductor as Labeled

Panelboard

SECTION 270526 -12

TELECOMMUNICATIONS GROUNDING & BONDING.

REV. 06-25-2015

Telecom Grounding City of Houston

Department of Aviation

Planning, Design, and Construction

Building Name Date: 3/15/2004

Project No: File: ground.dwg

Drawn By: JAB Version: 1


270543 - 1 08-26-2016

SECTION 270543 EXTERIOR COMMUNICATION PATHWAY

(REV. 09-20-2015-SJS)

PART 1 - GENERAL


The scope of work for the project involves the construction of a new cell phone

waiting parking lot. A new technology ductbank will need to be installed from the

existing Administration Building MDF to the new MDF located on the cell phone

lot. Additional site conduit will need to be provided from the MDF to the site

equipment (displays, cameras, assistance stations, etc.).


A. This section includes specifications for the installation of interior communications

pathways.

B. Related Documents: Drawings and general provisions of the Contract, including General and

Supplementary Conditions and Division - 1 Specification sections, apply to the work of this

section.

C. Exterior Communication Pathways are defined to include, but are not limited to flexible

multi-cell innerduct, conduit, manholes, handholes, concrete encased ductbanks racking

material.

1.3 REFERENCES

A. Related Sections:

1. Section 270526: Telecommunication Grounding and Bonding 2. Section 270553: Identification and Labeling of Communication Infrastructure 3. Section 271100: Communication Cabinets and Equipment Rooms 4. Section 271300: Backbone and Riser Media Infrastructure 5. Section 271500: Horizontal Media Infrastructure 6. Section 281300: Access Control System 7. Section 282300: Video Surveillance Control and Management System

B. Building Industry Consulting Services International (BICSI):

1. Telecommunications Distribution Methods Manual (Latest Issue)

2. Customer Owned Outside Plant Design Manual (Latest Issue)

C. HS20 (AASHTO) highway Fatigue Loading


270543 - 2 08-26-2016

D. American National Standards Institute/Telecommunications Industry

Association/Electronic Industries Association (ANSI/TIA/EIA):

1. 569 Commercial Building Standard for Telecommunications Pathways and Spaces

2. 758 Customer-Owned Outside Plant Telecommunications Cabling Standard

E. Conflicts: 1. Between referenced requirements: Comply with the one establishing the more

stringent requirements. 2. Between reference requirements and contract documents: Comply with the one

establishing the more stringent requirements.

1.4 SUBMITTALS

A. Submit plan and section drawings detailing proposed communication pathway routing

prior to installation. Communication pathway installation plan to include but not limited:

1. Room penetration plan.

2. Communication pathway extension plan.

3. Conduit chase plan.

4. Duct bank pathway

B. Shop Drawings shall be submitted and approved before implementation is started. Shop

Drawings shall be submitted in accordance with Specification 01340.

C. Submit calculations associated with sizing and arrangements of ducts and cables.

D. Manufacturers’ data: To include but not limited to part numbers, data sheets and detailed

descriptions, for ALL proposed equipment and material.

E. Submit a schematic with the COMM Vault/MH/HH duct bank layout showing the wall-

to-wall, center to center and a MH butterfly detail down to individual flexible innerduct

assignments in AutoCAD.

F. Submit plan and section drawings detailing proposed vault specifications.

G. Copy of Building Industry Consulting Services International (BICSI) Registered

Communication Distribution Designer (RCDD) certificate for Contractor’s on-site RCDD

supervisor. RCDD shall supervise all parts of communications installation at all times.


A. Verify duct banks do not interfere with existing or new underground facilities. Follow

Section 01761.


270543 - 3 08-26-2016

B. Follow Appendix B of National Electrical Code.

C. Assure that the "as installed" system is correct and complete per construction documents:

including engineering drawings, manuals, and operational procedures in such a manner as to support maintenance and future expansion of the system.

D. Contractor Qualifications: 1. The Contractor shall submit references and other related evidence of installation

experience for a period of three years prior to the issue date of this Specification.

2. ALL work shall be supervised on-site by a BICSI RCDD. Must demonstrate

knowledge and compliance with all BICSI, TIA/EIA, UL, and NEC standards and

codes.

E. HAS retains the right to access and inspect all work during the entire duration of the project and any items that do not adhere to the standards, reference, contract, bid, or project documents will be corrected immediately at the expense of the contractor.

1.6 SHIPPING AND HANDLING

A. Follow Section 01450.

B. Clearly mark containers "For Communication Material Only".

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Conduit Measuring Tape:

1. Neptco

2. Greenlee

3. Garvin Industries

B. Caution Tape:

1. Reef Industries

2. Repnet

3. Panduit

C. Maintenance/Hand Hole Covers

1. Ejco

2. Neehan Foundry

3. Dabico Inc.


270543 - 4 08-26-2016

4. Locke Solutions

5. Oldcastle

D. Flexible Multi-cell Innerduct

1. MaxCell

2. Or HAS approved equivalent

2.2 MATERIALS

A. Ducts: Schedule 40 rigid PVC following this section, with non-magnetic universal

interlocking type spacers for both horizontal and vertical duct arrangements. Duct bank

will be encased in concrete with orange color dye.

B. Duct Spacers and Hardware: On all conduit arrays, the contractor shall furnish and install

a conduit spacer system as required to maintain uniform conduit spacing. The system

shall consist of plastic spacers that interlock vertically and horizontally. A spacer

assembly shall consist of base spacers, intermediate spacers and top spacers to provide a

completely enclosed and locked in conduit assembly. Install spacers per manufacturer’s

instructions and provide at 5-foot intervals.

C. Plastic conduit and fittings shall conform to the requirements of Fed. Spec. W-C-1094

and shall be rigid PVC Schedule 40, with non-magnetic universal interlocking type

spacers for both horizontal and vertical duct arrangements.

D. Maintenance Hole (MH) shall be minimum 60” x 102” x 78” constructed with a

minimum 5 inch thick concrete (or HAS approved equivalent).

1. MH shall be pre-formed

2. Include a minimum 12” sump drain

3. Include a 1” knockout for ground rod connection

4. Fitted with pulling irons at each end.

5. All MH internal components such as racking and ground strips shall be field

installable and shall meet the requirements of ANSI/TIA/EIA, NEC, and HAS

requirements.

E. MH cover: Shall require a maximum 35-lb lift to open and close

1. Cover and service lettering shall be abrasion, corrosion, chemical resistant and slip

resistant surface.

2. Door shall use a non-load bearing, internally mounted hinge mechanism and shall

have a high visibility warning label affixed to the underside

3. The cover shall be removable from the cover frame assembly

4. A prototype test report for each cover style to be installed shall be submitted. The

testing shall be conducted by an independent testing company and shall conform to

the following:

a. Carry a proof load of 29,250 lbs applied at 150 psi without deformation or injury


270543 - 5 08-26-2016

to the cover

b. Carry a maximum HS20 service load, applied at 100 psi for a minimum of

525,000 cycles without losing its service life

c. Carry a maximum HS20 service load applied continuously at 100 psi for twelve

continuous hours without exhibiting an increase in residual deflection, as

measured at the center of the cover, of more than 0.4% (0.004)

d. Covers have a modulus of elasticity of, at least, 3,500,000 psi, a flexural strength

of 53,000 psi, and a compressive strength of 62,000 psi.

5. All MH covers shall include the following (see attached figure 1):

a. “HOUSTON AIRPORT SYSTEM” in the upper half of a half circle in 2.5-inch

lettering. See attached figure 1.

b. ”TELECOM” in the center of the circle with lettering four inches high x 18 inches

long and solid rectangular lines (0.5 inches wide and 22 inches long) above and

below. See attached figure 2.

c. Submit proof for approval prior to customizing covers.

d. Obtain permanent MH number from HAS IT. Field punch MH number at time of

installation.

e. Submit cross reference table with construction MH number and permanent MH

number.

f. All cover and hinge hardware shall be stainless steel.

g. All covers shall have a camlock and MPIC multi-tool pick bar.

h. Ram-Nek shall be installed in between the manhole, frame, and cover.

i. All covers shall have a safety bar and a stainless steel mechanical spring strut

for lift assist.

F. Hand holes (HH): Will be 48” x 48” x 48” and constructed of 2 inch thick concrete,

covered with a 3/8 inch steel plate containing an approved locking device with a 35

pound lift to open and close. An 18-inch concrete apron will be placed around the 3/8-

inch steel plate cover at grade level. All HH covers shall include the following (see

attached figure 1):

1. “HOUSTON AIRPORT SYSTEM” in the upper half of a half circle in 2.5-inch

lettering. See attached figure 1.

2. ”TELECOM” in the center of the circle with lettering four inches high x 18 inches

long and solid rectangular lines (0.5 inches wide and 22 inches long) above and

below. See attached Figure 2.

3. Submit proof for approval prior to customizing covers.

4. Cover and service lettering shall be abrasion, corrosion, and chemical resistant

5. Obtain permanent HH number from HAS IT. Field punch HH number at time of

installation.

6. Submit cross reference table with construction HH number and permanent HH

number.

7. All HH internal components such as racking and ground strips shall be field

installable and shall meet the requirements of ANSI/TIA/EIA, NEC, and HAS

requirements.


270543 - 6 08-26-2016

8. All cover and hinge hardware shall be stainless steel

9. All covers shall have a camlock and MPIC multi-tool pick bar.

10. Ram-Nek shall be installed in between the manhole, frame, and cover.

11. All covers shall a safety bar and a stainless steel mechanical spring strut for lift assist.

G. Concrete and Reinforcing Steel for Encasement: Furnish products following Section

01610 and Division 3 except strengths as follows:

1. Compressive Strength: 2500 psi at 28 days, class A.

2. Flexural Strength: 500 psi at 28 days.

3. Dye concrete encasement “ORANGE” to identify Communication Ductbanks.

H. Flexible Innerduct:

1. Flexible innerduct is the HAS standard for multi-path applications within conduit.

2. All backbone fiber shall be installed in flexible innerduct.

3. All backbone copper cable 1 inch and smaller will be installed in flexible innerduct.

4. All flexible innerduct shall be installed per manufacture requirements.

5. Only manufacturer’s fittings, transition adapters, terminators, accessories, and

installation kits shall be used.

6. All flexible innerduct cells will be populated with a measured pull tape.

7. All flexible innerduct shall be OSP rated.

8. Flexible innerduct shall only be used when installed in conduit

MaxCell 4” 3 Cell

*Use of OFNR cable may result in reduced pulling lengths

MaxCell 3” 3 Cell


Min Conduit ID

Suggested Product

Max # of Packs

Max # of Cables

Maximum Cable

Diameter per Cell

Rec. Pull Length*

Max Pull Length*

3" MaxCell 4" 3 Cell 1 3 1.34" 1500' 2000'

4" MaxCell 4" 3 Cell 2 6 1.34" 1500' 2500"

5" MaxCell 4" 3 Cell 3 9 1.34" 1500' 2500'

6" MaxCell 4" 3 Cell 4 12 1.34" 1500' 2500'

Min Conduit ID

Suggested Product

Max # of Packs

Max # of Cables

Maximum Cable

Diameter per Cell

Rec. Pull Length*

Max Pull Length*

3" MaxCell 3" 3 Cell 2 6 1.03" 1200' 2000'

4" MaxCell 3" 3 Cell 3 9 1.03" 1500' 2500"

5" MaxCell 3" 3 Cell 4 12 1.03" 1500' 2500'

6" MaxCell 3" 3 Cell 5 15 1.03" 1500' 2500'


270543 - 7 08-26-2016

MaxCell 2” 3 Cell


2.3 ACCESSORIES

A. Continuous Tape for Underground Conduit: orange warning ribbon, PVC tape

(detectable, i.e., containing metallic tracings), minimum 5 mils thick and 3 inches wide,

permanently imprinted with "CAUTION--BURIED COMMUNICATIONS LINE

BELOW" in black letters, minimum 1-inch high.

PART 3 - EXECUTION

3.1 PREPARATION

A. Verify materials are on site in proper condition and of sufficient quantity.

B. Verify proper excavation depth; verify width route and support of work. (Division 2).

Ducts shall be installed so that the tops of all ducts are at least 36 inches below the

finished grade. Verify proper location of hand holes and MH (maximum every 600 feet).

Communications facilities must be placed in separate MH/HH from electrical facilities.

C. Trenches greater than or equal to 5 feet deep:

1. Shall be shored to prevent cave-in.

2. Shall have 2 feet clearance from the dirt pile.

D. Directional boring is a suitable substitute when trenching is impractical or impossible.

Bore logs shall be submitted as deliverables along with the GPS/GIS data information to

include but not limited to, depth every 10-12 feet, x and y coordinates. Refer spec section

270553 for the GIS data collocation deliverable. A 6-gauge trace wire shall be installed

with the conduit. Locating existing underground utilities is crucial when directional

boring is planned because of the potential for the drilling unit to encounter high voltages.

Although directional boring machines are manufactured with electrical strike sensing

capabilities, which can warn the operator of any contact with a high voltage source,

accidents may still occur.

1. Operators of directional boring machines require special protection due to the

potential for exposure to high voltage. Therefore, operators must always have a

Min Conduit ID

Suggested Product

Max # of Packs

Max # of Cables

Maximum Cable

Diameter per Cell

Rec. Pull Length*

Max Pull Length*

2" MaxCell 2" 3 Cell 1 3 .70" 800' 1500'


270543 - 8 08-26-2016

ground mat grid underfoot as insulation protection. In addition, operators must wear

insulating boots and gloves, along with hard hats and safety glasses.

E. Minimum electrical/communications underground cable separation:

1. Concrete: 3 inches

2. Masonry: 4 inches

3. Well-tamped earth: 12 inches

F. Before encasement, verify ducts are free of debris and properly installed in support and

spacer system, are properly fitted together and hold-down hardware is properly installed.

3.2 INSTALLATION

A. Prior to installation, the contractor shall comply with Specification 270553 referencing

GIS GPS requirements during the installation of all manholes / handholes and ductbanks.

B. Install all work following drawings, manufacturer’s instructions and approved submittal

data.

C. Install conduit in excavations following Drawings. If directional boring is utilized, cable

or flexible conduits can be attached to the unit and pulled back to the origination point

(after the drilling unit reaches its destination).

D. HH will be 48” x 48” x 48” and shall be constructed of two-inch thick concrete covered

with 3/8 inch steel plate. The hand hole or MH shall rest on a 4-inch blanket of 2 sack

stabilized sand, and 4 inches around the side walls shall be filled with 2 sack stabilized

sand. Refer to Division 02321.

E. Each MH/HH that contains a pedestal will have four bollards installed 18 inches

diagonally from each corner, with a cross member welded at 30 inches connecting the

Four Corners. These barriers will be constructed of 4 inch ridged conduit filled with

concrete, driven four feet in the ground and extending 36 inches above the protective

cover.

F. Install watertight penetrations through foundation, HH, and MH walls. Wherever a hand

hole is used to simply pass through, the conduit entrances and exits will be situated at

opposite ends of the hand hole instead of 90-degree angles.

G. Assemble duct banks with non-magnetic saddles, spacers and separators. Position

separators for 2-inch minimum concrete separation between outer surfaces of adjacent

ducts.

1. Make uniform required bends with a minimum of a 24-inch radius for conduits less

than 3-inch diameter, and a 48-inch radius for conduits 3 inches and larger.

2. Maintain vertical or horizontal separations of 12 inches of well-packed topsoil from


270543 - 9 08-26-2016

any electrical service conduit run parallel to Communications conduits.

H. Install reinforcing. Install concrete encasement surrounding reinforcing steel and

ducts. Follow Section 03315 using one-inch maximum size course aggregate concrete.

1. Unless otherwise noted on the drawings, reinforce with No. 4 longitudinal steel

bars placed at each corner and along each face at maximum parallel spacing of 12

inches o.c., and No. 3 tie-bars transversely placed at 12 inches o.c. maximum

longitudinal. Maintain maximum clearance of 2 inches from bars to edge of forms

and ducts.

2. Sprinkle ORANGE colorants on top of concrete.

a. ORANGE: For voice and data cable.

3. Place concrete with minimum 3 inch cover surrounding ducts and reinforcement.

4. Maintain ducts in proper place during concrete placement.

I. Where ducts enter structures such as HH, MH, pull boxes, or buildings, terminate ducts

in proper end bells, insulated L-bushings, Meyers hubs or couplings on steel conduits and

sealed all ducts with watertight mechanical plugs with a max back Air Pressure 17 PSI,

Max Back Pressure 40 ft of Head.

J. Extend below grade conduits to 4 inches above the finished floor inside a building.

K. Tag conduits entering pull boxes with stamped stainless steel tags following cable

and conduit schedule.

L. Install continuous, orange warning ribbon, PVC tape (detectable, i.e., containing

metallic tracings), 3 inches wide, permanently imprinted with "CAUTION - BURIED

COMMUNICATIONS LINE BELOW" in black letters, approximately 12 inches below

finished grade following line of duct banks.

3.3 BACKFILLING

A. Backfill following Division 02320 after concrete cures 24 hours. After concrete encased

ducts have been properly installed, and the concrete has had time to set, the trench shall

be backfilled in at least two layers with excavated material, not larger than four inches in

diameter, thoroughly tamped, and compacted to at least the density of the surrounding

undisturbed soil. If necessary to obtain the desired compaction, the backfill material shall

be moistened or aerated as required. Trenches shall not be excessively wet and shall not

contain pools of water during backfill operations. The trench shall be completely

backfilled and compacted level with the adjacent surface. Any excess excavated material

shall be removed and disposed of off site at the contractor’s expense.

B. Type ‘C’ Backfill Cement Stabilized Sand

Two (2) sack stabilized sand is authorized only with HAS IT Infrastructures prior

approval. Compact 2 sack stabilized sand in 6” to 8” lifts to a 95% of maximum density

as determined in accordance with ASTM D558, ASTM D698 and ASTM D1633, unless


270543 - 10 08-26-2016

otherwise specified in spec section 02321.

Perform and complete compaction of 2 sack stabilize cement mixture within 4 hours from

the load delivery receipt.

C. If trench is in a grassy area: sod and pin to match the original condition.

3.4 MAINTENANCE HOLES / HANDHOLES

A. Installation shall be in accordance with the manufacturer’s requirements. Top of MH/HH

cover shall be set ¼ inch above finished pavement or one inch above finished grade.

B. MH/HH shall be bedded on four inches of 2 sack stabilized sand with ¾ inch gradation.

C. Have ducts stubbed into the MH/HH, which shall terminate in end bells cast in concrete

flush with the inside walls. Ducts shall enter the MH/HH at the lowest knockout window

available.

D. MH/HH shall be fitted on each wall with cable racks and struts. Each rack will be


270543 - 11 08-26-2016

provided with a minimum of four rack type arms. Rack arms will be made of non-

flammable polymer.

E. MH shall be provided with a pulling eye on each end and a drainage sump in the bottom.

F. HH shall be provided with a pulling eye on each end and a drainage sump in the bottom.

G. MH/HH will be provided with a ¾ inch by 10-foot copper clad ground rod in each MH.

See Section 270526 for ground rod specification. Do not install the ground rod through

the drain sump. Install through a prepared opening and grout fill after installation.

H. All vacant ducts, will be sealed with an HAS and Industry approved water-tight and gas-

tight mechanical plugs with max back Air Pressure 17 PSI, Max Back Pressure 40 ft of

Head.

I. All flexible innerducts and plastic innerducts will be sealed with an HAS and Industry

approved watertight and gas-tight plugs.

J. All occupied ducts will be sealed with Triplex duct plugs, Quadplex duct plugs or HAS

and Industry approved water-tight and gas-tight plugs.

K. All fiber cables must be placed in flexible innerduct and comply with 271300 guidelines.

L. All copper cables 100 pairs or less will be placed in flexible innerduct.

M. Pull a 12 inch long mandrel (1/4 inch smaller than duct diameter) through ducts. Pull a

rag swab or sponge through to remove debris, until it shows clean.

N. Provide a conduit measuring tape, with a minimum test rating of 1250 pounds of pulling

tension in all underground conduits, flexible innerducts and plastic innerduct when

applicable. Label each end of the duct bank in every MH to ensure continuity per

specification 270553.

3.5 IDENTIFIERS, LABELS AND LABELING SYSTEM

A. All Identification and Labeling shall follow Specification: 270553–Identification and

Labeling of Communication Infrastructure. Any deviation from the specification

must be approved by HAS IT prior to installation.

END OF SECTION


270543 - 12 08-26-2016


270543 - 13 08-26-2016

Figure 1

Figure 2

TELECOM


270553 - 1 08-26-2016

SECTION 270553

IDENTIFICATION AND LABELING OF COMMUNICATION INFRASTRUCTURE

(REV. 09-29-2015-BW)

PART 1 – GENERAL

1.1 General

A. As the Houston Airport System (HAS) continues to develop both its private and

commercial interests, it is essential that an effective telecommunications infrastructure be

developed and maintained to ensure the support of any and all services which rely on the

electronic transport of information. To effectively administer these assets requires a

disciplined effort that begins with a systematic practice and procedure for capturing useful

data with regard to inventories that might be conducted at any point during the lifecycle of

a project.

1.2 Objective

A. The objective and intent of this standard is to provide uniform GIS inventory and

documentation practices/guidelines for any person or party directly involved with data

collection, administration and/or accountability of the HAS IT telecommunications

infrastructure or related systems.

1.3 Intended Use

A. Any designer, consultant or engineering entity contracting with the Houston Airport

System to inventory / document the telecommunications physical and network

configurations will need to refer to this document for clarification regarding standard

operating procedures. The guidelines given here provide for effective documentation of

the HAS telecommunications network. The result of following this standard will be a

telecommunications infrastructure that is well documented and easily managed by the

administrator.

Note: For specific criteria concerning GIS/GPS datum, refer to the OASIS Standards document

maintained by direction under the HAS Planning Design and Construction department. Said

datum is not specific to the Information Technology department and thus will not be replicated

here.

1.4 Life of the Standard

A. This standard is a living document. The criteria contained in this standard are subject to

revision without notice, as warranted by advances in administration techniques related

to telecommunications technology.


270553 - 2 08-26-2016

B. This manual is the property of the Houston Airport System. The contents of this manual

are proprietary and should not be copied or disclosed without prior written permission

of the Houston Airport System. Any variation from the standards in this manual should

be addressed by the Houston Airport System IT GIS contact listed below for approval

prior to implementation on a project.

Brandon Williams Jay Kabouni

IT Project Manager Systems Consultant

Technology Infrastructure Technology Infrastructure

Houston Airport System Houston Airport System

(281)233-1394 (281) 233-1660

[email protected] [email protected]

1.5 Scope

A. This standard specifies the GIS inventory and documentation requirements for the Houston

Airport System IT Telecommunications Infrastructure, Network Engineer and associated

information databases. Areas of the infrastructure and/or databases to be inventoried,

administered, monitored or maintained include:

1. terminations for the telecommunications media located in work areas,

telecommunications closets, equipment rooms, and entrance facilities;

2. equipment/devices hosting physical terminations;

3. telecommunications media (cable) between terminations;

4. pathways (spans) between terminations that contain the media;

5. spaces (structures) where terminations are located;

6. bonding/grounding as it applies to telecommunications;

7. geophysical plant networks i.e., manhole, handhole, pullbox, cabinet, pedestal,

building access points;

8. splice enclosures.

NOTE: Whereas this document provides an outline and overview of the GIS

documentation process, the following Telecommunications Infrastructure

Specifications for the Houston Airport System should be referenced for

detailed administrative requirements:

1.6 REFERENCES

A. Related Sections: 1. Section 270526: Telecommunication Grounding and Bonding 2. Section 270543: Exterior Communication Pathways 3. Section 270553: Identification and Labeling of Communication Infrastructure 4. Section 271100: Communication Cabinets and Equipment Rooms

mailto:[email protected]

mailto:[email protected]


270553 - 3 08-26-2016

5. Section 271300: Backbone and Riser Media Infrastructure

6. Section 271500: Horizontal Media Infrastructure 7. Section 281300: Access Control System 8. Section 232313: Video Surveillance Control and Management System

1.7 This standard also specifies requirements for the collection, organization, and presentation

of as-built data.

1.8 In addition to providing requirements and guidelines for a traditional paper-based

documentation system, this standard will serve as the reference for all associated

computer-based administration tools.

PART 2 - DEFINITIONS

2.1 GENERAL

A. This section contains definitions of terms, acronyms, abbreviations, and formats that

have special technical meaning or that are unique to the technical content of this standard.

2.2 DEFINITIONS

A. Assignment

A unique designation assigned to a person who is expected to use the circuit,

equipment, service, etc., serving a particular work area. Examples of an

assignment: telephone number, a name, a circuit number or a logical address.

B. Backbone

Network of copper and fiber connections between termination panels/switches.

C. Cable

An assembly of one or more copper conductors or optical fibers within an

enveloping sheath, constructed so as to permit use of the conductors singly or in

groups.

D. Campus

The buildings and grounds have legal contiguous interconnection. (TIA)

E. Equipment

Generally, an endpoint for cable lengths; any hardware device/component.

Used to terminate cable for cross-connection or interconnection to other

cables or devices.

F. Grounding electrode conductor


270553 - 4 08-26-2016

The conductor used to connect the grounding electrode to the equipment grounding

conductor and/or to the grounded conductor of the circuit at the service equipment

or at the source of a separately derived system.

G. Handhole (HH)

A structure similar to a small maintenance hole in which cable can be pulled, but not large

enough for a person to fully enter to perform work.

H. Identifier

An item of information that links a specific element of the

telecommunications infrastructure with its corresponding record. (TIA)

I. Linkage

A connection between a record and an identifier or between records.(TIA)

J. Location

A position occupied or available for occupancy within a site or infrastructure

network.

K. Manhole (MH)

A vault located in the ground or earth as part of an underground duct system and used to

facilitate placing, establishing connections and maintenance of cables as well as placing

associated equipment, in which it is expected that a person will enter to perform work.

(TIA).

L. Outlet box (telecommunications)

A metallic or nonmetallic box mounted within a floor, wall or ceiling and

used to hold telecommunications outlet/connectors or transition device. (TIA)

M. Outlet / connector (telecommunications)

A connecting device in the work area on which horizontal cable or outlet cables terminates.

(TIA)

N. Pathways

A raceway, conduit, sleeve, or exposed location, for the placing of

telecommunications cable that links telecommunications spaces together.

O. Record

The permanent documentation of installed telecommunications infrastructure obtained

from as-builts.

P. Record drawing (as-built)

The documentation of measurements, location, and quantities of material work performed.


270553 - 5 08-26-2016

May be in the form of marked up documents or other work order forms.

Q. Report

A presentation of a collection of information from various records.

R. Site

Spatial location of an actual or planned structure or set of structures.

S. Span

A raceway, conduit, sleeve, or exposed location, for the placing of telecommunications

cable that links telecommunications spaces together.

T. Splice

A joining of conductors meant to be permanent. (TIA)

U. Splice box

A box, located in a pathway run, intended to house a cable splice.(TIA)

V. Splice enclosure

A device used to protect a cable or wire splice.(TIA)

W. Structure

Generally an endpoint for span lengths; i.e., manhole, handhole, cabinet,

junction box, pedestal, building access point, communications rooms, work

areas.

X. Structure unit

A component of the structure; usually housing equipment i.e., cabinet, rack.

Y. Telecommunications

Any transmission, emission, or reception of signs, signals, writings, images, and sounds;

that is, information of any nature by cable, radio, optical or other electromagnetic

systems. (TIA)

Z. Telecommunications infrastructure

The components (telecommunications spaces, cable pathways, grounding,

wiring and termination hardware) that together provide the basic support for the

distribution of all telecommunications information.

AA. Telecommunications media

Wire, cable, or conductor used for telecommunications.

BB. Telecommunications space


270553 - 6 08-26-2016

Areas used for the installation and termination of telecommunications equipment and

cable, e.g., telecommunications closets, work areas, false ceilings, and

manholes/handholes.

CC. Termination position

A discrete element of termination hardware where telecommunications conductors

are terminated.

DD. Work area; work station

A building space where the occupants interact with telecommunications equipment. (TIA)

PART 3 - DOCUMENTATION CONCEPTS

3.1 GENERAL

A. This section describes the concepts of identifiers, records, linkages among records, and

presentation of information necessary to administer infrastructure cable, spans and

structures.

3.2 IDENTIFIERS

A. An identifier is assigned to an element of the telecommunications infrastructure to link it to

its corresponding record. Identifiers shall be marked at the elements to be administered.

B. Identifiers used to access record sets of the same type shall be unique. For example, each

identifier for each one of the set of cable records shall be unique. Unique identifiers across

all types of telecommunications records are mandatory. For example, no cable record

identifier should be identical to any pathway record identifier.

C. Labeling is the marking of an element of the telecommunications infrastructure with an

identifier and (optionally) other relevant information. Labeling shall be accomplished in

either of two ways: separate labels may be securely affixed to the element to be

administered, or the element itself may be marked.

3.3 RECORDS

A. A record is a collection of information about or related to a specific element of the

telecommunications infrastructure.

B. Elements identified as required information and required linkages shall constitute the

minimum requirements for these records. Specific information and other linkages suggest

additional elements that may be useful to the administrative system, such as cable length.


270553 - 7 08-26-2016

C. Telecommunications records are typically used in conjunction with other records. For

example, a user record or assignment may contain an identifier to the record of the cable

that serves an individual’s workspace. Conversely, a cable record may also contain an

identifier for a user record or assignment.

D. By this standard, the Houston Airport System utilizes AutoCAD and ArcGIS as the

software platforms by which all telecommunications infrastructure records and linkages

are recorded and maintained.

3.4 RELATIONSHIPS

A. Relationships are the logical connections between identifiers and records. The records for

infrastructure elements shall be interlinked. For example, in a cable record, termination

port identifiers point to specific termination port records that contain additional

information about each of the cable termination ports.

3.5 ASSIGNMENT

A. An “assignment” is a specific term of reference that allows the association of the end

location, cable pairing record or termination port record with additional information. For

example, an assignment such as a telephone number or circuit number can associate a user

with elements of the telecommunications infrastructure. This aids in troubleshooting by

identifying both the physical and logical connectivity from a single circuit assignment.

3.6 PRESENTATION OF INFORMATION

A. A typical documentation system includes labels, records, reports, drawings, and work

orders. Re- ports compile and present information found in the records. Graphical

information regarding the relationship of the telecommunications infrastructure to other

infrastructures within the campus or site is presented in drawing format. Work orders

document the operations needed to implement changes affecting the telecommunications

infrastructure.

B. Reports present information selected from the various telecommunications infrastructure

records. Reports may be generated from a single set of records or from several sets of

interlinked records.

C. Drawings are used to illustrate different stages of telecommunications infrastructure

planning and development. Generally, conceptual and installation drawings supply input

to the record drawings that graphically document the telecommunications infrastructure.

These record drawings as well as some equipment schedules and installation drawings

(i.e., rack layouts) become part of the administration system documentation.


270553 - 8 08-26-2016

D. Conceptual drawings (i.e., one-line or riser diagrams) are used to illustrate the proposed

design intent. They do not typically include all telecommunications infrastructure

elements or identifiers and do not necessarily become part of the administration

documentation.

E. Installation or bid drawings are used to document (graphically) the telecommunications

infrastructure to be installed. They should illustrate relevant infrastructure elements and

may also describe the means of installation. Identifiers may or may not be included on

the drawings.

F. Record drawings (as-builts) graphically document the installed telecommunications

infrastructure through floor plans, elevation, and detail drawings. These drawings may

differ from installation drawings because of changes and specific site conditions. Key

elements of the telecommunications infrastructure shall have identifiers assigned. The

span/structure and wiring portions of the infrastructure each may have separate drawings

if warranted by the complexity of the installation or the scale of the drawings.

G. ESRI (ArcGIS) formatted feature class and feature class layers graphically depict data in

a spatial environment and are linked via physical relationship protocols established by the

administrator through the utilization of software engineered towards GIS applications.

3.7 WORK ORDERS (SYMANTEC)

A. Work orders document the actions needed to implement changes affecting the

telecommunications infrastructure as it was actually installed. The changes may involve

several telecommunications components as well as other related systems. The

Documentation Team utilizes Symantec software as its change-management notification

platform. Typical Symantec tickets document actions such as moving a patch cord,

installing a conduit, cross-connect or relocating an outlet box. A Symantec ticket may

involve structures, spans, cable, splices, terminations, or grounding, either individually or

in combination. A Symantec ticket should list both the personnel responsible for the

physical action and those responsible for updating various portions of the documentation

to assure its accuracy. Prior to commencement of an action that would result in a change

to any telecommunications infrastructure component or related system; a Symantec ticket

should be submitted in accordance with departmental and operational requirements.

3.8 SUMMARY

A. This section has presented basic concepts of documentation for the Houston Airport

System Tele- communications Infrastructure. The sections that follow specify the

administration of each of the components of the infrastructure in greater detail.


270553 - 9 08-26-2016

PART 4 - HAS IT INFRASTRUCTURE STANDARDS FOR DOCUMENTATION

4.1 DATA COLLECTION AND ADMINISTRATION CONCEPTS

A. This section describes the documentation of assets within the administrative jurisdiction of

the Houston Airport System - Public Safety and Information Technology department. As

changes are made to the assets, affected labels, records, reports and drawings shall be

updated or revised.

The following outline assumes that the contracting parties understand the GIS/GPS datum

specifications and requirements as provided in the OASIS standards. Further, that the

equipment to be used towards gathering the data has been configured accordingly.

4.2 STRUCTURES

Manhole Handhole Pullbox Cabinet (Pole Mounted, Pedestal) Building Access Dog House Remote Location Entrance Facility Workspace Main Distribution Frame (MDF) Building Distribution Frame (BDF) Intermediate Distribution Frame (IDF) Point of Presence (POP) Pathway Transition Aerial Pole

A. Identification

1. Each Structure has been assigned a unique GIS database identifier. This identifier

serves as a primary-key for each database record. Each record contains additional

fields and values relative to the feature identified by the primary-key.

2. All structure identifiers follow a specific schema; new structures must be identified

accordingly. In the event that a determination cannot be made regarding the

identification of a structure, please contact a HAS IT GIS representative prior to

documenting.

3. All structures are identified through a numerical range with prefix characters specific

to a respective airport campus, technology asset designation, and feature-category.

B. Airport Campus Characters:


270553 - 10 08-26-2016

IAH: I HOU: H EFD: E

Asset Designation Character:

Technology: T

Feature-Category Characters:

Structure: S

Pathway: P Equipment: E Cable: C

Numerical Range:

0000 – 9999

Example:

ITS0054 (IAH Structure), HTS0054 (HOU Structure), ETS0054 (EFD Structure)

Manhole Numerical Range:

Note: When planning to identify newly constructed or newly placed HAS assets, the contractor

is expected to coordinate with the HAS IT GIS staff prior to labeling. This action will account

for all identifiers previously assigned and prevent duplications or omissions.

C. Labeling

1. Labeling should follow the identification schema and further be accomplished

via an approved method described below.

2. Newly constructed structures (manhole, handhole, pullbox, cabinet) will require

that their identifiers be etched onto the lid or affixed with an appropriate label

material. Manholes and handholes should be stamped on the lid itself, as well as

the metal ring/material surrounding the opening; or the concrete foundation

(topside). Utilize an appropriate chisel or stamp, or labeling device to

accomplish the task.

3. The Technology Infrastructure group does not maintain the specification for

labeling newly constructed structures (dog house, remote location, entrance

facility, workspace, MDF, BDF, IDF, POP, Pole). These should be placarded

according to current HAS Infrastructure specification. The Technology

Infrastructure GIS identifiers (described in the previous paragraphs) relevant to

these spaces and locations are preserved for GIS database record keeping


270553 - 11 08-26-2016

purposes only. Contact an HAS Infrastructure representative for clarification on

physical labels for architectural spaces.

D. Required Fields

1. Each structure requires that specific data be collected per unit. GPS equipment should

be formatted to account for this information:

TELECOM_ID COORD_X COORD_Y

COORD_Z AIRPORT AGENCY LID_TYPE

DEPTH_INCH SPLICE_CLOSURE

SLACK_LOOP GROUNDING COMMENTS

BUILDING_NAME LEGACY_ID

STRUCTURE_TYPE

STRUCTURE_SUBTYPE HAS_LEVEL

LID_SIZE PROJECT

COLLECTION_DATE LID_SHAPE

LID_MATERIAL

PROJECT_CLASS

E. GPS

1. Each manhole should be recorded as follows: Single shots; taken on-center. Offset

shots are acceptable for manholes not available to satellite coverage but these shots

must be coordinated with an HAS-IT GIS contact prior to.

F. Supporting Documentation Deliverables

1. Additional documentation records are required to support GPS data. The

documentation is as follows:

a. Manholes and Handholes only:

Digital photos – top (north to top of photo), north wall, west wall, south wall, east

wall; for manholes not true to cardinal compass points adjust call-outs as

necessary.

AutoCAD – butterfly diagram of manhole depicting pathway orientation, conduit

layout, innerduct configurations, cabling locations, and cabling counts for each


270553 - 12 08-26-2016

manhole unit in both .dwg 2010 or higher and .pdf formats; (See manhole

AutoCAD butterfly exhibit; see also the OASIS standards for IT specific

AutoCAD layering).

Video – 360 degree imagery of interior; .mpg format.

b. Communication Rooms

AutoCAD – floorplan (where applicable) layouts of structure units depicting

orientation, and/or configurations in both .dwg 2010 or higher and .pdf formats;

(See AutoCAD communications room exhibit).

G. Spatial Data Deliverables

1. The entire manhole inventory should be delivered separately in ArcGIS feature class

(version 10) format along with any records outlined in the ‘Supporting

Documentation” paragraph. This feature class (STRUCTURE) should contain the

attribute values from the ‘Required Fields’ paragraph.

4.3 CABINETS/RACKS

A. Identification

1. Each cabinet/rack has been assigned a unique campus identifier. All structure

identifiers follow some specific schema; new structures must be identified

accordingly. In the event that a determination cannot be made regarding the identity

of the structure, please contact the HAS IT GIS representative prior to documenting.

2. All cabinets are identified through a numerical range specific to its respective campus

and should be prefixed with ‘PC’ (pedestal cabinet) or ‘PM’ (pole mounted cabinet).

The ranges are as follows:

Example:

ITS0054.02.01

Translation: Cabinet or Rack in Room (Structure) ITS0054, row 02, column

or position 01.

ITS0054.BB01

Translation: Backboard (plywood) 01 in Room (Structure) S103.1.

Note: Backboards tend to be randomly arranged within the structure and are

usually not numbered according to wall orientation. Different identifiers are

however assigned to each. Any one backboard could host a wide assortment of

equipment; see EQUIPMENT for identifier schemas.

Note: Future expansion of rows should be a major consideration during


270553 - 13 08-26-2016

identifier/labeling phase; numbering from low to high in the direction of any

available space.

4.4 LABELING

A. Labeling should follow the identification schema and further be accomplished via the use

of below specified labeling device or approved equivalent:

1. DYMO RhinoPRO 5000 Industrial Label Maker

2. ¾” Flexible Industrial Strength Nylon label tape - yellow

B. Labels should be affixed to the cabinet housing.

C. Labels should be affixed to top-center of identified structure unit. For labeling purposes

only, the structure identifier can be omitted from the structure unit identifier to minimize

space required for the label. It will be assumed that all structure units located in the same

structure will carry the same structure identifier. Note: this is for labeling purposes only;

data collection records/tables must use complete identifier including telecom structure

identifier.

D. Supporting Documentation Deliverables

1. AutoCAD – floorplan and rackface layouts of structure units depicting orientation,

and/or configurations in both .dwg 2010 or higher and .pdf formats; (See AutoCAD

communications room exhibit).

E. Instructions

1. Structure units are visibly marked with a reference tag identifying its column and row.

The telecom structure (ITS, HTS, ETS) is omitted from the reference tag but should be

included in the structure unit tables. Newly placed structure units will require that their

identifiers be affixed to the cabinet face or rack frame. Utilize specified labeling device

to accomplish the task.


270553 - 14 08-26-2016

PATHWAYS

3 Ductbank 4 Trench 5 Direct Buried 6 Cable Tray

Identification

Each Pathway has been assigned a unique GIS database identifier. This identifier serves as a

primary- key for each database record. Each record contains additional fields and values

relative to the feature identified by the primary-key.

All pathway identifiers follow a specific schema; new pathways must be identified accordingly.

In the event that a determination cannot be made regarding the identification of a pathway,

please contact a HAS IT GIS representative prior to documenting.

All pathways are identified through a numerical range with prefix characters specific to a

respective airport campus, technology asset designation, and feature-category.

Airport Campus Characters:

IAH: I

HOU: H

EFD: E


Technology: T


Structure: S

Pathway: P

Equipment: E

Cable: C

Numerical Range:

0000 – 9999


270553 - 15 08-26-2016

Example:

ITP0054 (IAH Pathway), HTP0054 (HOU Pathway), ETP0054 (EFD Pathway)

Labeling

Pathways are identified for the purposes of GIS referencing and are linked to structure inventories

but are not physically labeled per current guidelines.

Required Fields

Each pathway requires that specific data be collected per unit. GPS equipment should be

formatted to account for this information.

CONDUIT_SIZE COMMENTS

AIRPORT HAS_ENCASEMENT AGENCY CONDUIT_QTY

PATH_ID PATH_NUMBER PATH_TYPE END1_COORD_X

END1_COORD_Y END1_COORD_Z END2_COORD_X

END2_COORD_Y END2_COORD_Z HAS_LEVEL

COLLECTION_DATE PROJECT

TICKET LEGACY_ID

PATHWAY_MATERIAL FROM_TELECOM_ID TO_TELECOM_ID

TELECOM_ID PROJECT_CLASS DEPTH_END1 DEPTH_END2

GPS

Each pathway must be recorded as follows:

Care should be taken to accurately locate the pathways prior to commencing with

documentation.

Continuous-line shots; taken on center. Line-shots should begin and end on-center of endpoint

(structure) locations.


270553 - 16 08-26-2016

Supporting Documentation Deliverables

No action required

Spatial Data Deliverables

The entire pathway inventory should be delivered separately in ArcGIS feature class (version 10.x) format along with any records outlined in the ‘Supporting Documentation’ paragraph. This

feature class (PATHWAY) should contain the attribute values from the ‘Required Fields’

paragraph.

Special Instructions

No action required

7 Cable Tray

Identification no requirements per current guidelines

Required Fields no requirements per current guidelines

GPS no requirements per current guidelines

Supporting Documentation Deliverables no requirements per current guidelines

Spatial Data Deliverables no requirements per current guidelines

Special Instructions no requirements per current guidelines

PATHWAY UNITS

8 Conduits

Identification

For deliverable purposes conduits are only being depicted via AutoCAD formats; i.e. butterfly

diagrams or floorplans (see Exhibits: Communication Room Exhibit, Rackface Exhibit)

In the outside plant environment, conduits should be identified where applicable by size,

location and position respective to their endpoints (structures) i.e. handhole wall, building


270553 - 17 08-26-2016

access point, etc.

Further, on manhole / handhole butterfly diagrams, OSP conduits are depicted relevant to their

size, position and orientation. As a general rule, conduits are identified left-to-right and top-to-

bottom as you’re facing the wall to be inventoried and should be prefixed with ‘CD’ on the

AutoCAD documents.

For the purposes of illustration and to be included as part of the manhole butterfly diagram draft

document, each wall should identify the following:

Ductbank (Telecom Pathway Identifier for each respective manhole / handhole

wall face) Conduits (Count, Orientation) Cabling (Telecom Cable Identifier, Cable Type, Cable Count, location within respective conduit)

In the inside plant environment, conduits should be identified where applicable by position and

location respective to their endpoints (telecom structures) i.e. communications rooms, vaults

ISP conduits are depicted on communication-room AutoCAD layouts as to their position and

orientation; and are not numbered.

Example:


270553 - 18 08-26-2016

Labeling

Not physically labeled per current guidelines.

Required Fields

Conduit counts, and size as prescribed in the pathway sub-topic

GPS

No action required


AutoCAD manhole / handhole butterfly diagrams for OSP conduits and communication room

layouts for ISP conduits; (See manhole / handhole AutoCAD butterfly exhibit).).


No action required


See note regarding annotation above.


270553 - 19 08-26-2016

CABLE

9 Inside Plant Copper 10 Inside Plant Fiber (Single-Mode, Multi-Mode) 11 Outside Plant Copper 12 Outside Plant Fiber (Single-Mode, Multi-Mode) 13 Inside Plant Copper Coax 14 Outside Plant Copper Coax 15 Inside Plant Hybrid 16 Outside Plant Hybrid

Identification

Each Cable has been assigned a unique GIS database identifier. This identifier serves as a

primary-key for each database record. Each record contains additional fields and values relative

to the feature identified by the primary key.

All cable identifiers follow a specific schema; new cable must be identified accordingly. In the

event that a determination cannot be made regarding the identification of a cable-run, please

contact a HAS IT GIS representative prior to documenting.

All cables are identified through a numerical range with prefix characters specific to a respective

airport campus, technology asset designation, and feature-category.




Technology: T


Structure: S


Numerical Range:


270553 - 20 08-26-2016

0000 – 9999

Example:

ITC0054 (IAH Cable), HTC0054 (HOU Cable), ETC0054 (EFD Cable)

Note: When planning to identify newly constructed or newly placed HAS assets, the contractor is

expected to coordinate with the HAS IT GIS staff prior to labeling. This action will account for all

identifiers previously assigned and prevent duplications or omissions.

Labeling

Labels should be affixed to all connection ends of identified cable and on any visible length at

key access points, i.e. manhole, handhole cable ladder runs.

"All adhesive inside/outside plant cable labels for horizontal and backbone cables shall

be covered with clear heat shrink tubing"

Required Fields

Each cable requires that specific data be collected per unit. GPS equipment should be formatted to

account for this information.

TELECOM_ID LEGACY_ID AIRPORT AGENCY CABLE_TYPE

CABLE_COUNT FROM_TELECOM_ID TO_TELECOM_ID

FROM_STRUCTURE_UNIT_ID TO_STRUCTURE_UNIT_ID

FROM_EQUIPMENT_ID TO_EQUIPMENT_ID HAS_LEVEL

PROJECT PROJECT_CLASS COLLECTION_DATE SYMANTEC_TICKET

COMMENTS

GPS

Each cable should be recorded as follows:


270553 - 21 08-26-2016

OSP – continuous GPS shot between identified structures

ISP – conventional GPS services are unavailable inside-plant; therefore inside-plant cabling

will need to be digitized and included in the ArcGIS CABLE feature class spatial data

deliverable.


ISP Horizontal cabling (see Exhibits – iPatch SOP.pdf).

Cable testing records; .pdf format (see Exhibits – C_Cable Test Exhibit, F_Cable Test

Exhibit.pdf). Butterfly diagrams (OSP) AutoCAD format; (See AutoCAD manhole / handhole

butterfly exhibit).

Deliverables

The entire OSP cable inventory should be delivered separately in ArcGIS feature class (version

10.x) format along with any records outlined in the ‘Supporting Documentation’ paragraph. This

feature class (CABLE) should contain the attribute values from the ‘Required Fields’ paragraph.

No Spatial Data required for ISP inventory.


No cable testing should be conducted on any live circuit. Ensure that necessary precautions

are observed to guarantee existing network integrity and no active circuits are impacted.

17 Jumper Cables / Patch Cords / Cross-Connects:

Identification

No action required

Labeling

No action required

Required Fields

Refer to iPatch SOP (see Exhibits - iPatch SOP.pdf)


270553 - 22 08-26-2016

GPS

No action required


ISP cabling (see Exhibits - iPatch SOP.pdf)


No action required


No cable testing should be conducted on any live circuit. Ensure that necessary precautions

are observed to guarantee existing network integrity and no active circuits are impacted.

As iPatch is the administration application for these assets - all project managers, inspectors and

consultants overseeing ‘new-build’ infrastructure configurations must strictly adhere to

guidelines specified in the iPatch SOP (see Exhibits - iPatch SOP.pdf). Further, you must contact

an iPatch database administrator directly to coordinate the data collection and documentation-

deliverable evolution.

Bulk import of key iPatch modeling components can be facilitated by utilization of a specifically

formatted spreadsheet (see Exhibits - iPatch Bulk Import.xls).

Updates/changes to fiber patching can be facilitated by utilization of a specifically formatted

cut-sheet (see Exhibits – Fiber Patching Cut Sheets.xls).

EQUIPMENT

18 Termination Point 19 Patch Panel 20 Network Switch 21 110 Block 22 Splice Enclosure 23 Cable Transition 24 EFSO Button 25 Copper Modem 26 Tap 27 Camera


270553 - 23 08-26-2016

Identification

All Equipment has been assigned a unique GIS database identifier. This identifier serves as a

primary- key for each database record. Each record contains additional fields and values

relative to the feature identified by the primary-key.

All equipment identifiers follow a specific schema; new equipment must be identified

accordingly. In the event that a determination cannot be made regarding the identification of a

piece of equipment, please contact a HAS IT GIS representative prior to documenting.

All equipment is identified through a numerical range with prefix characters specific to a

respective airport campus, technology asset designation, and feature-category.




Technology: T


Structure: S


Numerical Range:

0000 – 9999

Example:

ITE0054 (IAH Equipment), HTE0054 (HOU Equipment), ETE0054 (EFD Equipment)

Labeling

Labeling should follow the identification schema and further be accomplished via the use of

below specified labeling device or approved equivalent:


270553 - 24 08-26-2016

DYMO rhinoPRO 5000 Industrial Label Maker

¾” Flexible Industrial Strength Nylon label tape - yellow

Labels should be affixed to the splice enclosure housing.

Label placement should be affixed to or as near to equipment as possible.

Required Fields

All equipment requires that specific data be collected per unit. GPS equipment should be

formatted to account for this information.

EQUIPMENT_ID TELECOM_ID SYMANTEC_TICKET CABLE_ID

TELECOM_CABLE_ID LEGACY_CABLE_ID AIRPORT

AGENCY PROJECT PROJECT_CLASS

COLLECTION_DATE COMMENTS LEGACY_ID

EQUIPMENT_TYPE HAS_LEVEL

GPS

No action required for ISP equipment

Each splice enclosure (OSP) should be recorded as follows:

Single shots; taken on-center. Offset shots or other means of location are acceptable for splice

enclosures not available to satellite coverage but these shots or options must be coordinated

with an HAS-IT GIS contact prior to.


AutoCAD – one-line diagram of ACCESSIBLE for splice enclosures depicting cable identifiers,

connections and cable counts for each splice enclosure in both .dwg 2010 or higher and .pdf

formats; (See Auto- CAD splice enclosure exhibit).

AutoCAD – rackface layouts of structure units depicting orientation, and/or configurations in

both .dwg 2010 or higher and .pdf formats; (See AutoCAD communications room exhibit).


270553 - 25 08-26-2016


The entire equipment inventory should be delivered separately in ArcGIS feature class (version

10.x) format along with any records outlined in the ‘Supporting Documentation” paragraph. This feature class (EQUIPMENT) should contain the attribute values from the ‘Required Fields’

paragraph.


Do not attempt to open a splice enclosure that appears to be in a fragile state or does not provide

for ready access (sealed). Note in ‘comments’ field that the enclosure was inaccessible.

Do not move, adjust ‘live’ equipment in order to identify or label. Ask for assistance from

qualified HAS Technology Infrastructure personnel.

Do not disconnect cabling in order to identify or label. Ask for assistance from qualified HAS

Technology Infrastructure personnel.

28 Outlets

Identification

Each outlet-faceplate is identified specific to its servicing IDF; regardless of the number of

outlets within a given location. All outlet-faceplate ports are labeled to correspond with the

servicing IDF panel port. Note: These space identifiers are architectural identifiers, and are

designated by reference to the HAS Infrastructure schema for identifying building spaces.

This is not a GIS Technology Infrastructure database identifier.

Example Outlet-Faceplate Identifier:

S103.1

Translation: Outlet serviced by IDF S103.1

In the event that a determination cannot be made regarding the identity of the outlet, please

contact the HAS IT GIS representative prior to documenting.


expected to coordinate with the HAS IT GIS staff prior to labeling. This action will account for

all identifiers previously assigned and prevent duplications or omissions.


270553 - 26 08-26-2016

Labeling

Outlet label placement 2-port: under top-aligned, Plexiglas cover – servicing IDF identifier over

port identifiers. Ports should be identified left-to-right.


port identifiers. Ports should be identified left-to-right. Under bottom-aligned, Plexiglas cover –

servicing IDF identifier over port identifiers. Ports should be identified left-to-right.


port identifiers. Ports should be identified left-to-right. Under bottom-aligned, Plexiglas cover –

servicing IDF identifier over port identifiers. Ports should be identified left-to-right. Follow 3-


270553 - 27 08-26-2016

port example.


port identifiers. Ports should be identified left-to-right. Any mid-faceplate ports will require an

adhesive label - servicing IDF identifier over port identifiers. Ports should be identified left-to-

right. Under bottom-aligned, Plexiglass cover – servicing IDF identifier over port identifiers.

Ports should be identified left-to-right. These types of outlets are ‘Non-Standard’.

Required Fields

No action required GPS

OSP – No GPS action

required ISP – No GPS

action required


Additional documentation records are required to support iPatch data. The documentation is as

follows:

AutoCAD – floorplan (where applicable) depicting outlet locations; (See AutoCAD

communications room exhibit).).


No action required


Outlets are visibly marked with a reference tag indicating the outlet identifier. Additionally any

port associated to the outlet is identified with a port number related specifically back to its

respective servicing equipment. Newly placed outlets will require that their identifiers be affixed

to the outlet face. Utilize specified labeling device to accomplish the task.

29 Door Contacts

Identification


270553 - 28 08-26-2016

Each door-contact sensor (without card-reader) is identified by an alpha-numeric sequence

specific to its location. All door-contact identifiers are coded with building or complex character,

followed by level character, followed by numerical sequence character, followed by ‘CCM’

designation. “CCM’ is an acronym for ‘Control Contact Monitoring.’


B-2057CCM

Translation:

B (building/complex character) Terminal B

2 (level character) Level 2

057 (numerical sequence

character)

Contact # 057

CC

M

(CCM designation) Control Contact

Monitoring

In the event that a determination cannot be made regarding the identity of a door contact, please

contact the HAS IT Project Manager prior to documenting.

Note: When planning to identify newly constructed or newly placed HAS assets, the

contractor is expected to coordinate with the HAS IT Project Manager prior to labeling.

This action will account for all identifiers previously assigned and prevent duplications or

omissions.

Labeling

Door-contacts (without card-reader) require identifier plates per ‘Special Instruction’

specification below

Required Fields

TBD

GPS



action required


270553 - 29 08-26-2016


AutoCAD floorplans indicating door contact location including label plate identifier

annotation


No action required Special Instructions

Install Black Lexan Label Plate: sized 1 ½” X 4”, black background, white lettering and Door

Alarm Identifier engraved (i.e. B-2057CCM). Locate plate on door frame above contact. Clean

door frame prior to placement. Affix with 3M double-sided tape.

Provide paper and electronic copies (.pdf format) of all Electronic Lock Permits and Submittal

Documents for any door requiring City of Houston door lock permit to the HAS IT Project

Manager prior to Acceptance Testing.

30 Card Readers

Identification

Each electronic lock is identified by an alpha-numeric sequence specific to its location. All

electronic lock identifiers are coded with building or complex character, followed by level

character, followed by numerical sequence character.


C-1015

Translation:

C (building/complex character) Terminal C

1 (level character) Level 1

015 (numerical sequence character) Lock # 015

In the event that a determination cannot be made regarding the identity of a door contact, please

contact the HAS IT Project Manager prior to documenting.

Note: When planning to identify newly constructed or newly placed HAS assets, the

contractor is expected to coordinate with the HAS IT Project Manager prior to labeling.


270553 - 30 08-26-2016

This action will account for all identifiers previously assigned and prevent duplications or

omissions.

Labeling

Electronic locks require identifier plates per ‘Special Instruction’ specification below

Required Fields

TBD

GPS



action required


AutoCAD floorplans indicating card reader location including label plate identifier

annotation


No action required


Install Black Lexan Label Plate: sized approximately 3 ¼” X 5 ½”, black background, white

lettering and Card Reader Identifier engraved (i.e. C-1015). Affix plate to single-gang cabinet

with 5/32” screws.

Provide paper and electronic copies (.pdf format) of all Electronic Lock Permits and Submittal

Documents for any door requiring City of Houston door lock permit to the HAS IT Project

Manager prior to Acceptance Testing.

CONNECTIONS


270553 - 31 08-26-2016

31 Ports

Identification

Each port has been assigned an identifier; combined with the equipment identifier, the sequence

becomes unique. Therefore port identifiers may be replicated on separate pieces of equipment

because again, the true and complete port ID is coupled to the equipment ID.

Example:

100.20.01.02.35-39 (equipment ID) + FP03 = 100.20.01.02.35-39 FP03

100.25.01.01.12-17 (equipment ID) + FP03 = 100.25.01.01.12-17 FP03

Fiber port 03 is replicated on two different pieces of equipment. Coupling it to the equipment

ID makes the string unique

All ports are identified through a numerical range specific to its respective equipment. Ports

may be prefixed with ‘FP’ (fiber port) or ‘CP’ (copper port) as is pertinent to the cable

category and space allows on the equipment.

Regarding service outlets: ports are identified via reference to IDF and IDF equipment (see

Outlet). This data should be recorded in the Excel data record tables.

Regarding termination panels: ports are identified according to equipment port capacity.

Regarding patch panels: ports are identified in sequence and may be prefixed with structure

identifier references.

Regarding switches: ports are identified in sequence and may be prefixed according to cable

compatibility; i.e. ‘FP’ or ‘CP’. The port sequence should follow left-to-right and top-to-bottom.

Regarding devices housing multiple blades: ports are identified in sequence as related to

respective blades and may be prefixed according to cable compatibility; i.e. ‘FP’ or ‘CP’. The

port sequence should follow left-to-right and top-to-bottom.

Regarding SYSTIMAX (iPatch) ‘equipment panels’: ports are identified with a source-over-

destination, (panel-to-panel) schema and inclusive of rack/cabinet (structure-unit) identifiers.

Regarding SYSTIMAX (iPatch) ‘service panels’: ports are identified in sequence and may be

prefixed with structure identifier references.


270553 - 32 08-26-2016

All port identifiers follow some specific schema; new ports must be identified accordingly. In

the event that a determination cannot be made regarding the identity of the port, please contact

the iPatch database administrator prior to documenting.


expected to coordinate with the HAS IT GIS staff prior to labeling. This action will account for

all identifiers previously assigned and prevent duplications or omissions.

Labeling

Regarding switches: generally space does not allow for switch port labeling; ports must be

identified however in order to correlate circuit connectivity to/from/through the device.

Labeling should follow the identification schema and further be accomplished via the use of

below specified labeling device or approved equivalent:

DYMO rhinoPRO 5000 Industrial Label Maker

¾” Flexible Industrial Strength Nylon label tape - yellow

Labels should be affixed to applicable port locations. Not all ports allow for label placement but

these ports should be identified and recorded as part of iPatch SOP; respective to cable or


270553 - 33 08-26-2016

equipment.

Required Fields

Each port requires that its relationship be established between cable and equipment via use of the

iPatch cut sheet (see Exhibits – iPatch SOP.pdf).

GPS

No action required


ISP cabling/port configurations (see Exhibits – iPatch SOP.pdf)


No action required


Careful attention should be given to accurately accounting for and recording relationships

established between ports – cable, and ports – equipment.

5 STANDARD OPERATING PROCEDURES – BEST PRACTICES

5.1 Data Collection Methodology

5.1.1 This section includes a general outline of procedures that

can be utilized towards the collection and processing of HAS’ IT

physical data requirements. The outline establishes some of the

recommended methods which have proven to be most successful

during previous data collection cycles.

This guide does not mandate adherence to these methods provided that the contracting party can

determine a like process to produce the intended results. Said process must however provide for

the specific formatting of all aforementioned physical data deliverables including data record

tables, .DWF / .DWG,

.PDF, feature class, feature class, and photo imagery.


270553 - 34 08-26-2016

Note: Safety is paramount and discussions with regard to OSHA and other regulatory or

governing authorities including Airport Operations must be coordinated with the HAS IT

representatives prior to commencement of any project scope.

5.2 Outside Plant

5.2.1 Identify outside plant network locations as defined by

project scope of work including all structures, pathways, cable and

equipment. This requires extensive communication and coordination

with HAS airport campus authorities before and during the

evolution. Contracting parties will be provided with respective

contact information prior to commencement of data collection effort.

Coordinate with HAS IT representative to determine existing network identifiers and to specify

any new network identifiers that must be incorporated into data deliverables.

If applicable to the GPS equipment that will be utilized to collect data, format custom

projections to campus, format code-list.

GPS locate structures; ensure all attribute fields are populated. For MH, HH produce field

sketch - butterfly layout depicting pathways unit counts orientation; cable types / counts,

location. These field sketches should be used to create AutoCAD .DWF / .DWG deliverables.

Produce photo imagery

GPS locate all splice enclosures, slack loops.

Label all end-equipment, splice enclosures, slack loops, cable, pullboxes, cabinets, pedestals.

Stamp all MH, HH per guidelines.

GPS locate pathways; ensure all attribute fields are populated.

Physically locate outside plant associated equipment; ensure all attribute fields are populated.

Building Access Points can be approximated where the PATHWAY intersects the building face

for purposes of GPS data collection; single-shot.

GPS locate cable routing; ensure all attribute fields are populated including end-equipment

identifiers.

QA/ QC to ensure that all data relationships have been established; i.e. equipment-structure,

structure-pathways, pathways-cable and that all attribute fields have been populated.


270553 - 35 08-26-2016

Finalize, format deliverables

5.3 Inside Plant

5.3.1 Identify inside plant network locations as defined by

project scope of work including all structures, cable and equipment.

This requires extensive communication and coordination with HAS

airport campus authorities before and during the evolution.

Contracting parties will be provided with respective contact

information prior to commencement of data collection effort.

Coordinate with iPatch database administrator to determine existing network identifiers and to

specify any new network identifiers that must be incorporated into data deliverables.

Prepare field sketch (floorplan, rackface) of interior space and equipment. Document and

dimension structure space and contents required to generate layouts for the floorplan, cable

ladder, conduit, room details, and Install details. Rackface layouts should be created in a separate

document. These field sketches should be used to create AutoCAD .DWF / .DWG deliverables.

Label all structure units, cable and equipment per guidelines.

Record information specific to iPatch SOP for structure units, equipment, cable; this process will

be covered in depth at the coordination meeting held prior to commencement of data collection

effort. This information establishes infrastructure relationships that will be used to model the

communications environment.

Test Cable.

QA/ QC to ensure that all data relationships have been established; i.e. structure – structure,

structure – structure units, structure units – equipment, equipment – ports, ports – cable.

Finalize, format deliverables.


270553 - 36 08-26-2016

EXHIBITS


271100 - 1 08-26-2016

SPECIFICATION 271100 COMMUNICATIONS CABINETS AND EQUIPMENT ROOMS

(Rev 06-25-2015- TAB)

PART 1 – GENERAL

1.1 SUMMARY

A. This section includes the specifications for constructing and building out of Telecommunications Equipment Rooms (MDF/IDFs) to be used for supporting telecommunications and other special systems.

B. Upon completion of the installation, a third party field verification firm will independently verify the installation for compliance to the TIA/EIA-568-B standard and/or additional requirements as stated in this specification. Contractor shall be responsible for fully rectifying all indicated faults by the third party field verification firm in accordance with the approved project schedule

1.2 RELATED SECTIONS:

A. Specification 270553: Identification and Labeling of Communication Infrastructure B. Specification 271300: Backbone/Riser Media Infrastructure C. Specification 271500: Horizontal Media Infrastructure D. Specification 270543: External Communication Pathways E. Specification 270526: Telecommunications Grounding and Bonding F. Specification 281300: Access Control G. Specification 282300: Video Surveillance Control and Management System

1.3 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

B. Specific reference in specifications to codes, rules, regulations, standards, manufacturer’s instructions, or requirements of regulatory agencies shall mean the latest printed edition of each in effect at the date of contract unless the document is shown dated.

C. Conflicts:

1. Between referenced requirements: Comply with the one establishing the more stringent requirements.

2. Between referenced requirements and contract documents: Comply with the one establishing the more stringent requirements.

D. Telecommunications Industry Association /Electronic Industries Association (TIA/EIA) 568B- Commercial Building Telecommunications Wiring Standards.

E. TIA/EIA-569A-Commercial Building Standard for Telecommunications Pathways and Spaces.

F. ANSI/TIA/EIA 607-Commercial Building Grounding and Bonding Requirements.


271100 - 2 08-26-2016

G. Underwriters Laboratories (UL) Cable Certification and Follow Up Program.

H. National Electrical Manufacturers Association (NEMA).

I. National Electric Code (NEC).

J. UL Testing Bulletin.

K. Houston Airport System Standards and Specifications

1.4 DEFINITIONS AND ABBREVIATIONS

A. Asynchronous Transfer Mode - ATM

B. American Wire Gauge – AWG

C. Computer Aided Drafting - CAD

D. Polyvinyl Chloride – PVC

E. Megabits per second - Mbps

F. Main Distribution Frame – MDF

G. Intermediate Distribution Frame - IDF

1.5 SUBMITTALS

A. Contractor shall submit the proposed layout for each communications room in the airport. This should be in accordance with the drawings in for a “typical” room layout and is required for every room.

B. The contractor will need to submit proposed layout and as-build drawings that depict the complete layout of each communications room prior to implementation. Drawings must be entered into the ECN process

C. Shop Drawings and Systems cutover schedules for all services to be submitted and approved before implementation is started. Shop Drawings to be submitted in accordance with

Specification 01340.

D. Record Drawings: Furnish CAD drawings of all installed equipment within each communications room. All CAD work performed as part of the design effort shall be in compliance with the current City of Houston CAD standards as well as the U.S. National CAD Standard. This should apply to all CAD layering, symbols, etc.


A. Furnish, erect, install, connect, clean, adjust, test and condition all manufactured articles, materials,


271100 - 3 08-26-2016

and equipment, and place in service in accordance with the manufacturer’s directions and

recommendations except as otherwise indicated in the contract documents.

B. See Appendix A – MDF/IDF Readiness Checklist

C. See Appendix B – Typical Inspector Checklist

PART 2 – PRODUCTS

2.1 MANUFACTURERS

A. The manufacturers and specific part numbers listed in this section are provided as an aid in the RFP process and are not meant to preclude other manufacturers that may be qualified to provide communications components. Other manufacturers with comparable qualifications may be proposed but shall be subject to review as an approved equivalent.

2.2 EQUIPMENT CABINETS

A. Standard Wall Mount Cabinet:

a. Chatsworth CUBE-iT Plus model 11996-736.

b. Provided Vertical wire management

2. Grounding Bus Bar:

a. Provide Rack-Mounted Ground Bar. See Specification 270526

2.3 WALL BACKBOARDS

A. Provide two sheets of ¾ inch 4’ x 8’ plywood installed adjacent to each other in the MDF.

Install the wall mount cabinet on one sheet. The other sheet shall be used for wall mounted

equipment.

B. Plywood shall be A/C grade or better void-free with the A grade side facing out.

C. Plywood shall be and either fire-rated or treated on all sides with at least 2 coats of fire-resistant

light-colored paint. Fire-retardant plywood is also generally acceptable.

D. Plywood to be installed 6 inches above finished floor or raised deck.


A. All Identification and Labeling shall follow Specification: 270553–Identification and Labeling

of Communication Infrastructure. Any deviation from the specification must be approved by

HAS IT prior to installation.


271100 - 4 08-26-2016

PART 3 – EXAMINATION

3.1 VERIFY FOR MINIMUM CRITERIA

A. Verify the following:

1. Minimum size of MDF is 1000 sqft.

2. Minimum size for IDF is 250 sqft.

3. HAS does not share MDF/IDF space with any other tenant and must be separated by a

physical barrier be it a fence or wall. All tenants communication systems cabling and equipment shall be installed in the HAS controlled tenant space, as defined in the third item in this section. This shall apply to all tenants that do not have a dedicated MDF or IDF space for their individual telecommunications systems.

4. Conduit, raceways, and boxes are properly installed in accordance with BISCI recommended practices, ANSI/TIA/EIA 569B standards, and the City of Houston Intercontinental Airport Premises Distribution System Design Standards.

5. Conduit is minimum 1 -inch diameter.

6. Main grounding system is properly installed and tested.

7. The MDF is equipped with a smoke detector connected to the building alarm fire panel.

8. Portable fire extinguishers are provided and maintained within 75 feet travel distance from any part of the occupied space within the MDF per local code requirements. The size of the extinguisher shall be a minimum rating of 2-A:10-B:C

9. Ceiling protrusions have been placed to assure a minimum clear height of 8 feet 6 inches to provide space over the equipment frames for cables and suspended racks.

10. The doors are a minimum of 3 feet wide by 6 feet, 7 inches tall. If it is anticipated that large equipment will be delivered to the MDF, a double door 6 feet wide by 7 feet, 5 inches tall is recommended. The doors shall be keyed separately from other facility keys. Preferred method for keying communication room is badge access, limited to only IT personnel and related vendors. Doors shall open outward and be lockable. Access shall allow for future equipment changes. Door shall be fire rated for a minimum of one hour, or more as required by local code requirements.

11. Signage is consistent with Houston Airport System

12. The floor is sealed concrete or tile to minimize dust and static electricity. Carpet is strictly prohibited.

13. Floor loading capacity in the MDF is designed for a minimum distributed load rating of 100 lbf/ft² and a minimum concentrated load rating of at least 2000 lbf.

14. All HVAC systems that provide environmental conditioning (24 hours per day, 365 days

per year) and UPS shall be connected to a motor generator for those cases of extend power outages.


271100 - 5 08-26-2016

15. The air handling system for MDF/IDF equipment rooms is designed to provide positive air flow and cooling even during times when the main building systems are shut down. This may require separate air handlers and/or small stand-alone cooling systems that are thermostatically controlled in this space.

16. Heating, ventilation, and air conditioning sensors and control equipment are located in the MDF/IDF.

17. The room temperature is between 64°F and 75°F, with a relative humidity between 30% and 55%.

18. Designer to provide heat load analysis for all equipment cabinets..

19. The MDF/IDF is protected from contaminates and pollutants that could affect operation and material integrity of the installed equipment. When contaminates are present in concentrations greater than indicated in ANSI/TIA/EIA 569-A, Table 8.2-2, vapor barriers, positive room pressure or absolute filters shall be provided.

20. Positive air pressure differential is maintained with respect to surrounding areas.

21. Lighting to provide a minimum equivalent of 50 foot-candles when measured three feet above finished floor. The light fixtures shall be mounted a minimum of 8 feet, 6 inches above the finished floor. The light switches are located near the entrance of the MDF/IDF. Power for the lighting is from the same circuits as power for the telecommunications equipment. Emergency lighting has properly been placed that an absence of light will not hamper emergency exit. Lights must be energy efficient LED lights control by approved room lighting system utilizing UTP cabling.

22. The MDF/IDF cabinets are equipped with a minimum of two dedicated electrical circuits appropriately sized for equipment to be installed. Separate duplex 120V AC convenience outlets (for tools, test sets, etc.) shall also be installed at 18 inches above the finished floor at 6-foot intervals around perimeter walls. The outlets shall be on non-switched circuits and they shall be identified and labeled.

23. The MDF/IDF is provided with an electrical ground on a 4-inch or larger busbar as defined by NEC Article 250-71(b). The busbar shall be mounted 6 feet, 6 inches above the finished floor if ladder racking is included in the design. If ladder racking is not part of the design, the busbar shall be located near, but not behind, the riser sleeves between floors. This grounding bar is connected to a main building ground electrode, reference ANSI/EIA/TIA- 607. (Refer to Specification 270526)

24. Connection between the MDF and IDF will be connected with both unshielded twisted pair Category 6 cable, when distance is less than 90 meters and fiber optics cable if the distance is beyond 90 meters. Fiber optics cable should include single-mode and multi-mode. The type of cable, actual count and termination of the fiber will be determined at the planning stage, taking into consideration the amount of network traffic between closets, the distance between the communications rooms and the difficulty of running other cables at future dates.

25. The MDF/IDF is equipped with a single Room wide Eaton Uninterruptible Power Supply that supports all active electronics for a minimum of 30 minutes. Eaton UPS will be connected to an emergency power such as motor generators for those cases of extend power outages. Designer to size for 50% growth.


271100 - 6 08-26-2016

26. All walls of MDF/IDF are lined with Trade Size 3/4-inch AC-grade plywood, 8 feet high. Plywood will be mounted vertically starting 6 inches above finished floor and shall be securely fastened to the wall-framing members. Plywood to be fire treated and painted with two coats fire-retardant paint.

27. Additional equipment such as fire alarm panels and/or building monitoring devices are not be housed in the MDF/IDF. Separate space for these services can be provided as part of the electrical room or in a separate space.

28. These rooms should be on separate fire protection loops, and a “dry” fire protection system such as FM-200 or Inergen for MDF and preaction for IDF’s should be used. However, an acceptable alternative for intermediate special systems rooms is a “dry” pipe sprinkler system, or no fire protection if enclosed by fire rated walls.

29. Access to the MDF/IDF shall be directly from hallways, not through offices, janitorial or mechanical rooms.

30. The MDF/IDF is located as close as possible to the center of the area served and preferably in the core area.

31. The MDF/IDF is located in any place that may not be subject to water or steam infiltration, humidity from nearby water or stream, heat, and any other corrosive atmospheric or environmental conditions.

32. The MDF/IDF is not located near electrical power supply transformers, motors, generators, x-ray equipment, radio transmitters, induction heating devices, and other potential sources of electromagnetic interference.

33. The MDF/IDF does not share space in or be located near or below electrical closets, boiler rooms, washrooms, janitorial closets, and storage rooms.

34. If any of these items are not provided, contact the HAS/IT representative.

3.2 INSTALLATION

A. Install work following drawings, manufacturer’s instructions, and approved submittal data.

B. All installation shall be done in conformance with TIA/EIA 569B and BICSI installation

guidelines. Failure to follow the appropriate guidelines will require the Contractor to provide, in

a timely fashion, the additional material and labor necessary to properly rectify the situation.

C. The contractor shall adhere to the installation schedule of the general contractor and should

attend all construction meetings scheduled by the general contractor.

D. As a general practice for rack mounted equipment, the contractor shall run power cables, control

cables, and high-level cables on the left side of an equipment rack as viewed from the rear. The

contractor shall run other cables on the right side of an equipment rack as viewed from the rear.

For equipment mounted in drawers or on slides, provide the interconnecting cables with a service

loop of not less than three feet and ensure that the cable is long enough to allow full extension


271100 - 7 08-26-2016

of drawer or slide.

E. All racks and cabinets shall be floor mountable by design and permanently fixed to the floor with

bolt-down kits. Manufacturer’s procedures for floor mounting should be followed. Multiple

racks and cabinets shall be connected together directly or indirectly via horizontal cable

management hardware as indicated by drawings.

F. A minimum of 2 feet shall be left at the end of the row of equipment bays. A minimum of 5 feet

between walls and equipment bays will allow space for wall mounted copper cable terminations

and the required 36” distance from equipment for work space.

3.4 CONTRACTOR’S FIELD QUALITY CONTROL

A. The contractor shall be responsible for performing field inspections to ensure that all

communications are installed in accordance with the contract drawings, specifications, and City

of Houston requirements prior to the performance of field inspections by the City.

B. Should there be any discrepancies or a question of intent, refer the matter to the City for a

decision before ordering any equipment, materials or before starting any related work.

C. The City shall perform field inspections and note all discrepancies that must be corrected prior

to system acceptance.

END OF SECTION


271100 - 8 08-26-2016

Appendix A

This list below is intended as a minimum checklist. CM should ensure that the contractor’ s

schedule has built in these components and the necessary buffer period -- and associated access

restrictions to the communications equipment rooms -- for HAS IT and tenant IT to prepare.


271100 - 9 08-26-2016

2. All cabling necessary to operate the areas to be opened is completed.

a. Backbone cabling (copper and fiber) from the applicable communication room(s) is

installed, tested, labeled, and approved by the inspector and communications design

consultant.

b. Horizontal cabling for all areas to be occupied is installed, tested, labeled, and

approved by the inspector and communications design consultant.

c. Copper cross connects and/ or fiber jumpers have been installed per the

owner/ tenant requirements.

d. Cable records and redline drawings for installed cables are submitted and approved

PRIO R to putting any active circuits on the new cables. Cable records reflect all

installed cables * * and* * any cross connects or jumper assignments installed by the

contractor.

e. All iPatch Panels are programmed and operational.

f. All jumpers and patch cords specified by the contract are transmitted to the owner

for use.

g. NOTE: cable labels and permanent room numbers need to match. CM needs to be

sure to get design team, airport, IT, and CM / contractor reps together to review

permanent room numbers prior to contractor installing cable labels.

3. Move-in buffer period needs to be minimum 6 weeks for HA S-IT to install/ extend services

within the area to be occupied prior to occupation of the facility or spaces. A dditional time

may be necessary if Tenant IT organization is involved, or if contractor has other systems that

must be configured/ tested which require HA S-IT resources (i.e. cabling or data network

connections). This is frequently the case for PA System, television, radio, Fire Alarm, pay

telephone, EFSO (Electronic Fuel Shutoff) , access control & CCTV, etc.

1. All communication rooms that will service the area to be opened must be completed. That

means a final walkthrough of these areas has been completed. It is not necessary that the

entire project achieve substantial completion, but IT cannot install equipment and begin work

until the following minimum criteria is met:

a. Space is built out and clean -- free from dust/ residues.

b. Electrical w/ UPS as required.

c. All racks/ cabinets installed and mounted. Padlocks eyes have been installed.

d. Grounding bus bar installed and properly tied to main grounding bus bar in MDF

e. HVAC functioning properly and is adequately filtering dust. Humidity is controlled.

f. Door access control is installed (card reader) -or- an approved temporary provision.

Simple key access is not permissible.

g. Lighting is installed and operational.

h. Cable trays/ ladder racks installed and ready to use.

i. Permanent or temporary signage identifying permanent room number.


271100 - 10 08-26-2016

4. Once HA S-IT accepts a communications equipment room and begins to install/ configure

equipment in preparation for hosting live applications, this room becomes a restricted area

with access to be controlled by HA S-IT. Contractors must be substantially complete with

systems inside the communications equipment room so that access is generally not required.

Minor punch list and scheduled testing with escort can be arranged, but access will be very

limited.

5. Other IT-related systems that must be operational, tested, and accepted or approved

temporary provisions.

a. PA System

b. MATV and/ or CNN TV (where applicable)

c. Fire Alarm

d. MUFIDS

e. Pay Telephones (where applicable)

f. EFSO (where applicable)

g. Access Control & CCTV (note: must be PRO GRA MMED, and approved

acceptance test walk through by HA S)

h. Crash phone (where applicable)

i. Radio system enhancements (where applicable)

j. Data Network switch installed and configured.


271100 - 11 08-26-2016

Appendix B

GUIDELINES Construction of JFK Cell Phone Lot HAS PN 721

HAS/PDC/Design Division Houston, Texas

271100 - 21 08-26-2016

IDF Number: Date:

Grounding & Bonding: YES NO COMMENTS

TGB properly installed

Proper grounding conductor installed

(6AWG min.)

Cable trays properly bonded

Equipment Racks, Armored Cables &

Cabinets properly bonded

Conduit properly bonded

Cabling properly bonded

Splice Cases properly bonded

Horizontal Cabling: YES NO COMMENTS

Routing

Cables properly supported

Pull tensions properly recorded

Sheath damage

Bend radius observed

Pair twist meets spec

Proper termination scheme

Cable/ jack part number meets spec

Plenum vs. PV C



271100 - 22 08-26-2016

Properly dressed in tray

Properly dressed in cable management

Cables bundled properly

Appropriate clearances observed (power)

Minimum about of cable exposed at

termination

Backbone Cabling: YES NO COMMENTS

Fiber strain relief properly applied

Routing



Sheath damage



Fiber installed in inner duct

Properly dressed in termination shelf

Any splice cases properly supported

Room Layout: YES NO COMMENTS

Room laid out according to project drawings

Proper clearances maintained

Is the room clean & neat in appearance

Liquid carrying pipes within the room

Pathways: YES NO COMMENTS



271100 - 23 08-26-2016

Conduit properly routed & supported

Cable Tray properly routed & supported

Inner Duct used to route fiber and properly

supported

Labeling: YES NO COMMENTS

Grounding conductor

End-to-End labeling

Pair Count on Splice Case

Horizontal Cabling

Fiber Optic Cabling

Other: YES NO COMMENTS

Appropriate fire stop material in place

Cabling test results submitted with proper

information

Climate controlled environment (Temp. &

Humidity)

Is the room access controlled

Copper Cabling: Total Pairs (Riser)

Pair Counts

Termination Type (66, 110, Protectors..)

Termination Location



271100 - 24 08-26-2016

Fiber Optic Cabling: Multimode:

Total Strands Termination Type ( LC, SC)


Single Mode

Total Strands Termination Type ( LC, SC)



271300 - 1 08-26-2016

SECTION 271300

BACKBONE AND RISER MEDIA

INFRASTRUCTURE (REV. 09-29-2015- SJS)

PART 1 GENERAL

1.1 SUMMARY

A. Provide a Structured Cabling System (SCS) for the purpose of supporting voice, data

and video communications at the new cell phone lot. The Houston Airport System

(HAS) has established Systimax as the standard for cabling infrastructure installations.

B. The SCS shall include backbone cabling from the existing Administration Building

MDF to the new cell phone lot MDF.

1.2 SECTIONS INCLUDES

A. This section includes specifications for the installation of backbone and riser media

infrastructure.

B. Related Documents: Drawings and general provisions of the Contract, including General

and Supplementary Conditions and Division - 1 Specification sections, apply to the work of

this section.

C. Backbone and Riser Media Infrastructure includes but not limited to copper, fiber

cable types, Ipatch panels, imVision controllers, connectors, testing requirements,

accessories and associated hardware.

1.3 REFERENCES

A. Related Sections: 1. Section 270526: Telecommunication Grounding and Bonding 2. Section 270543: Exterior Communication Pathways 3. Section 270553: Identification and Labeling of Communication Infrastructure 4. Section 271100: Communication Cabinets and Equipment Rooms 5. Section 271500: Horizontal Media Infrastructure 6. Section 281300: Access Control System 7. Section 232313: Video Surveillance Control and Management System

B. The publications listed below form a part of this specification. The publications are

referred to in the text by basic designation only.


271300 - 2 08-26-2016

C. Specific reference in specifications to codes, rules, regulations, standards, manufacturer’s

instructions, or requirements of regulatory agencies shall mean the latest printed edition of

each in effect two weeks prior to the date of the Bidding Documents unless the document is

shown dated.

D. Conflicts.

1. Between referenced requirements: Comply with the one establishing the more

stringent requirements.

2. Between referenced requirements and contract documents: Comply with the one


E. References.

3. ANSI/TIA/EIA-568-B, Commercial Building Telecommunications Wiring

Standards

4. ANSI/TIA/EIA-569-A Commercial Building Standard for Telecommunications

Pathways and Spaces

5. ANSI/TIA/EIA-606 Administration Standard for the Telecommunications

Infrastructure of Commercial Buildings

6. International Standards Organization/International Electromechanical

Commission (ISO/IEC) DIS11801, January 6, 1994

7. Underwriters Laboratories (UL) Cable Certification and Follow Up Program

8. National Electrical Manufacturers Association (NEMA) 9. American Society for Testing Materials (ASTM)

10. National Electric Code (NEC) Latest issue

11. National Electrical Safety Code (NESC) Latest issue 12. Institute of Electrical and Electronic Engineers (IEEE)

13. UL Testing Bulletin

14. American National Standards Institute (ANSI) X3T9.5 Requirements for UTP at

100 Mbps

15. SYSTIMAX Structured Cabling Systems, Performance Specifications, Latest Issue

16. SYSTIMAX Structured Cabling Systems, Components Guide, Latest Issue

17. Systimax Generic Specifications: Fiber Optic Outside Plant Cable, Latest Issue

18. BICSI Telecommunications Distribution Methods Manual (TDMM) Latest issue

19. Rural Utilities Service (RUS) Section 1755

F. All splicing methods, procedures and products shall comply with the following:


21. National Electrical Safety Code (NESC) Latest issue

22. National Electrical Code (NEC) Latest issue

23. Fiber closures: GR-771-Core

24. Copper splice cases: Bellcore Testing Requirement PUB-55003 (Pressure Tight

Splice Closure)

25. UL 1863 classified


271300 - 3 08-26-2016

26. Applicable local codes, statutes, ordinances, regulations, license requirements.


271300 - 4 08-26-2016

1.4 SUBMITTALS

A. Qualifications: Demonstrate compliance with requirements of Paragraph 1.05A below.

B. Manufacturers’ data, including part numbers, cut sheets and detailed descriptions, for

all proposed equipment.to include quantity of spare parts.

C. Cable inventory data shall be submitted for all fiber, copper, and coaxial cabling and

termination equipment. Reference Specification 270553 for the Inside and Outside

plant spread sheets. Information shall be provided on a CD.

D. Shop Drawings to be submitted and approved before implementation is started. Shop

Drawings to be submitted in accordance with Specification 01340.

E. Record Drawings: Furnish CAD drawings, following format in Section 01340, of

completed work including cable numbers. Refer to Specification 270553 for labeling

conventions. Contractor’s on-site Building Industry Consulting Services International

(BICSI) Registered Communications Distribution Designer (RCDD) supervisor shall

review, approve and stamp all shop drawings, coordination drawings and record

drawings.

F. Cable Testing Reports.

1. Submit Testing Plan prior to beginning cable testing.

2. Submit certified test reports of Contractor-performed tests in accordance with

paragraph

3.04. of this document.

3. Electronic versions of the original raw data files and PDF versions of the test

reports shall be submitted together and clearly identified with cable

identification, reviewed and stamped by the Contractor’s on-site RCDD.

4. Test reports shall be reviewed, approved and stamped by the Contractor’s on-site

RCDD.

G. Product data for all termination and test equipment to be used by Contractor to perform

work.

1. Equipment shall be calibrated with traceability to National Institute of Standards

and Technology (NIST) requirements.

2. Contractor shall include copy of calibration and certification that equipment

calibration meets NIST standards and has been calibrated at least once in the

previous calendar year.

3. Test equipment data shall be reviewed, approved and stamped by the

Contractor’s on-site RCDD prior to submitting.

4. Refer to 3.04. in this document for test equipment requirements.

H. Submit Technology Implementation Plan in accordance with 1.07 below.


271300 - 5 08-26-2016

I. Submit Cable Pulling Plan, as follows:

1. Indicate the installed backbone conduit layout in schematic format, including

junction boxes and distances between junction boxes.


271300 - 6 08-26-2016

2. Indicate contents of each conduit.

3. Indicate the cable pulling calculations, conduit fill ratios and actual cable runs and

tensions.

4. Cable Pulling Plan shall be reviewed, approved and stamped by the

Contractor’s on-site RCDD prior to submittal.

5. Installation of cabling shall not commence prior to approval of the pulling plan

and calculations by the Architect/Engineer.

J. Submit installation plan indicating:

1. Equipment and personnel

2. Materials and staging area

3. Start and completion dates

4. Locations, including floor, room and building

5. Installation plan shall be reviewed, approved and stamped by the

Contractor’s on-site RCDD prior to submitting.

K. Cable Splicing Submittals

1. Submit fiber fusion splicing method and procedures.

2. Submit schedules of copper and fiber cables to be spliced.

3. Submit copper splicing method and procedures.

4. Submit certification documents for all splicing personnel.

5. Submit cut sheets, showing accurately scaled components, of fiber and copper

splice closures, accessories, clamps, brackets, hangers, splice connectors, splice

joint assemblies and fittings,

6. Submit manufacturer’s data on fiber and copper splice closures including, but

not limited to types, materials, finishes, and inside and outside dimensions

(cross-sectional properties).

1.5 PROJECT CONDITIONS

A. Field Measurements: Verify dimensions in areas of installation by field

measurements before fabrication and indicate measurements on Shop Drawings.

Coordinate fabrication schedule with construction progress to avoid delaying the

Work.

B. Established Dimensions: Where field measurements cannot be made without

delaying the Work, establish dimensions and proceed with fabricating units without

field measurements. Coordinate supports, adjacent construction, and fixture locations

to ensure actual dimensions correspond to established dimensions.

C. Maintain temperature of between 64 degrees Fahrenheit and 75 degrees Fahrenheit

and between 30 and 55 percent humidity in areas of active electronic system work.



271300 - 7 08-26-2016

A. Submit written proof that the following experience requirements are being met.


271300 - 8 08-26-2016

1. Contractor Qualifications

a. The contractor shall be certified by the manufacturer of the products,

adhere to the engineering, installation and testing procedures and utilize the

authorized manufacturer components and distribution channels in

provisioning this Project.

b. Must be supervised on-site by a BICSI RCDD. Must demonstrate

knowledge and compliance with all BICSI, TIA/EIA, UL, and NEC

methods, standards and codes.

c. All members of the installation team shall be certified by the manufacturer

as having completed the necessary training to complete their part of the

installation. Resumes of the entire team shall be provided along with

documentation of completed training courses.

d. The contractor shall provide five references for projects of equivalent

scope, type and complexity of work completed within the last five years.

The contractor who is installing the cabling infrastructure shall be a

certified CommScope/SYSTIMAX imVision Support Specialist. Cable

splicing personnel shall have a minimum of five years splicing experience

and shall have completed a minimum of five major splicing projects.

2. Copper cable splicing personnel/technicians requirements:

a. All copper splicing personnel/technicians shall have a minimum of 900 pair

in one project splicing experience.

b. All copper splicing personnel/technicians shall have outside plant (OSP)

and inside plant splicing experience.

c. All copper splicing personnel/technicians shall be familiar with and shall

have installed Systimax splicing modules.

d. All copper splicing personnel/technicians shall have installed in-line and

butt splicing configurations.

e. All copper splicing personnel/technicians shall have installed OSP,

underground, direct buried, aerial, pedestal, and vault splice closures.

3. Fiber splicing personnel/technicians requirements:

a. All fiber spicing personnel/technicians shall have a minimum of 144 fibers

in one project splicing experience.

b. All fiber spicing personnel/technicians shall have OSP and inside plant

splicing experience.

c. All fiber spicing personnel/technicians shall be familiar and have installed

fusion, rotary and mechanical splicing modules.

d. All fiber spicing personnel/technicians shall be familiar and have installed

mass fusion splice trays.

e. All fiber spicing personnel/technicians shall be familiar and have installed

ribbon fusion and mass fusion splicing.

f. All fiber spicing personnel/technicians shall have installed in-line and butt

splicing configurations.

g. All fiber spicing personnel/technicians shall have installed OSP,


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underground, direct buried, aerial, pedestal, and vault splice closures.


271300 - 10 08-26-2016

4. Console installers shall be certified by console manufacturer and experienced in

the installation of systems of similar complexity.

5. Manufacturer’s hardware experience: All components shall be produced by

manufacturers who have been regularly engaged in the production of

telecommunications cabling components of the types to be installed in this

project for a period of five years.

B. Materials and equipment: Equipment shall be rated for continuous operation under the

ambient environmental temperature, humidity, and vibration conditions encountered

at the installed location. The equipment shall meet the following requirements:

1. Interior controlled environment: 60 to 100 degrees F dry bulb and 20 to 90

percent relative humidity, non-condensing.

2. Interior uncontrolled environment: 0 to 130 degrees F dry bulb and 10 to 95

percent relative humidity, non-condensing.

3. Exterior environments: Minus 30 degrees to 130 degrees F dry bulb, and 10 to

100 percent relative humidity, condensing.

4. Hazardous environment: All system components located in areas where fire or

explosion hazards may exist because of flammable gas or vapors, flammable

liquids, combustible dust, or ignitable fibers or flyings, shall be rated and

installed according to Chapter 5 of the NFPA 70 and as shown.

C. Standard products:

1. Equipment and materials shall be standard products of a manufacturer regularly

engaged in the manufacture of telecommunications cabling products and shall be

the manufacturer’s latest standard design in satisfactory use for at least one year

prior to bid opening.

2. Items of the same classification shall be identical. This requirement includes

equipment, modules, assemblies, parts, and components.

1.7 CONTRACTOR’S DUTIES

A. Contractor’s RCDD shall provide all calculations and analysis to support design and

engineering decisions as specified in the Submittals section.

B. Provide and pay for all labor, supervision, tools, equipment, test equipment, tests and

services/programming to provide and install a complete inside and outside plant fiber

and copper infrastructure system. Pay all required sales, gross receipts, and other

taxes.

C. Secure and pay for plan check fees, permits, fees, and licenses necessary for the

execution of Work as applicable for the project.

D. Give required notices.


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E. Comply with all codes, ordinances, regulations, and other legal requirements of public

authorities that bear on performance of Work.


271300 - 12 08-26-2016

1.8 PROCUREMENT

A. Procure equipment specified in this document as dictated by the timeline in Appendix

A “Technology Implementation Schedule” in order to ensure that the technology is

acquired in a timely fashion, but not outdated by the installation date.

B. Submit a copy of Appendix A “Technology Implementation Schedule” as a part of the

equipment submittals required elsewhere in this document. Complete the columns

headed “Quantity”, “Purchasing Lead Time”, “Start Date or Dependent”, and

“Installation Duration”.

C. The “Procurement Lead Time” shall be expressed in days or weeks, and shall include

time required for the contractor’s personnel to order and receive the material.

Substantiation may be required.

D. “Start Date or Dependent” and “Installation Duration” should be an accurate estimate

based upon known facts in the project. Substantiation may be required.

E. The Contractor shall not purchase any materials requiring submittals until the owner

approves the product submittal and the Technology Implementation Schedule for that

material.

F. The Contractor shall not purchase any materials requiring submittals until 6 months

prior to installation date is established by the owner as the Purchasing Authorized

Date. The Purchasing Authorized Date will be reflected in the “Purch Auth” column

of Appendix A as a part of the Submittal Review process.

1.9 MAINTENANCE AND SUPPORT

A. System Assurance: The System Assurance shall cover the failure of the wiring system

to support the application which it was designed to support, as well as additional

application(s) introduced in the future by recognized standards or user forums that use

the ANSI/TIA/EIA 568B or ISO/IEC IS 11801 component and link/channel

specifications for cabling, for a twenty-year period.

B. System Certification: Upon successful completion of the installation and subsequent

inspection, the customer shall be provided with a numbered certificate, from the

manufacturing company, registering the installation.

C. Support Availability: The Contractor shall commit to make available local support for

the product and system during the Warranty period.

1.10 EXTENDED WARRANTY


271300 - 13 08-26-2016

A. The Extended Product Warranty shall meet all manufactures specification to ensure

against product defects, that all approved cabling components exceed the

specifications of ANSI/TIA/EIA 568B and ISO/IEC IS 11801, exceed the attenuation

and NEXT requirements of ANSI/TIA/EIA 568B and ISO/IEC IS 11801 for cabling

links/channels, that the installation will exceed the loss and bandwidth requirements of

ANSI/TIA/EIA 568B and ISO/IEC IS 11801 for fiber links/channels, for a twenty year

period. The warranty shall apply to all passive SCS components.

B. The Extended Product Warranty and the System Assurance shall cover the replacement

or repair of defective products and labor for the replacement or repair of such

defective products.

1.11 DELIVERY AND STORAGE

A. Equipment shall be delivered in original packages with labels intact and identification

clearly marked.

B. Equipment shall not be damaged in any way and shall comply with manufacturer’s

operating specifications.

C. All products shall be purchased not more than 6 months prior to installation.

D. Equipment and components shall be protected from the weather, humidity,

temperature variations, dirt, dust, or other contaminants. Equipment damaged prior to

system acceptance shall be replaced at no cost to the City.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Subject to compliance with requirements, manufacturers offering products that may be

incorporated into the Work include, but are not limited to the Commscope

SYSTIMAX SCS and other manufacturers as referenced in this document. However,

substitutions for Systimax products are not permitted.

2.2 GENERAL

A. Provide all cabling, terminating hardware, adapters, and cross-connecting hardware

necessary to interconnect all system equipment including equipment located in the

Main Distribution Facilities (MDF).

B. All Fiber terminations/connectors shall be pigtail fusion splice.

2.3 FIBER OPTIC CABLE GENERAL REQUIREMENTS


271300 - 14 08-26-2016

A. SYSTIMAX SCS Teraspeed Singlemode as required.

B. Fiber optic cable shall be certified to meet all parts of EIA-455 and comply with the NEC.

C. All fiber optic cable shall utilize the appropriate sheath for the particular application.

This shall be in accordance with ANSI/EIA/TIA 568-B standards.

D. Outside Plant Fiber Cables.

1. Stranded loose tube dielectric or armored dry core fiber optic cable shall be

utilized for underground conduit ductbanks.

E. Preparation for delivery: The fiber optic cable shall be shipped on reels in lengths as

specified with a minimum overage of 10 percent.

1. The cable shall be wound on the reel so that unwinding can be done without

kinking the cable.

2. Two meters of cable at both ends of the cable shall be accessible for testing.

3. Marking: Each reel shall have a permanent label attached showing length, cable

identification number, cable size, cable type, attenuation, bandwidth, and date of

manufacture. Labels shall be water resistant and the writing on the labels shall be

indelible.

4. Storage: The cable shall have a minimum storage temperature range of minus 40 C

to plus 70 C.

F. Unless otherwise specified, all fiber cables not installed in conduit shall be armored cable.

2.4 SINGLE MODE FIBER OPTIC CABLE SPECIFICATIONS

A. Manufacturer: SYSTIMAX SCS – TeraSPEED Singlemode cable

1. Outdoor Cables: Systimax Singlemode, Stranded Loose Tube Dielectric or

Armored Dry Core Outdoor Cable designed for underground conduit, direct buried

or aerial applications.

2.5 FIBER HARDWARE TERMINATION STANDARDS - Real Time Infrastructure

Management

- Intelligent Fiber Patch Panel

A. All Fiber to terminate on iPatch or ImVision Control panels. If a rack manager does not

exist in the cabinet one must be added to manage the fiber infrastructure.

B. Systimax Solution iPatch Intelligent Fiber Optic Patching System as follows:

1. When install make sure cabinet rails are move back from front door.

2. Make sure there is vertical and horizontal management for the fiber.


271300 - 15 08-26-2016

Product Number Description

Fiber Shelves (19 inch rack-mountable) and accessories

760193797 360-ip-G2-1U-LC-SD

760031856 RS-2AF-16SF

760105148 360 iPatch/imVision upgrade kit

760109470 12-LC-LS-AQ-Pigtails

760109488 12-LC-MM-BG-Pigtails

760109496 12-LC-SM-BL-Pigtails

Product Number Description

760109504 12-LCA-SM-GR-Pigtails

760114975 24" Ribbon Cable

Copper Patch Panels - Cat 6

760152355 360-iP-1100-E-GS3-1U-24 - 360 iPatch/imVision(enabled) 24 port panel


760152561 360-IPR-1100-E-GS3-1U-24 - 360 iPatch/imVision(ready) 24 port panel

760152579 360-IPR-1100-E-GS3-2U-48 - 360 iPatch/imVision(ready) 48 port panel

Copper Patch Panels - Cat 6A



imVision Rack manager

760161380 360-imV-CNTRLR - 360 imVision Panel Manager (1 per rack / cabinet)

2.6 FIBER PATCH CORDS

A. Manufacturer: SYSTIMAX Solutions ONLY

B. The fiber patch cord shall consist of buffered and stepped-index 8.3 micron core with a

125𝜇 micron cladding for single mode with a Yellow Jacket. The fiber cladding shall be

covered by aramid yarn and a jacket of flame retardant PVC.


271300 - 16 08-26-2016

C. Singlemode Fiber Patch Cord

1. Single mode Fiber Patch Cord Part Numbers:

Singlemode, 8.3𝜇 Micron, Single, LC to LC, LC to SC and LC to STII

MS1LC-LC-xxx LC to LC (xxx length designator) MS1LC-SC-xxx LC to SC (xxx length designator) MS1LC-EP-xxx LC to STII (xxx length designator)

Singlemode, 8.3𝜇 Micron, Duplex, LC to LC, LC to SC and LC to STII

MS2LC-LC-xxx LC to LC (xxx length designator) MS2LC-SC-xxx LC to SC (xxx length designator) MS2LC-EP-xxx LC to STII (xxx length designator)

D. Patch Cord Quantity. Patch cords spares shall be provided to match fiber strand

assignment as shown in the fiber cable schedules included in the Drawings.

E. LC type connectors are HAS standard for all patch panel installations.

F. Fiber splicing and closures shall be Commscope Systimax. The fiber splice module shall

meet the following specifications:

1. Fusion

2. Joins single mode or multi-mode fibers

3. Establishes a permanent fusion splice

4. May be used in OSP and/or premises applications

5. Accept 250 and 900 micron fibers

6. Re-enterable, re-arrangable and reusable

7. Require no polishing

8. Require no adhesives

9. No loose parts

10. Unlimited shelf life



Labeling of Communication Infrastructure. Any deviation from the specification must

be approved by HAS IT prior to installation.

PART 3 EXECUTION


271300 - 17 08-26-2016

3.1 EXAMINATION

A. Verify raceways, boxes, hand holes and maintenance holes are properly installed

following Sections 270528, and 270543.

B. All communication media must be installed in conduit or cable tray unless an alternate

method has been approved by HAS/IT Infrastructure.

C. Verify backboards are properly installed.

D. Verify telecommunications grounding system is properly installed and tested following

Section 270526.

E. Verify liquid-carrying pipes are not installed in or above any IDF/MDF that has active

electronic equipment. Do not proceed with installation in affected areas until removed.

3.2 PREPARATION

A. Environmental controlled communication rooms shall maintain temperature of between

64 degrees Fahrenheit and 78 degrees F and between 30 and 55 percent humidity in

areas of active electronic system work.

B. Cable Splicing: Exact cable routing, splice enclosure locations, distances, elevations,

work space and purpose of splice will be governed by actual field conditions. Contractor

shall perform field surveys prior to submitting layout drawings.

C. Contractor’s on-site RCDD supervisor shall review, approve and stamp all shop

drawings, coordination drawings and record drawings.

3.3 INSTALLATION

A. Install work following drawings, manufacturer’s instructions and approved submittal

data. The number of cables per run, outlet configuration and other pertinent data are

included on the drawings.

B. All installation shall be done in conformance with ANSI/TIA/EIA 568B standards,

BICSI methods, Industry standards and SYSTIMAX SCS installation guidelines. The

Contractor shall ensure that the maximum pulling tensions of the specified distribution

cables are not exceeded and cable bends maintain the proper radius during the placement

of the facilities. Failure to follow the appropriate guidelines shall require the Contractor

to provide in a timely fashion the additional material and labor necessary to properly

rectify the situation. This shall also apply to any and all damages sustained to the cables

by the Contractor during the implementation.

C. The SCS installation shall comply with all applicable national and local codes pertaining


271300 - 18 08-26-2016

to low voltage cable system installations.

D. The contractor shall adhere to the installation schedule of the general contractor and

shall attend all construction meetings scheduled by the general contractor.

E. Upon structural completion of the communications room(s) and prior to the installation

of any communications equipment or supporting devices inside the room, the City

Engineer shall consult the Communications Designer in order to:

1. Perform construction administration activities to compare as-built configuration to

the design.

2. Observe all “not-to-design” compliance issues and issue corrective advisement of

actions.

3. Upon completion of 1 and 2 above, the Communications Designer shall mark with

masking tape the general layout of the equipment placement.

F. Cable Splicing

1. Splicing optical fibers shall be accomplished with the fusion method only;

mechanical splices are not allowed.

2. Copper splicing shall be accomplished using Systimax modules.

3. Copper splicing shall be done using the fold-back method.

4. All closures and splice cases shall be installed according to the manufacturer’s

installation procedures.

5. All closures and splice cases shall be “flash tested” to ensure they are properly

sealed.

6. All splicing work and splicing hardware shall comply with the following:

a. Cables shall be neatly routed and properly secured.

b. Minimum bending radius for fiber and copper cables shall not be exceeded.

c. Closures shall be properly mounted and secured.

7. All closures, entry and exit cabling shall be labeled per specification 270553, easily

visible from the finished floor.

G. The contractor shall perform all required cross connections of the horizontal cable runs

to the backbone cable system. The equipment connections to the data systems shall be

performed by the vendors installing and/or maintaining those systems.

H. The contractor is responsible for providing a CD with all the cable/patch panel

information in the same format that will be accepted for download in HAS’s iPatch

database 1 month prior any patching occurs.

I. The contractor is responsible and must perform the following task associated with the

iPatch system:

1. Connect iPatch Network Manger (or imVision Controller) to designated port on

HAS network switch.

2. Inter-connect iPatch Network Manager to rack managers if applicable.

3. Confirm that all iPatch patch panels are on line.


271300 - 19 08-26-2016

4. Configure network settings for iPatch Network Manage (or imVision Controller)

with IP address, Mask and Gateway.

5. Resolve patching conflicts associated with “Confirm” message on the iPatch

Network Manager (or imVision Controller) Display.

6. Resolve conflicts associated with “Alarms” on iPatch Network Manager or

imVision Controller.

7. Provide fiber cut sheet depicting fiber port to port or port to equipment connectivity.

8. Provide an excel file compatible with imVision Import Wizard. The file will be

used to build rooms, faceplates and jacks in iPatch database.

9. Label all new devices including the iPatch Network Manager according to HAS

labeling specs.

10. Label all ports according to HAS labeling specs.

11. Provide floor plans depicting rooms lay out and outlet locations.

12. Confirm iPatch ports are pointing toward the proper end device (iPatch to

equipment or iPatch to iPatch connection).

J. The contractor shall provide service loops (slack) for cables terminating in the IDFs. A

minimum of 10-foot service loop shall be provided above the access ceiling or cable

trays unless specified otherwise. This allows for future changes or expansion without

installing new cables.

K. The installation contractor shall be responsible for coordination, testing and problem

resolution with the system vendors.

L. Label cable terminations on designation strips per specification 270553. Coordinate

numbering with the City’s automated cable management system.

M. Labels for backbone/riser cables shall be placed in the following locations: on jack face

plates, on cable inside back boxes, junction boxes, access points, maintenance holes, and

hand holes, on cable above the terminations in the IDF and MDF, on patch panels, and

every 100 feet when not in conduit. Refer to specification 270553.

N. City inspector or their designated representative shall randomly perform unannounced,

on-site reviews during the installation. In addition, this person shall perform a final

inspection and a complete review of the test results before the installation is accepted.

O. Upon completion of the installation, Contractor shall prepare as-built documentation of

the entire SCS. This documentation shall include:

1. As-Built Drawings

a. All drawings shall be provided on CD in a form compatible with AutoCAD

Version

14. A complete set of project plans will be provided to the Contractor on

disk. The Contractor shall modify the drawings by placing the cable

information on a separate layer. All of the requested drawings shall be placed

on these plans so that all cable routes are to scale and provide accurate


271300 - 20 08-26-2016

information for use in the future when changes are made and the exact

location of cables are required to avoid service interruptions.

b. A complete diagram of all terminations in the IDFs.

c. A complete diagram of all copper, fiber, and coax riser cable.

d. A complete diagram of all copper, fiber, and coax inter-building cable.

e. Floor plans showing exact cable routings with each outlet clearly marked

with cable number.

f. A complete diagram of all cable tray, conduits and conduit sleeves.

2. Documentation

a. All cable inventory data documentation shall be submitted in designated

Microsoft Excel 2007 format, or ASCII, comma delimited files with fields in

identical order so that data can be incorporated into existing databases.

b. Documentation on horizontal cable shall include cable number and length of

cable.

c. Documentation on riser cable and inter-building cable shall include cable

number, source and destination, type of cable, length of cable and number of

pairs or fibers.

d. Complete cross connect documentation is required. This information will

include detailed documentation of all four pairs of each horizontal cable and

every pair of all copper riser and inter-building cable and every fiber of fiber

optic cable.

3. As-built Drawings and Documentation shall be reviewed, approved and stamped

by Contractor’s on-site RCDD.

3.4 POST-INSTALLATION TESTING AND CERTIFICATION

A. Contractor Requirements

1. Contractor shall provide sufficient skilled labor to complete testing within a

reasonable test period.

2. Contractor shall have a minimum of three years’ experience installing and testing

structured cabling systems. All installers assigned by the Contractor to the

installation shall be certified by the factory to install and test the provided

products.

3. Contractor is responsible for supplying all of the required test equipment used to

conduct acceptance tests.

4. Contractor is responsible for submitting acceptance documentation as defined in

3.04.D below. No cabling installation is considered complete until test results have

been completed, submitted and approved as defined in 3.04.D below.

5. Contractor to insure that the database information for iPatch meets the HAS

requirements.

B. Test Procedure

1. City Engineer reserves the right to be present during any or all testing. Notify City

Engineer at least 48 hours prior to beginning test procedures.


271300 - 21 08-26-2016

2. Testing shall be of the Basic Link. However, Contractor shall warrant performance

based on Channel performance and provide patch cords that meet channel

performance.

3. All cabling not tested strictly in accordance with these procedures shall be re-

tested at no additional cost to the Owner.

4. Testing of all copper and fiber wiring shall be performed prior to system(s) cutover.

5. 100% of the installed cabling shall be tested. All tests shall pass acceptance criteria

defined in 3.05 below.

6. Cable testing shall be performed by a fully charged tester, and the charging unit

shall be disconnected during testing.

7. Any pairs not meeting the requirements of the standard shall be brought into

compliance by the contractor at no charge to the City. Complete end-to-end test

results shall be submitted to the City.

C. Standards Compliance and Test Requirements

1. Copper Cabling shall meet the indicated performance specifications:

a. Category 3 Riser Cabling – ANSI/TIA/EIA 568B.2 Category 3 Backbone

Cabling

2. Fiber Optic Cable shall meet the indicated performance specifications:

a. Per manufactures specifications and standards.

3. All test equipment used shall meet the performance specifications defined in 3.04.E.

below.

D. Cable Test Documentation

1. Test reports shall be submitted in hardcopy and electronic format and certified by

the contractor’s RCDD to be a complete and accurate record of cabling installed.

Hand-written test reports are not acceptable.

2. Hardcopy reports are to be submitted in labeled three-ring binders with an attached

affidavit verifying passing execution of all tests. For large installations (greater

than 300 pair copper and/or greater than 72 strand fiber), electronic reports with

hardcopy summaries are preferred. Hardcopy summary reports shall contain the

following information on each row of the report: circuit ID, test specification used,

cable length, date of test, and pass/fail result.

3. Electronic reports shall be submitted on CD in PDF format. . Electronic reports

shall be accompanied by a Certificate signed by an authorized representative of the

Contractor warranting the truth and accuracy of the electronic report. Certificate

shall reference traceable circuit numbers that match the electronic record.

4. Hardcopy and electronic reports for each cable route shall be submitted together in

one submittal. The submittal description shall include the type of test performed,

type of cable, and cable ID (including originating and terminating room numbers)

of cable tested. Partial or unclear documentation will be returned without

reviewing.

5. Test reports shall include the following information for each cabling element tested:

a. Wiremap results that indicate that 100% of the cabling has been tested for


271300 - 22 08-26-2016

shorts, opens, miswires, splits, polarity reversals, transpositions, presence of

AC voltage and end-to-end connectivity.

b. For Category 3 cabling: Attenuation and NEXT data that indicate the worst

case result, the frequency at which it occurs, the limit at that point, and the

margin. These tests shall be performed in a swept frequency manner from 1 to

16 MHz. Information shall be provided for all pairs or pair combinations and

in both directions. Any individual test that fails the relevant performance

specification shall be marked as a FAIL. c. Length (in meters), propagation delay, and delay skew relative to the

relevant limit. Any individual test that fails the relevant performance

specification shall be marked as a FAIL.

d. Cable manufacturer, cable model number/type, and NVP

e. Tester manufacturer, model, serial number, hardware version, and software

version

f. Circuit ID number and project name

g. Auto test specification used

h. Overall pass/fail indication

i. Date of test

6. Test reports shall be submitted within seven business days of testing.

E. Test Equipment

1. Test equipment used under this contract shall be from manufacturers that have a

minimum of 5 years’ experience in producing field test equipment. Manufacturers

shall be ISO 9001 certified.

a. Category 6 – Level III tester or owner-approved equivalent.

b. Category 3 copper backbone/riser – 3M Dynatel 965 DSP Subscriber Loop

Analyzer with Far End Device or submitted and owner-approved equivalent.

c. Fiber Optic – Calibrated and certified OTDR, and optical power meter or

submitted and owner-approved equivalent.

2. All test tools of a given type shall be from the same manufacturer, and have

compatible electronic results output.

3. Test adapter cables shall be approved by the manufacturer of the test equipment.

Adapters from other sources are not acceptable.

4. Baseline accuracy of the test equipment shall exceed TIA Level III, as indicated

by independent laboratory testing.

5. Test equipment shall be capable of certifying Category 6 links.

6. Test equipment shall have a dynamic range of at least 100 dB to minimize

measurement uncertainty.

7. Test equipment shall be capable of storing full frequency sweep data for all tests

and printing color graphical reports for all swept measurements.

8. Test equipment shall include S-Band time domain diagnostics for NEXT and

return loss (TDNXT and TDRL) for accurate and efficient troubleshooting.

9. Test equipment shall be capable of running individual NEXT, return loss, etc

measurements in addition to auto tests. Individual tests increase productivity when


271300 - 23 08-26-2016

diagnosing faults.

10. Test equipment shall include a library of cable types, sorted by major manufacturer.

11. Test equipment shall store at least 1000 Category 6 auto tests in internal memory.

12. Test equipment shall be able to internally group auto tests and cables in project

folders for good records management.

13. Test equipment shall include DSP technology for support of advanced

measurements.

14. Test equipment shall make swept frequency measurements in compliance with

TIA standards.

15. The measurement reference plane of the test equipment shall start immediately at the

output of the test equipment interface connector. There shall not be a time domain

dead zone of any distance that excludes any part of the link from the measurement.

16. The Category 3 copper backbone/riser test equipment shall be capable of making

frequency sweeps at an impedance of 135 Ohms at the following frequencies

(kHz): 20, 30, 50, 69, 90, 110, 138, 276, 400, 600, 800, 1000, and 1100. A far-end

device shall be used for all frequencies measurements. The loss at 138kHz shall

not exceed -46 dB. The test set shall have the ability to store 100 tests and be able

to upload to a PC.

17. The Category 3 copper backbone/riser test equipment shall be able to measure

resistance between the following conductors: tip to ring, tip to ground, ring to

ground. All measurements shall be greater than 9999 M ohms.

F. Optical Fiber Cable Testing w/ Optical Time Domain Reflectometer (OTDR) and Optical

Power Loss Meter

1. Test all lightguide cable prior to the installation of the cable. Assume liability for

the replacement of the cable should it be found defective at a later date.

2. All fiber testing shall be performed on all fibers in the completed end-to-end

system. Testing shall consist of a bi-directional end-to-end OTDR trace performed

per TIA/EIA 455-61and end-to-end in one direction for Optical Power loss meter

measurement. The system loss measurements shall be provided at 850 and 1300

nanometers for multimode fibers and 1310 and 1550 for single mode fibers.

3. Any link not meeting the requirements of the standard shall be brought into

compliance by the contractor, at no charge to the City.

4. End point locations.

5. Test direction.

6. Reference power measurement (when not using a power meter with a Relative

Power Measurement Mode).

7. Measured attenuation of the link segment.

8. Acceptable link attenuation.

9. Acceptable Attenuation Values shall comply with Systimax latest version of

“Fiber Attenuation Calculation” spread sheet.

3.5 ACCEPTANCE


271300 - 24 08-26-2016

A. Once all work has been completed, test documentation has been submitted and

approved, and City Engineer is satisfied that all work is in accordance with contract

documents, the City Engineer will notify Contractor in writing of formal acceptance of

the system.

B. Acceptance Requirements

1. Contractor’s RCDD shall warrant in writing that 100% of the installation meets

the requirements specified under 3.04. “Standards Compliance & Test

Requirements” above.

2. City reserves the right to conduct, using Contractor equipment and labor, a random

re-test of up to five percent of the cable plant to confirm documented results.

Random re-testing, if performed, shall be at the expense of the City, using

standard labor rates. Any failing cabling shall be re-tested and restored to a

passing condition at no cost to the City. In the event more than two percent of the

cable plant fails during re-test, the entire cable plant shall be re-tested and restored

to a passing condition at no additional cost to the Owner.

3. City Engineer may agree to allow certain cabling runs to exceed standardized

performance criteria (e.g. length). In this event, such runs shall be explicitly

identified and excluded from requirements to pass standardized tests.

4. Acceptance shall be subject to completion of all work, successful post-installation

testing which yields 100% PASS rating, and submittal and approval of full

documentation as described in 3.04.

5. See Appendix A & B

3.6 DEMOLITION

A. The contractor shall be responsible for maintaining all communications service to areas

of the building scheduled to remain in service during the period of renovation.

B. Notify HAS Information Technology (IT) department 30 days prior to the start of

demolition work taking place in existing communications rooms. Coordinate removal of

equipment and cabling within existing communications rooms with HAS IT.

C. Where removal is indicated in Drawings, remove communications cable from

termination point back to originating communications room, MDF or tenant

communications room. Coordinate removal at terminating blocks and panels with HAS

IT. Coordinate removal of cross-connects and patch cables with HAS IT.

D. Ensure systems and circuits are no longer active before removing and prior to the

demolition of existing communications rooms. If active circuits exist at time of

scheduled demolition, coordinate with City Engineer to reroute or deactivate circuit(s).

E. Demolition and removal of cabling shall not impact the operation of active systems.

F. Unless otherwise noted, discard all removed cable, patch cables and cross-connects.


271300 - 25 08-26-2016

Except where re-routing of cable is specified in Drawings or by Designer, do not reuse

cable.

G. Remove all loose unterminated cabling to source found above ceiling, under floor or in

wall.

H. All Demo shall include ALL Abandoned cables shall be removed in accordance with NEC

800.25

3.7 CLEANING

A. Remove all unnecessary tools and equipment, unused materials, packing materials, and

debris from each area where work has been completed unless designated for storage.

END OF SECTION


271300 - 26 08-26-2016

APPENDIX A


271300 - 27 08-26-2016

MDF/IDF Check List

This list is intended as a minimum checklist. CM should ensure that the contractor’s schedule has built in these

components and the necessary buffer period – and associated access restrictions to the communications equipment

rooms -- for HAS IT and tenant IT to prepare.

1. All communication rooms that will service the area to be opened must be completed. That means a final

walkthrough of these areas has been completed. It is not necessary that the entire project achieve substantial

completion, but IT cannot install equipment and begin work until the following minimum criteria is met:

a. Space is built out and clean – free from dust/residues.

b. Electrical w/UPS as required.

c. All racks/cabinets installed and mounted. Padlocks eyes have been installed.


e. HVAC functioning properly and is adequately filtering dust. Humidity is controlled.

f. Door access control is installed (card reader) -or- an approved temporary provision. Simple key

access is not permissible.


h. Cable trays/ladder racks installed and ready to use.

i. Permanent or temporary signage identifying permanent room number.

2. All cabling necessary to operate the areas to be opened is completed. a. Backbone cabling (copper and fiber) from the applicable communication room(s) is installed,

tested, labeled, and approved by the inspector and communications design consultant.

b. Horizontal cabling for all areas to be occupied is installed, tested, labeled, and approved by the

inspector and communications design consultant.

c. Copper cross connects and/or fiber jumpers have been installed per the owner/tenant require-

ments.

d. Cable records and redline drawings for installed cables are submitted and approved PRIOR to

putting any active circuits on the new cables. Cable records reflect all installed cables **and**

any cross connects or jumper assignments installed by the contractor.


f. All jumpers and patch cords specified by the contract are transmitted to the owner for use. g. NOTE: cable labels and permanent room numbers need to match. CM needs to be sure to get de-

sign team, airport, IT, and CM / contractor reps together to review permanent room numbers

prior to contractor installing cable labels.

3. Move-in buffer period needs to be minimum 6 weeks for HAS-IT to install/extend services within the area

to be occupied prior to occupation of the facility or spaces. Additional time may be necessary if Tenant IT

organization is involved, or if contractor has other systems that must be configured/tested which require

HAS-IT resources (i.e. cabling or data network connections). This is frequently the case for PA System, tele-

vision, radio, Fire Alarm, pay telephone, EFSO, access control & CCTV, etc.


271300 - 28 08-26-2016

4. Once HAS-IT accepts a communications equipment room and begins to install/configure equipment in

preparation for hosting live applications, this room becomes a restricted area with access to be controlled by

HAS-IT. Contractors must be substantially complete with systems inside the communications equipment

room so that access is generally not required. Minor punch list and scheduled testing with escort can be ar-

ranged, but access will be very limited.

5. Other IT-related systems that must be operational, tested, and accepted or approved temporary provisions.

a. PA System

b. MATV and/or CNN TV (where applicable)

c. Fire Alarm

d. MUFIDS


f. EFSO (where applicable)

g. Access Control & CCTV (note: must be PROGRAMMED, and approved acceptance test walk

through by HAS)





271300 - 29 08-26-2016

APPENDIX B

GUIDELINES HAS/PDC/Design Division Houston, Texas

Construction of JFK Cell Phone Lot HAS PN 721

BACKBONE AND RISER MEDIA INFRASTRUCTURE

271300 - 30 REV. 09-19-2014

IDF Number: Date:



Proper grounding conductor installed (6AWG

min.)


Equipment Racks & Cabinets properly bonded





Routing



Sheath damage




Cable/jack part number meets spec

Plenum vs. PVC





Minimum about of cable exposed at termination



Routing



Sheath damage







271300 - 31 REV. 09-19-2014











Inner Duct used to route fiber and properly sup-

ported


Grounding conductor

End-to-End labeling


Horizontal Cabling

Fiber Optic Cabling



Cabling test results submitted with proper infor-

mation

Climate controlled environment (Temp. & Hu-

midity)



Pair Counts




Total Strands Termination Type (LC, SC)





271300 - 32 REV. 09-19-2014

Single Mode




271500 - 1 08-26-2016

SECTION 271500

HORIZONTAL MEDIA INFRASTRUCTURE (REV. 06-25-2015-TAB)

PART 1 GENERAL

1.1 SUMMARY

A. Provide a Structured Cabling System (SCS) for the purpose of supporting voice, data and video

communications at the new cell phone lot. The Houston Airport System (HAS) has established

Commscope Systimax as the standard for cabling infrastructure installations.

B. The SCS shall include underground horizontal fiber optic and twisted pair copper distribution

to the cell phone lot site equipment (displays, cameras, assistance stations, etc.).

C. Related Work:

1. Section 270553: Identification and Labeling of Communication Infrastructure

2. Section 271100: Communication Cabinets and Equipment Rooms

3. Section 271300: Backbone/Riser Media Infrastructure

4. Section 270528: Interior Communication Pathways

5. Section 270543: Exterior Communication Pathways

6. Section 270526: Telecommunications Grounding and Bonding

7. Section 281300: Access Control System

8. Section 282300: Video Surveillance Control and Management System

1.2 SUBMITTALS

A. Qualifications: Demonstrate compliance with requirements of Paragraph 1.05A below.

B. Manufacturers’ data, including part numbers, cut sheets and detailed descriptions, for all

proposed equipment.

C. Cable inventory data shall be submitted for all fiber, copper, and coaxial cabling and termination

equipment. Reference Specification 270553 for the Inside and Outside plant spread sheets.

Information shall be provided on a CD.

D. Shop Drawings to be submitted and approved before implementation is started. Shop Drawings

to be submitted in accordance with Specification 01340.

E. Record Drawings: Furnish CAD drawings, following format in Section 01340, of completed

work including cable numbers. Refer to Specification 270553 for labeling conventions.

Contractor’s on-site Building Industry Consulting Services International (BICSI) Registered

Communications Distribution Designer (RCDD) supervisor shall review, approve and stamp all

shop drawings, coordination drawings and record drawings.


271500 - 2 08-26-2016

F. Cable Testing and Reports.

1. Submit Testing Plan prior to beginning cable testing.

2. Submit certified test reports of Contractor-performed tests in accordance with paragraph

3.04. of this document.

3. Electronic and hardcopy versions of test reports shall be submitted together and clearly

identified with cable identification. Test results must be in both PDF and original raw

format of approved tester.

4. Test reports shall be reviewed, approved and with a stamped cover letter by the

Contractor’s on-site RCDD.

G. Product data for all termination and test equipment to be used by Contractor to perform work.

1. Equipment shall be calibrated with traceability to National Institute of Standards and

Technology (NIST) requirements.

2. Contractor shall include copy of calibration and certification that equipment calibration

meets NIST standards and has been calibrated at least once in the previous calendar year.

3. Test equipment data shall be reviewed, approved and stamped by the Contractor’s on-site

RCDD prior to submitting.

4. Refer to 3.04. in this document for test equipment requirements.

H. Submit Technology Implementation Plan in accordance with 1.07 below.

I. Submit Cable Pulling Plan, as follows:

1. Indicate the installed backbone conduit layout in schematic format, including junction

boxes and distances between junction boxes.

2. Indicate contents of each conduit.

3. Indicate the cable pulling calculations, conduit fill ratios and actual cable runs and tensions.

4. Cable Pulling Plan shall be reviewed, approved and stamped by the Contractor’s on-site

RCDD prior to submittal.

5. Installation of cabling shall not commence prior to approval of the pulling plan and

calculations by the Architect/Engineer.

J. Submit installation plan indicating:

1. Equipment and personnel

2. Materials and staging area

3. Start and completion dates

4. Locations, including floor, room and building

5. Installation plan shall be reviewed, approved and stamped by the Contractor’s on-site

RCDD prior to submitting.

1.3 PROJECT CONDITIONS


271500 - 3 08-26-2016

A. Field Measurements: Verify dimensions in areas of installation by field measurements before

fabrication and indicate measurements on Shop Drawings. Coordinate fabrication schedule with

construction progress to avoid delaying the Work.

B. Established Dimensions: Where field measurements cannot be made without delaying the Work,

establish dimensions and proceed with fabricating units without field measurements. Coordinate

supports, adjacent construction, and fixture locations to ensure actual dimensions correspond to

established dimensions.

C. Maintain temperature of between 64 degrees Fahrenheit and 75 degrees Fahrenheit and between

30 and 55 percent humidity in areas of active electronic system work.

1.4 REFERENCES

A. The publications listed below form a part of this specification. The publications are referred to

in the text by basic designation only.

B. Specific reference in specifications to codes, rules, regulations, standards, manufacturer’s

instructions, or requirements of regulatory agencies shall mean the latest printed edition of each

in effect two weeks prior to the date of the Bidding Documents unless the document is shown

dated.

C. Conflicts.

1. Between referenced requirements: Comply with the one establishing the more stringent

requirements.



D. References.

1. ANSI/TIA/EIA-568-B, Commercial Building Telecommunications Wiring Standards

2. ANSI/TIA/EIA-569-A Commercial Building Standard for Telecommunications Pathways

and Spaces

3. ANSI/TIA/EIA-606 Administration Standard for the Telecommunications Infrastructure

of Commercial Buildings

4. International Standards Organization/International Electromechanical Commission

(ISO/IEC) DIS11801, January 6, 1994

5. Underwriters Laboratories (UL) Cable Certification and Follow Up Program

6. National Electrical Manufacturers Association (NEMA) 7. American Society for Testing Materials (ASTM)

8. National Electric Code (NEC) Latest Issue

9. National Electrical Safety Code (NESC) Latest Issue 10. Institute of Electrical and Electronic Engineers (IEEE)



271500 - 4 08-26-2016

12. American National Standards Institute (ANSI) X3T9.5 Requirements for UTP at 100 Mbps

13. SYSTIMAX Structured Cabling Systems, Performance Specifications, Latest Issue

14. SYSTIMAX Structured Cabling Systems, Components Guide, Latest Issue

15. BICSI Telecommunications Distribution Methods Manual (TDMM) Latest Issue



A. Submit written proof that the following experience requirements are being met.

1. Contractor Qualifications

a. The contractor shall be certified by the manufacturer of the products, adhere to the

engineering, installation and testing procedures and utilize the authorized

manufacturer components and distribution channels in provisioning this Project.

b. Must be supervised on-site by a BICSI RCDD. Must demonstrate knowledge and

compliance with all BICSI, TIA/EIA, UL, and NEC methods, standards and codes.

c. All members of the installation team shall be certified by the manufacturer as having

completed the necessary training to complete their part of the installation. Resumes

of the entire team shall be provided along with documentation of completed training

courses.

d. The contractor shall provide five references for projects of equivalent scope, type

and complexity of work completed within the last five years.

e. The contractor who is installing the cabling infrastructure shall be a certified and

currently registered Commscope/Systimax Premier Partner capable of issuing a

numbered registration certificate for the entire cable system.

f. The contractor who is installing the cabling infrastructure shall have the following

Systimax iPatch/imVision certifications:

SP/ND3360 - SYSTIMAX SCS 360 Solutions

SP/ND3321 - SYSTIMAX SCS Design & Engineering

SP/ND3361 - SYSTIMAX SCS Installation and Maintenance

GL5555 - SYSTIMAX SCS Certified imVision Support Specialist

SP/ND5500 - SYSTIMAX SCS iPATCH Design & Engineering

SP/ND5510 - SYSTIMAX SCS Certified iPATCH Support Specialist (CISS)

g. Cable splicing personnel shall have a minimum of five years splicing experience and

shall have completed a minimum of five major splicing projects.

2. Manufacturer’s hardware experience: All components shall be produced by manufacturers

who have been regularly engaged in the production of telecommunications cabling

components of the types to be installed in this project for a period of five years.

B. Materials and equipment: Equipment shall be rated for continuous operation under the ambient

environmental temperature, humidity, and vibration conditions encountered at the installed

location. The equipment shall meet the following requirements:


271500 - 5 08-26-2016

1. Interior controlled environment: 60 to 100 degrees F dry bulb and 20 to 90 percent relative

humidity, non-condensing.

2. Interior uncontrolled environment: 0 to 130 degrees F dry bulb and 10 to 95 percent relative

humidity, non-condensing.

3. Exterior environments: Minus 30 degrees to 130 degrees F dry bulb, and 10 to 100 percent

relative humidity, condensing.

4. Hazardous environment: All system components located in areas where fire or explosion

hazards may exist because of flammable gas or vapors, flammable liquids, combustible

dust, or ignitable fibers or flyings, shall be rated and installed according to Chapter 5 of the

NFPA 70 and as shown.

C. Standard products:

1. Equipment and materials shall be standard products of a manufacturer regularly engaged

in the manufacture of telecommunications cabling products and shall be the manufacturer’s

latest standard design in satisfactory use for at least one year prior to bid opening.

2. Items of the same classification shall be identical. This requirement includes equipment,

modules, assemblies, parts, and components.


A. Contractor’s RCDD shall provide all calculations and analysis to support design and engineering

decisions as specified in the Submittals section.

B. Provide and pay for all labor, supervision, tools, equipment, test equipment, tests and

services/programming to provide and install a complete inside and outside plant fiber and copper

infrastructure system. Pay all required sales, gross receipts, and other taxes.

C. Secure and pay for plan check fees, permits, fees, and licenses necessary for the execution of

Work as applicable for the project.

D. Give required notices.

E. Comply with all codes, ordinances, regulations, and other legal requirements of public authorities

that bear on performance of Work.

1.7 PROCUREMENT

A. Procure equipment specified in this document as dictated by the timeline in Appendix A

“Technology Implementation Schedule” in order to ensure that the technology is acquired in a

timely fashion, but not outdated by the installation date.


271500 - 6 08-26-2016

B. Submit a copy of Appendix A “Technology Implementation Schedule” as a part of the equipment

submittals required elsewhere in this document. Complete the columns headed “Quantity”,

“Purchasing Lead Time”, “Start Date or Dependent”, and “Installation Duration”.

C. The “Procurement Lead Time” shall be expressed in days or weeks, and shall include time

required for the contractor’s personnel to order and receive the material. Substantiation may be

required.

D. “Start Date or Dependent” and “Installation Duration” should be an accurate estimate based upon

known facts in the project. Substantiation may be required.

E. The Contractor shall not purchase any materials requiring submittals until the owner approves

the product submittal and the Technology Implementation Schedule for that material.

F. The Contractor shall not purchase any materials requiring submittals until the date established

by the owner as the Purchasing Authorized Date. The Purchasing Authorized Date will be

reflected in the “Purch Auth” column of Appendix A as a part of the Submittal Review process.


A. System Assurance: The System Assurance shall cover the failure of the wiring system to support

the application which it was designed to support, as well as additional application(s) introduced

in the future by recognized standards or user forums that use the ANSI/TIA/EIA 568B or

ISO/IEC IS 11801 component and link/channel specifications for cabling, for a twenty-year

period.

B. System Certification: Upon successful completion of the installation and subsequent inspection,

the customer shall be provided with a numbered certificate, from the manufacturing company,

registering the installation.

C. Support Availability: The Contractor shall commit to make available local support for the product

and system during the Warranty period.


A. The Extended Product Warranty shall meet all manufactures specification to ensure against

product defects, that all approved cabling components exceed the specifications of

ANSI/TIA/EIA 568B and ISO/IEC IS 11801, exceed the attenuation and NEXT requirements of

ANSI/TIA/EIA 568B and ISO/IEC IS 11801 for cabling links/channels, that the installation will

exceed the loss and bandwidth requirements of ANSI/TIA/EIA 568B and ISO/IEC IS 11801 for

fiber links/channels, for a twenty year period. The warranty shall apply to all passive SCS

components.


271500 - 7 08-26-2016

B. The Extended Product Warranty and the System Assurance shall cover the replacement or repair

of defective products and labor for the replacement or repair of such defective products.

1.10 DELIVERY AND STORAGE

A. Equipment shall be delivered in original packages with labels intact and identification clearly

marked.

B. Equipment shall not be damaged in any way and shall comply with manufacturer’s operating

specifications.

C. Equipment and components shall be protected from the weather, humidity, temperature

variations, dirt, dust, or other contaminants. Equipment damaged prior to system acceptance

shall be replaced at no cost to the City.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Subject to compliance with requirements, manufacturers offering products that may be

incorporated into the Work include, but are not limited to Commscope SYSTIMAX SCS and

other manufacturers as referenced in this document. However, substitutions for Systimax

products are not permitted.

2.2 GENERAL

A. Provide all cabling, terminating hardware, adapters, and cross-connecting hardware necessary to

interconnect all system equipment including equipment located in the Main Distribution Facility

(MDF) and the Intermediate Distribution Facilities (IDFs).

2.3 COPPER CABLE GENERAL REQUIREMENTS

A. Manufacturer Qualifications: ISO 9001 Certified and included in the Underwriters Laboratories

LAN Certification and Follow-up Program.

2.4 COPPER HORIZONTAL CABLING

A. Manufacturer: SYSTIMAX SCS XL7– XX71.

B. All horizontal cabling shall meet or exceed the ANSI/EIA/TIA-568B.2 Commercial Building

Telecommunications Cabling Standard, Part 2: Balanced Twisted Pair Cabling Components.

C. Cables shall be marked as UL verified with a minimum of Category 6 rating.


271500 - 8 08-26-2016

D. All horizontal cabling shall be color-coded as follows to differentiate between tenant and owner

cabling. All voice circuits will be terminated on patch panels. All horizontal cabling will

terminate on patch panels. All tenant and specialty circuits will be cross connected to multi-pair

cabling as required.

1. Green – HAS Data. (This applies to all HAS devices needing data cabling)

a. IP Cameras

b. Wireless Access Points(APs) – (Requires two data cables for 802.11ac)

c. Access Control Panels

d. IP Phones

e. Etc

2. Yellow – Tenant Data

3. Red – Special circuits, including Automated External Defibrillation (AED) Circuits

E. High performance (71 Series) Category 6 UTP, 4 Pair cabling shall be utilized to provide the

signal medium from the individual workstation location to the IDF(s) unless denoted otherwise

on the drawings. This cabling shall be installed in accordance with the contract drawings and

shall adhere to the specifications listed below:

1. 4 pair UTP

2. 23 AWG Solid Bare Copper

3. Cable jacket shall comply with NEC Article 800 for use as a plenum cable and shall be UL

and c (UL) Listed Type CMP.

4. Cable shall terminate on 8 pin modular jack at each outlet.

F. The high performance Category 6 UTP cable shall be of the traditional round design with mylar

separator tape between pairs 2/3 and 1/4. The cable shall support Voice, Analog Baseband

Video/Audio, Fax, Modem, Switched-56, T-1, ISDN, RS-232, RS-422, RS-485, 10BASE-T

Ethernet, Token Ring, 100Mbps TP-PMD, 100BASE-T Ethernet, 155 Mbps ATM, AES/EBU

Digital Audio, 270 Mbps Digital Video, 622 Mbps 64-CAP ATM and emerging high-bandwidth

applications, including 1 Gbps Ethernet, gigabit ATM, as well as all 77 channels (550 Mhz ,

single swept margin) of analog broadband video.

G. The high performance Category 6 cables shall meet or exceed the electrical characteristics set by

the manufactures specifications.

H. The high performance Category 6 cable shall be specified to 550 MHz and shall meet the

guaranteed swept margin as set by the manufacture.

George Bush Intercontinental Airport Construction of JFK Cell Phone Lot HAS PN 721

271500 - 9 08-26-2016

I. Systimax part numbers for Plenum-rated Horizontal Cabling are as follows:

Product Number Color COM code Qty per Unit

2071004EYL Yellow 700210123 W1000

2071004EGR Green 700210164 W1000

2071004ERD Red 700210263 W1000

2.5 SECURITY CABLES

A. Manufacturer: CommScope or approved equivalent.

B. Composite Cables: Cable between controlled portals and IFPs shall consist of multiple conductor

bundles affixed together via a central spline. The conductor bundles shall consist of the

following:

1. 4C, 18 AWG 16/30 STR, shielded

2. 3P, 22 AWG 7/30 STR, shielded

3. 2C, 22A AWG 7/30 STR, shielded

4. 4C, 22 AWG 7/30 STR, shielded

5. The composite access control cable shall be Honey Well Genesis 3295 or approved

equivalent.

C. 4 CONDUCTOR CABLE (for use with dry contact devices including door position switches,

duress alarm switches, etc.

1. 4 stranded (7 x28) tinned copper conductors

2. Nomminal O.D.: .217”

3. Belden 9444 or approved equivalent

2.6 FIBER PATCH CORDS

A. Manufacturer: SYSTIMAX Solutions ONLY. If required see specification 271300.

2.7 COPPER HARDWARE TERMINATION STANDARDS - Real Time Infrastructure

Management - Intelligent Patch Panel System

A. All horizontal data cables to terminate on iPatch panel. If a rack manager does not exist in the

cabinet one must be added to manage the horizontal infrastructure.


271500 - 10 08-26-2016

B. Systimax Solution iPatch Intelligent Fiber Optic Patching System as follows:

Product

Number Description

Fiber Shelves (19 inch rack-mountable) and accessories

760105171 360-ip-G2-1U-LC-SD

760031856 RS-2AF-16SF

760105148 360 iPatch/imVision upgrade kit

760109470 12-LC-LS-AQ-Pigtails

760109488 12-LC-MM-BG-Pigtails

760109496 12-LC-SM-BL-Pigtails

760109504 12-LCA-SM-GR-Pigtails

760114975 24" Ribbon Cable

Copper Patch Panels

760152355 360-iP-1100-E-GS3-1U-24 - 360 iPatch/imVision(enabled) 24 port

panel


760152561 360-IPR-1100-E-GS3-1U-24 - 360 iPatch/imVision(ready) 24 port

panel

760152579 360-IPR-1100-E-GS3-1U-48 - 360 iPatch/imVision(ready) 48 port

panel

imVision Rack manager

760161380 360-imV-CNTRLR - 360 imVision Panel Manager (1 per rack / cabi-

net)


RS&H Project 212-3454-000 Section 271300 - 11 Horizontal Media Infrastructure

December 7, 2015

C. Modular Patch Cords

1. Manufacturer: Systimax SCS-GS8E

2. Provide Category 6, Modular Patch Cords for each installed port designated as “Data” in the

Drawings.

3. All cords shall conform to the requirements of ANSI/TIA/EIA 568-B.2 Commercial

Building Telecommunications Cabling Standard, Horizontal Cabling Section, and be part

of the UL LAN Certification and Follow-up Program. Cords shall be equipped with an 8

pin modular connector on each end and shall conform to the length(s) specified on the detailed

drawing. All Category 6 cordage shall be round, and consist of 23-AWG copper, stranded

conductors, tightly twisted into individual pairs and shall meet or exceed the electrical

specifications set by the manufacture.

4. UTP Patch cord lengths will be deployed as follows:

Length Location/Application

3 ft MDF, IDF, Computer Room, and Lab



9 ft MDF, IDF, Computer Room, Office, Cubicle, or Lab

15 ft Office, Cubicle, or Lab

5. Copper patch cord part numbers are as follows:

Product Number Length Material ID

GS8E-3ft 3FT CPC3312-03F003 GS8E-5ft 5FT CPC3312-03F005 GS8E-7ft 7FT CPC3312-03F007 GS8E-9ft 9FT CPC3312-03F009 GS8E-15ft 15FT CPC3312-03F015

NOTE: 15 ft. UTP patch cords shall be used at the workstation only.

D. Outlets

1. Manufacturer: Systimax

2. Systimax MGS400 Modular GigaSpeed Information Outlets - 8 position/8 conductor non-

keyed modular outlets for applications up 1 Gbps and ANSI/TIA/EIA 568-B compliant for

Category 6 transmission requirements and be part of the UL LAN Certification and

Follow-up Program.

3. Outlets shall meet or exceed the following electrical and mechanical specifications set by

the manufacture.

4. Standard installations shall utilize orange outlets for data. Dust Cover/Blanks shall match

faceplate cover.

5. All IMO’s (Interactive Media Outlet) shall have at a minimum 4-data ports at each location

unless otherwise specified by the contract documents.



December 7, 2015

6. Systimax MGS400 Modular GigaSpeed Information Outlets part numbers are as follows:

Product Numbering # per pack Color COM code

MGS400-112 1 Orange 700 206 683

7. Systimax M-Series Modular Faceplates designed for use with M-Series Modular

Information Outlets:

Product Numbering # of ports # per pack Color COM code

M10L-262 1 1 White 108 258 427 M10LW-262 1 (wall) 1 White 108 258 468 M12L-262 2 1 White 108 168 469 M14L-262 4 1 White 108 168 543

8. Systimax M-Series Modular Surface Mount Box designed for use with one to four M-

Series Modular Information Outlets. May be mounted on a flat surface with screws, Box

color shall match wall/furniture surface color:

Product Numbering # of ports # per pack Color COM code

M104SMB-262 4 1 White 107 952 459 M104SMB-270 4 1 Gray 107 952 467



Labeling of Communication Infrastructure. Any deviation from the specification

must be approved by HAS IT prior to installation.

2.9 CABLE MANAGEMENT

1.A.1. Horizontal Manager

1.A.1.1. Manufacturer: CPI – 30130-719

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify raceways, boxes, hand holes and maintenance holes are properly installed

following Sections 270528, and 270543.

B. All communication media must be installed in conduit or cable tray unless an alternate

method has been approved by HAS/IT.

C. Verify horizontal conduit is minimum 1-inch diameter.

D. Verify backboards are properly installed.



December 7, 2015

E. Verify telecommunications grounding system is properly installed and tested following

Section 270526.

F. Verify liquid-carrying pipes are not installed in or above any IDF/MDF that has active

electronic equipment. Do not proceed with installation in affected areas until removed.

3.2 PREPARATION

A. Environmental controlled communication rooms shall maintain temperature of between

64 degrees Fahrenheit and 78 degrees F and between 30 and 55 percent humidity in

areas of active electronic system work.

B. Cable Splicing: Exact cable routing, splice enclosure locations, distances, elevations, work space

and purpose of splice will be governed by actual field conditions. Contractor shall perform field

surveys prior to submitting layout drawings.

C. Contractor’s on-site RCDD supervisor shall review, approve and stamp all shop drawings,

coordination drawings and record drawings.

3.3 INSTALLATION

A. Install work following drawings, manufacturer’s instructions and approved submittal data. The

number of cables per run, outlet configuration and other pertinent data are included on the

drawings.

B. All installation shall be done in conformance with ANSI/TIA/EIA 568B standards, BICSI

methods, Industry standards and SYSTIMAX SCS installation guidelines. The Contractor shall

ensure that the maximum pulling tensions of the specified distribution cables are not exceeded

and cable bends maintain the proper radius during the placement of the facilities. Failure to

follow the appropriate guidelines shall require the Contractor to provide in a timely fashion the

additional material and labor necessary to properly rectify the situation. This shall also apply to

any and all damages sustained to the cables by the Contractor during the implementation.

C. The SCS installation shall comply with all applicable national and local codes pertaining to low

voltage cable system installations.

D. The contractor shall adhere to the installation schedule of the general contractor and shall attend

all construction meetings scheduled by the general contractor.

E. Upon structural completion of the communications room(s) and prior to the installation of any

communications equipment or supporting devices inside the room, the HAS IT Representative

shall consult the Communications Designer in order to:

1. Perform construction administration activities to compare as-built configuration to the

design.



December 7, 2015

2. Observe all “not-to-design” compliance issues and issue corrective advisement of actions.

3. Upon completion of 1 and 2 above, the Communications Designer shall mark with masking

tape the general layout of the equipment placement.

F. All communications conduits shall be identified with color coded orange tape marked

“Communications” every 50 feet. Tag conduit termination points (to include J-box locations) with

the origination and destination location.

G. Vertical Cabinet Installation

1. All Cabinets shall be properly positioned, leveled, ganged, anchored, grounded and

powered.

2. All Cabinets shall be populated as noted in drawings with termination hardware,

equipment, proper patch cord lengths, and power outlets.

3. Install and anchor all vertical equipment cabinets to floor following the Drawings and

manufacturer’s instructions.

4. All cabinets shall be properly ganged in each bay as shown in the Drawings.

5. All cabinet doors shall be configured as shown in the Drawings.

6. All cabinets shall be properly labeled per specification 270553.

7. After final acceptance of the cabinets, coordinate with Owner to replace key/lock with

silver barrel on front and back doors.

H. The contractor shall perform all required cross connections of the horizontal cable runs to the

backbone cable system. The equipment connections to the data systems shall be performed by

the vendors installing and/or maintaining those systems.

I. The contractor is responsible for providing a CD with all the cable/patch panel information in the

same format that will be accepted for download in HAS’s iPatch/imVision database 1 month

before any patching is completed.

J. The contractor is responsible and must perform the following task associated with the iPatch

system:

1. Connect iPatch/imVision Network Manger to designated port on HAS network switch.

2. Inter-connect iPatch/imVision Network Manager to rack managers if applicable.

3. Confirm that all iPatch/imVision patch panels are on line.

4. Configure network settings for iPatch Network Manage with IP address, Mask and

Gateway.

5. Resolve patching conflicts associated with “Confirm” message on the iPatch Network

Manager Display.

6. Resolve conflicts associated with “Alarms” on iPatch/imVision Network Manager.

7. Provide fiber cut sheet depicting fiber port to port or port to equipment connectivity.

8. Provide an excel file compatible with iPatch/imVision Bulk Import tool. The file will be

used to build rooms, faceplates and jacks in iPatch/imVision database.

9. Label all new devices including the iPatch/imVision Network Manager according to HAS

labeling specs.

10. Label all components according to HAS labeling specs.



December 7, 2015

11. Provide floor plans depicting rooms lay out and outlet locations.

12. Confirm iPatch/imVision ports are pointing toward the proper end device (iPatch/imVision

to equipment or iPatch/imVision to iPatch/imVision connection).

13. Data cabling contractor is to provide and install an iPatch/imVision 48 port copper patch

panel for all new network switches/blades that are related to the project. Provide solid

conductor patch cables with RJ-45 on one end and terminate the other end on the patch

panel. Patch port 1 of the patch panel to port 1 on the switch until all ports on the switch

are connected to the patch panel matching the port numbers.

K. The contractor shall provide service loops (slack) for cables terminating in the IDFs. A 6-foot

service loop shall be provided above the access ceiling or cable trays unless specified otherwise.

This allows for future changes or expansion without installing new cables.

L. The installation contractor shall be responsible for coordination, testing and problem resolution

with the system vendors.

M. City inspector or their designated representative shall randomly perform unannounced, on-site

reviews during the installation. In addition, this person shall perform a final inspection and a

complete review of the test results before the installation is accepted.

N. Upon completion of the installation, Contractor shall prepare as-built documentation of the entire

SCS. This documentation shall include:

1. As-Built Drawings

a. All drawings shall be provided on disk in a form compatible with AutoCAD Version

14. A complete set of project plans will be provided by the Contractor on CD.

b. A complete diagram of all terminations in the IDFs.

c. A complete diagram of all copper, fiber, and coax riser cable.

d. A complete diagram of all copper, fiber, and coax inter-building cable.

e. Floor plans showing exact cable routings with each outlet clearly marked with cable

number.

f. A complete diagram of all cable tray, conduits and conduit sleeves.

2. Documentation

a. All cable inventory data documentation shall be submitted in designated as specified

in specification 270553

b. Documentation on horizontal cable shall include cable number and length of cable.

c. Complete cross connect documentation is required. This information will include

detailed documentation of all four pairs of each horizontal cable and every pair of all

copper riser and inter-building cable and every fiber of fiber optic cable.

3. As-built Drawings and Documentation shall be reviewed, approved and stamped by

Contractor’s on-site RCDD.

3.4 POST-INSTALLATION TESTING AND CERTIFICATION

A. Contractor Requirements

1. Contractor shall provide sufficient skilled labor to complete testing within a reasonable test



December 7, 2015

period.

2. Contractor shall have a minimum of three years experience installing and testing structured

cabling systems. All installers assigned by the Contractor to the installation shall be

certified by the factory to install and test the provided products.

3. Contractor is responsible for supplying all of the required test equipment used to conduct

acceptance tests.

4. Contractor is responsible for submitting acceptance documentation as defined in 3.04.D

below. No cabling installation is considered complete until test results have been

completed, submitted and approved as defined in 3.04.D below.

5. Contractor to insure that the database information for iPatch meets the HAS requirements.

B. Test Procedure

1. HAS IT Representative reserves the right to be present during any or all testing. Notify

HAS IT Representative at least 48 hours prior to beginning test procedures.

2. Testing shall be of the Permanent Link. However, Contractor shall warrant performance

based on Channel performance and provide patch cords that meet channel performance.

3. All cabling not tested strictly in accordance with these procedures shall be re-tested at no

additional cost to the Owner.

4. Testing of all copper and fiber wiring shall be performed prior to system(s) cutover.

5. 100% of the installed cabling shall be tested. All tests shall pass acceptance criteria defined

in 3.05 below.

6. Cable testing shall be performed by a fully charged tester, and the charging unit shall be

disconnected during testing.

7. Any pairs not meeting the requirements of the standard shall be brought into compliance

by the contractor at no charge to the City. Complete end-to-end test results shall be

submitted to the City.

C. Standards Compliance and Test Requirements

1. Copper Cabling shall meet the indicated performance specifications:

a. Category 6 Horizontal Cabling shall be tested to the manufactures specification for

Category 6 Cabling and SYSTIMAX SCS GigaSpeed System.

2. All test equipment used shall meet the performance specifications defined in 3.04.

D. Cable Test Documentation

1. Test reports shall be submitted in hardcopy and electronic format and certified by the

contractor’s RCDD to be a complete and accurate record of cabling installed. Hand-written

test reports are not acceptable.

2. Hardcopy reports are to be submitted in labeled three-ring binders with an attached

affidavit verifying passing execution of all tests. Hardcopy summary reports shall contain

the following information on each row of the report: circuit ID, test specification used,

cable length, date of test, and pass/fail result.

3. Electronic reports shall be submitted on CD in PDF format. Electronic reports shall be

accompanied by a Certificate signed by an authorized representative of the Contractor

warranting the truth and accuracy of the electronic report. Certificate shall reference



December 7, 2015

traceable circuit numbers that match the electronic record.

4. Hardcopy and electronic reports for each cable route shall be submitted together in one

submittal. The submittal description shall include the type of test performed, type of cable,

and cable ID (including originating and terminating room numbers) of cable tested. Partial

or unclear documentation will be returned without reviewing.

5. Test reports shall include the following information for each cabling element tested:

a. Wiremap results that indicate that 100% of the cabling has been tested for shorts,

opens, miswires, splits, polarity reversals, transpositions, presence of AC voltage and

end-to-end connectivity.

b. For Category 6 cabling: Attenuation, NEXT, PSNEXT, Return Loss, ELFEXT, and

PSELFEXT data that indicate the worst case result, the frequency at which it occurs,

the limit at that point, and the margin. These tests shall be performed in a swept

frequency manner from 1 MHz to highest relevant frequency, using a swept

frequency interval that is consistent with TIA and ISO requirements. Information

shall be provided for all pairs or pair combinations and in both directions when

required by the appropriate standards. Any individual test that fails the relevant

performance specification shall be marked as a FAIL. Test shall also include mutual

capacitance and characteristic impedance.

c. Length (in feet), propagation delay, and delay skew relative to the relevant limit. Any

individual test that fails the relevant performance specification shall be marked as a

FAIL.

d. Cable manufacturer, cable model number/type, and NVP

e. Tester manufacturer, model, serial number, hardware version, and software version

f. Circuit ID number and project name

g. Autotest specification used

h. Overall pass/fail indication

i. Date of test

6. Test reports shall be submitted within seven business days of testing.

E. Test Equipment

1. Test equipment used under this contract shall be from manufacturers that have a minimum

of 5 years experience in producing field test equipment. Manufacturers shall be ISO 9001

certified.

a. Category 6 – At minimum a Level III tester or submitted and owner-approved

equivalent.

b. Refer to spec section 27 13 00 for fiber testing procedures.

2. All test tools of a given type shall be from the same manufacturer, and have compatible

electronic results output.

3. Test adapter cables shall be approved by the manufacturer of the test equipment. Adapters

from other sources are not acceptable.

4. Baseline accuracy of the test equipment shall exceed TIA Level III, as indicated by

independent laboratory testing.

5. Test equipment shall be capable of certifying Category 6 links.



December 7, 2015

6. Test equipment shall have a dynamic range of at least 100 dB to minimize measurement

uncertainty.

7. Test equipment shall be capable of storing full frequency sweep data for all tests and

printing color graphical reports for all swept measurements.

8. Test equipment shall include S-Band time domain diagnostics for NEXT and return loss

(TDNXT and TDRL) for accurate and efficient troubleshooting.

9. Test equipment shall be capable of running individual NEXT, return loss, etc

measurements in addition to autotests. Individual tests increase productivity when

diagnosing faults.

10. Test equipment shall include a library of cable types, sorted by major manufacturer.

11. Test equipment shall store at least 250 Category 6 autotests (in full graphic format) in

internal memory, with the option for additional storage card via expansion slot.

12. Test equipment shall be able to internally group autotests and cables in project folders for

good records management.

13. Test equipment shall include DSP technology for support of advanced measurements.

14. Test equipment shall make swept frequency measurements in compliance with TIA

standards.

15. The measurement reference plane of the test equipment shall start immediately at the output

of the test equipment interface connector. There shall not be a time domain dead zone of

any distance that excludes any part of the link from the measurement.

3.5 ACCEPTANCE

A. Once all work has been completed, test documentation has been submitted and approved, and

HAS IT Representative is satisfied that all work is in accordance with contract documents, the

HAS IT Representative will notify Contractor in writing of formal acceptance of the system.

B. Acceptance Requirements

1. Contractor’s RCDD shall warrant in writing that 100% of the installation meets the

requirements specified under 3.04. “Standards Compliance & Test Requirements” above.

2. HAS IT Representative reserves the right to conduct, using Contractor equipment and

labor, a random re-test of up to five percent of the cable plant to confirm documented

results. Random re-testing, if performed, shall be at the expense of the City, using standard

labor rates. Any failing cabling shall be re-tested and restored to a passing condition at no

cost to the City. In the event more than two percent of the cable plant fails during re-test,

the entire cable plant shall be re-tested and restored to a passing condition at no additional

cost to the Owner.

3. HAS IT Representative may agree to allow certain cabling runs to exceed standardized

performance criteria (e.g. length). In this event, such runs shall be explicitly identified and

excluded from requirements to pass standardized tests.



December 7, 2015

4. Acceptance shall be subject to completion of all work, successful post-installation testing

which yields 100% PASS rating, and submittal and approval of full documentation as

described in 3.04.

5. See Appendix A & B. Acceptance requirements are not limited to these sheets

3.6 DEMOLITION

A. The contractor shall be responsible for maintaining all communications service to areas of the

building scheduled to remain in service during the period of renovation.

B. Notify HAS Information Technology (IT) department 30 days prior to the start of demolition

work taking place in existing communications rooms. Coordinate removal of equipment and

cabling within existing communications rooms with HAS IT.

C. Where removal is indicated in Drawings, remove communications cable from termination point

back to originating communications room, MDF or tenant communications room. Coordinate

removal at terminating blocks and panels with HAS IT. Coordinate removal of cross-connects

and patch cables with HAS IT.

D. Ensure systems and circuits are no longer active before removing and prior to the demolition of

existing communications rooms. If active circuits exist at time of scheduled demolition,

coordinate with HAS IT Representative to reroute or deactivate circuit(s).

E. Demolition and removal of cabling shall not impact the operation of active systems.

F. Unless otherwise noted, discard all removed cable, patch cables and cross-connects. Except

where re-routing of cable is specified in Drawings or by Designer, do not reuse cable.

G. Remove all loose unterminated cabling to source found above ceiling, under floor or in wall.

H. Demo all abandoned cable in accordance with NEC 800.25.

3.7 CLEANING

A. Remove all unnecessary tools and equipment, unused materials, packing materials, and debris

from each area where Work has been completed unless designated for storage.

END OF SECTION



December 7, 2015

APPENDIX A



December 7, 2015

MDF/IDF Check List

This list is intended as a minimum checklist. CM should ensure that the contractor’s schedule has built in these

components and the necessary buffer period – and associated access restrictions to the communications equipment

rooms -- for HAS IT and tenant IT to prepare.

1. All communication rooms that will service the area to be opened must be completed. That means a final

walkthrough of these areas has been completed. It is not necessary that the entire project achieve substantial

completion, but IT cannot install equipment and begin work until the following minimum criteria is met:

a. Space is built out and clean – free from dust/residues.

b. Electrical w/UPS as required.

c. All racks/cabinets installed and mounted. Padlocks eyes have been installed.


e. HVAC functioning properly and is adequately filtering dust. Humidity is controlled. f. Door access control is installed (card reader) -or- an approved temporary provision. Simple key

access is not permissible.


h. Cable trays/ladder racks installed and ready to use. i. Permanent or temporary signage identifying permanent room number.

2. All cabling necessary to operate the areas to be opened is completed. a. Backbone cabling (copper and fiber) from the applicable communication room(s) is installed,

tested, labeled, and approved by the inspector and communications design consultant.

b. Horizontal cabling for all areas to be occupied is installed, tested, labeled, and approved by the

inspector and communications design consultant.

c. Copper cross connects and/or fiber jumpers have been installed per the owner/tenant require-

ments.

d. Cable records and redline drawings for installed cables are submitted and approved PRIOR to

putting any active circuits on the new cables. Cable records reflect all installed cables **and**

any cross connects or jumper assignments installed by the contractor.


f. All jumpers and patch cords specified by the contract are transmitted to the owner for use. g. NOTE: cable labels and permanent room numbers need to match. CM needs to be sure to get de-

sign team, airport, IT, and CM / contractor reps together to review permanent room numbers

prior to contractor installing cable labels.



December 7, 2015

3. Move-in buffer period needs to be minimum 6 weeks for HAS-IT to install/extend services within the area

to be occupied prior to occupation of the facility or spaces. Additional time may be necessary if Tenant IT

organization is involved, or if contractor has other systems that must be configured/tested which require

HAS-IT resources (i.e. cabling or data network connections). This is frequently the case for PA System, tele-

vision, radio, Fire Alarm, pay telephone, EFSO (Electronic Fuel Shutoff), access control & CCTV, etc.

4. Once HAS-IT accepts a communications equipment room and begins to install/configure equipment in

preparation for hosting live applications, this room becomes a restricted area with access to be controlled by

HAS-IT. Contractors must be substantially complete with systems inside the communications equipment

room so that access is generally not required. Minor punch list and scheduled testing with escort can be ar-

ranged, but access will be very limited.

5. Other IT-related systems that must be operational, tested, and accepted or approved temporary provisions.

a. PA System

b. MATV and/or CNN TV (where applicable)

c. Fire Alarm

d. MUFIDS


f. EFSO (where applicable) g. Access Control & CCTV (note: must be PROGRAMMED, and approved acceptance test walk

through by HAS)






December 7, 2015

APPENDIX B



HORIZONTAL MEDIA INFRASTRUCTURE

271500 - 26 Revisions 04-1-2014

IDF Number: Date:



Proper grounding conductor installed (6AWG

min.)


Equipment Racks, Armored Cables & Cabinets

properly bonded





Routing



Sheath damage




Cable/jack part number meets spec

Plenum vs. PVC






271500 - 27 Revisions 04-1-2014



Minimum about of cable exposed at termination



Routing



Sheath damage














Inner Duct used to route fiber and properly sup-

ported




271500 - 28 Revisions 04-1-2014


Grounding conductor

End-to-End labeling


Horizontal Cabling

Fiber Optic Cabling



Cabling test results submitted with proper infor-

mation

Climate controlled environment (Temp. & Hu-

midity)



Pair Counts






Single Mode:




271500 - 29 Revisions 04-1-2014




272100 - 1 08-26-2016

SECTION 272100

DATA COMMUNICATION NETWORK EQUIPMENT

PART 1 - GENERAL


The scope of work for this project involves the construction of a new MDF for the new

cell phone lot along with associated site field devices (displays, cameras, assistance

stations, wireless access points). New data communication network equipment will be

provided to accommodate the addition of the site field devices onto the HAS data network

infrastructure.

A. Provide the Local Area Network (LAN) active components and interfaces to be

implemented and utilized in the Houston Airport System network to support present and

future communications systems requirements.

B. Provide HAS wireless connectivity for all new construction.

1.2 REFERENCES

A. The publications listed below form a part of this specification. The publications are

referred to in the text by basic designation only.


instructions, or requirements of regulatory agencies shall mean the latest printed edition

of each in effect at the date of contract unless the document is shown dated.

C. Related Work:

1. Section 270553: Identification and Labeling of Communication Infrastructure

2. Section 271100 Communication Cabinets and Equipment Rooms

3. Section 271300: Backbone and Riser Media Infrastructure

4. Section 271500: Horizontal Media Infrastructure

5. Section 270528: Interior Communication Pathways

6. Section 270543: Exterior Communication Pathways

7. Section 270526: Telecommunications Grounding and Bonding

D. Conflicts.

1. Between referenced requirements: Comply with the one establishing the more

stringent requirements.



E. References:

1. National Electrical Manufacturers Association (NEMA)


272100 - 2 08-26-2016

2. American Society for Testing Materials (ASTM)

3. National Electric Code (NEC)

4. Institute of Electrical and Electronic Engineers (IEEE)


6. American National Standards Institute (ANSI) X3T9.5 Requirements for UTP at 100

Mbps

1.3 DEFINITIONS

A. ANSI – American National Standards Institute

B. ATM – Asynchronous Transfer Mode

C. EIA – Electronics Industries Alliance

D. Gbps – Gigabits per second

E. IEEE – Institute of Electrical and Electronic Engineers

F. ISO – International Organization for Standardization

G. Mbps – Megabits Per Second

H. MIMO – Multiple-In and Multiple-Out

I. Multi-path – The possible multiple routes of a single source of RF energy due to

reflection, refraction, or diffraction.

J. NEC – National Electrical Code

K. NEMA – National Electrical Manufacturing Association

L. RF (Radio Frequency) – Signal generated by a radio transmitter and sent out through an

antenna. The frequency of the transmission is described in terms of the number of cycles

per second or Hertz (Hz).

M. SFP – Small Form-Factor Pluggable – Hot-pluggable transceiver used for both

telecommunication and data communication applications. Comes in both copper and

fiber.

N. SNMP – Simple Network Management Protocol

O. TIA – Telecommunications Industry Association

P. TR – Telecommunications Room

Q. UL – Underwriter’s Laboratories


272100 - 3 08-26-2016

R. VoIP – Voice over Internet Protocol

S. WAP – Wireless Application Protocol

T. WPA/WPA2 – WiFi Protected Access / WiFi Protected Access II – IEEE 802.11i-2004

1.4 DESIGN AND PERFORMANCE STANDARDS

A. Standards supported should include, but be not limited to, IEEE 802.3, 10BASET, IEEE

802.3u, 100BaseTX, 1000BaseFX, IEEE 802.11, IEEE 802.3ae-2002, Ethernet MIB

(RFC 1643), SNMP MIB II (RFC 1213).

1.5 SUBMITTALS

A. Qualifications: Demonstrate compliance with requirements of Paragraph 1.07.A.

B. Submit Technical Implementation Plan in accordance with 2.06.

C. Submit manufacturer’s technical data for each product provided.

D. Submit technical and operations manuals. Manuals shall describe function, operation, and

programmable parameters for each card and port for each device to be installed. Manuals

shall include required maintenance to be performed.

1. Manuals shall describe function, operation, and programmable parameters for each

card and port for each device to be installed. Manuals shall include required

maintenance to be performed.

2. Manuals shall be suitable for the training of future personnel by the City, and for use

as a reference by currently employed personnel in performing work assignments.

E. As-built documentation. Notes shall be kept during initial installation and shall be made a

permanent part of the installation manual pages as required.

F. For each active device installed, provide a printed configuration including a printout of

the device as displayed on the network management system. Printed configuration

parameters for each port on the device shall accompany the written report.

G. Other information in support of the design, fabrication, and installation of the LAN

system.

H. An implementation schedule listing dates for LAN equipment installations for approval

by the City Engineer. The dates of LAN equipment installations shall be in accordance

with dates for installation of the various special systems and users. It is incumbent upon

the LAN implementers to include the dates for special system and user installs into the

schedule.


272100 - 4 08-26-2016


A. Perform all work, coordination, systems integration, engineering design, and testing, and

shall provide all products required in order to ensure a fully operative system and proper

installation of equipment. System operability and proper installation shall be verified via

completion of the acceptance test plan.

B. Coordinate all installation activities and details with the Houston Airport Systems’

Information Technology (HAS IT) Representative. The HAS IT Representative shall be

responsible for approving the final configuration of all equipment supplied as part of this

specification.

C. Provide all system documentation and submittals.

D. Provide warranty and maintenance support as specified.

E. Provide all calculations and/or analysis to support design and engineering decisions as

specified in Submittals.

F. Provide and pay for all labor, materials, and equipment. Pay required sales, gross

receipts, and other taxes.

G. Secure and pay for plan check fees, permits, fees, and licenses necessary for execution of


H. Give required notices.

I. Comply with all codes, ordinances, regulations, and other legal requirements of public



A. Contractor Qualifications:

1. The contractor must be certified by the manufacturer of the products to be installed

adhere to the engineering, installation and testing procedures, and utilize the

authorized manufacturer components and distribution channels in provisioning this

Project.

2. All members of the installation team must be certified by the manufacturer(s) as

having completed the necessary training to complete their part of the installation.

3. Contractor shall provide five references for projects of approved equivalent scope,

type and complexity of work completed within the last five years.


272100 - 5 08-26-2016

B. Equipment and materials supplied for the LAN shall be a standard product of

manufacturers regularly engaged in the manufacture and installation of information

backbone technologies and shall be the manufacturer's latest standard design. Items of the

same classification shall be identical. This requirement includes equipment, modules,

assemblies, parts, and components. Electrically powered equipment shall be UL

approved. Electronic equipment shall meet the requirements of the FCC (Federal

Communications Commission) Title CFR 47 Part 15.

C. All hardware, software, firmware, and/or operating system requirements given are the

minimum requirements. The Contractor's product shall meet or exceed these

requirements. The product selected shall meet the operational, functional, and

performance requirements specified herein. Additionally, due to the rapid advancement

and antiquation of technology related products, the supplied product shall be the

“contemporary technical equivalent” of that specified. “Contemporary technical

equivalent” shall be based on a comparison of technology at the time of publication of

specification to the technology at the time of the first product submittal. Final product

approval is at the sole discretion of the City.


A. Provide the manufacturer’s standard maintenance and support services for all hardware

and software associated with this system at no additional charge for a period of not less

than three years. It will be the responsibility of the HAS IT Representative to provide the

operational maintenance and support of the installed system. Coordination through the

City Engineer and the HAS IT Representative shall be required by the installation

contractor to ensure that all documentation for the manufacturer’s maintenance and

support programs are in place.

B. All lead technicians performing installation shall have a minimum of two years

experience on the proposed system and be manufacturer certified on all

hardware/software applications.


A. Provide the manufacturer’s warranty for all equipment installed at no additional charge

for a period of not less than three years. The warranty shall ensure that the installed

equipment will conform to its description and any applicable specifications, and shall be

of good quality for the known purpose for which it is intended. The warranty shall allow

for replacement or repair at the discretion of the City Engineer and shall include all

upgrades for firmware and/or operating systems.

B. Software License


272100 - 6 08-26-2016

1. Required software licenses shall be identified and supplied by the Contractor.

Licenses shall be "Site Licenses" which shall cover all equipment installed now or in

the future.

2. All software licenses and warranties shall be registered in the name of Houston

Airport System.

1.10 PROCUREMENT

A. Procure equipment specified in this document as dictated by the timeline in Appendix B

in order to make sure that the technology is acquired in a timely fashion, but not outdated

by the installation date.

B. Submit a copy of Appendix B “Technology Implementation Schedule” as a part of the

equipment submittals required elsewhere in this document. The Contractor shall complete

the columns headed “Quantity”, “Procurement Lead Time”, “Start Date or Dependent”,

and “Installation Duration”.

C. The “Procurement Lead Time” shall be expressed in days or weeks, and shall include

time required for the contractor’s personnel to order and receive the material.

Substantiation may be required.

D. “Start Date or Dependent” and “Installation Duration” should be an accurate estimate

based upon known facts in the project. Substantiation may be required.

E. The Contractor shall not purchase any materials requiring submittals until the City

Engineer approves the submittal for that material and the Technology Implementation

Schedule.

F. The Contractor shall not purchase any materials requiring submittals until the date

established by the City Engineer as the Purchasing Authorized Date. The Purchasing

Authorized Date will be reflected in the “Purch Auth” column of Appendix B as a part of

the Submittal Review process.

PART 2 PRODUCTS

2.1 EQUIPMENT MANUFACTURERS

A. LAN Equipment: Unless otherwise specified, furnish products manufactured by Cisco

Systems. Substitutions for specified Cisco Systems components are NOT permitted.

B. Uninterruptible Power Supply (UPS): Eaton or submitted and approved equivalent.

C. Wireless Access Point: Aruba or submitted and approved equivalent.

D. Wireless Access Point Enclosure: American Access Technologies, Inc. or submitted and


272100 - 7 08-26-2016

approved equivalent.

E. For cabinets/racks and cabling infrastructure: Reference Specification 271100 – Cabinets

and Equipment Rooms.

2.2 GENERAL LAN REQUIREMENTS

A. The LAN configuration shall be a hierarchical star utilizing centralized core switches that

star out to individual edge level devices located throughout the premises in designated

areas. Single Mode Fiber Optic Cable (provided in Section 271300) provides the

connectivity between all devices. Each edge level device services the HAS

communications equipment (Administrative LAN workstations, building management

stations, etc.) via UTP Copper Cabling.

B. All LAN equipment shall provide Internet Protocol (IP) switching across all types of

network technologies and topologies, including Ethernet, Fast Ethernet and Gigabit

Ethernet.

C. The LAN architecture shall be based on 10 Gbps between the two core networking

switches located in the MDF and the edge level networking equipment located in the TR.

In addition, the edge level equipment shall be dual homed to the separate core devices

where applicable.

D. Each active device shall be accessible from a network, console or auxiliary RS-232 port.

A configuration specialist shall be able to enter supervisory mode and change default

configurations as appropriate for required operation of special system components.

E. Each active device shall be capable of generating Simple Network Management Protocol

(SNMP) or SNMP3 alarms. The device shall be respondent to RMON inquiries from an

expert level network management inquirer.

F. All network equipment shall be compliant to physical and operational parameters. The

equipment shall be capable of responding to SNMP, SNMP3 and/or RMON network

management program calls from the Network Management System.

G. Network equipment shall provide multimedia and multicast support through use of

Protocol Independent Multicast (PIM), Internet Group Management Protocol (IGMP).

H. Network equipment shall support full-duplex connectivity on links (10Base-TX,

100Base-TX, 1000Base-TX, 100Base-F/TX, and 1000Base-FX).

I. All fiber interfaces on network switches must support Digital Optical Monitoring (DOM)

feature.

J. All network equipment shall be Virtual Local Area Network (VLAN) compatible based


272100 - 8 08-26-2016

on both port and MAC addresses. VLAN assignments shall be configurable from a

centralized administrative console.

K. Network equipment shall not require re-configuration of end-station network interface

cards or network interface card drivers to accommodate intra-VLAN and inter-VLAN

traffic.

L. Network equipment shall support automated VLAN creation and administration

capabilities.

M. Network equipment shall support port mirroring. This shall be done by sending frames

directly from a specified port to another switch port or from an external network analyzer.

N. Network equipment for use in the main MDF and TRs shall belong to one family of

product. The equipment must allow for common sparing of all Interface Processor

Modules and all Supervisor Modules.

O. Network equipment shall support Terminal Access Controller Access Control System

(TACACS), in order to provide secure port filtering. The equipment must enable

individual ports to allow access only to certain workstations.

P. All active LAN devices shall include all software as required for interconnectivity. All

active devices shall have fully functional network management options installed.

2.3 LAN MANAGEMENT

A. All networking equipment shall utilize the existing HAS network management platform

for administering and troubleshooting the system. Provide all additional licenses required

to add all LAN devices for this project.

2.4 LAN HARDWARE REQUIREMENTS

A. All equipment shall be rack mountable in standard 19-inch racks. Contractor is

responsible for providing fans, shelves, drawers, special power wiring, ground

connections, and adapters of any kind necessary to accommodate the system installation,

operation, testing, or maintenance. Contractor shall provide the appropriate factory or

custom rack mount adapters for all equipment installed in the equipment rack, whether

specifically itemized or not. Contractor shall cover unused slots using blank panels.

B. Fiber and Copper Patch Cords – Adequately sized fiber and copper patch cords shall be

provided for each installed port in the LAN under Section 271500, “Horizontal Media

Infrustructure.”

C. Edge Level Equipment

1. The edge level networking equipment shall be located in the individual TR as shown

in the contract drawings unless noted otherwise.


272100 - 9 08-26-2016

2. The devices shall provide a minimum of 10 Gbps switching fabric.

3. The device shall include a module(s) with the appropriate RJ45 Category 6 UTP

10/100/1000BaseTX ports to support the port requirements shown on the contract

drawings. In addition, the device shall have the capability to “stack” with additional

devices to increase the available port count.

4. The edge level devices shall have the capability to simultaneously accommodate a

minimum of two Gigabit Ethernet uplinks and 24 10/100/1000 VoIP Ethernet ports.

5. The devices shall support the bonding and trunking of Fast Ethernet and Gigabit

Ethernet ports.

6. The edge level switching equipment shall be Cisco Catalyst WS-C3650-24PS - 640

WAC or submitted and owner-approved equivalent. Use 24 port switch if 16 ports or

less are active. Upgrade to the 48 port switch (WS-C3650-48FD - 1025 WAC) if

more than 16 ports are active.

2.5 UPS HARDWARE REQUIREMENTS

A. Provide a rack-mounted UPS in equipment cabinet in the Telecommunications Room that

houses LAN equipment. The UPS shall have an output capacity of 1.5KVA. Unit must

have enough batteries to keep all equipment attached to the unit running for minimum of

one (1) hour. The UPS cannot to be installed shall be the Eaton 5PX1500RTN.

B. The UPS interface port shall have an RS-232 communications port and a 10/100 Base-T

Ethernet for LAN management. Include optional environmental probe (Eaton part #

42R4317).

C. The control panel shall have a LED status display for load and battery bar-graphs in

addition to replace battery and overload indicators.

D. Include software and interface card to provide Web/SNMP management through

10/100Base-T Ethernet port. Management software shall include the following attributes:

1. Shall allow complete configuration of the UPS devices from a remote location

2. Shall provide periodic UPS self-tests

3. Shall provide full control over UPS transfer settings

4. Shall provide user name and password security

5. Shall log all power events with a description

2.6 WIRELESS ACCESS POINT

A. General: One 802.11ac Wireless Access Point shall be installed per the Drawings.

2.7 OUTDOOR ACCESS POINTS

A. AP-270 series specifications

1. AP-275

a. 2.4-GHz and 5-GHz radios, each with 3x3 MIMO and three integrated omni-


272100 - 10 08-26-2016

directional antennas

B. Wireless radio specifications

1. AP type: Outdoor, dual radio, 5-GHz 802.11ac and 2.4-GHz 802.11n

a. In addition to 802.11n data rates, the 2.4-GHz radio supports 802.11ac 256-

QAM modulation. This gives TurboQAMenabled clients a 33% boost to deliver

up to 600 Mbps.

2. Supported frequency bands (country-specific restrictions apply):

a. 2.4000 GHz to 2.4835 GHz

b. 5.150 GHz to 5.250 GHz

c. 5.250 GHz to 5.350 GHz

d. 5.470 GHz to 5.725 GHz

e. 5.725 GHz to 5.875 GHz

3. Available channels: Dependent upon configured regulatory domain

4. Dynamic frequency selection (DFS) optimizes the use of available RF spectrum

5. Supported radio technologies:

a. 802.11b: Direct-sequence spread-spectrum (DSSS)

b. 802.11a/g/n/ac: Orthogonal frequency-division multiplexing (OFDM)

c. 802.11n/ac: 3x3 MIMO with up to three spatial streams

6. Supported modulation types:

a. 802.11b: BPSK, QPSK, CCK

b. 802.11a/g/n: BPSK, QPSK, 16-QAM, 64-QAM, 256-QAM (with

TurboQAM clients)

c. 802.11ac: BPSK, QPSK, 16-QAM, 64-QAM, 256-QAM

7. Transmit power: Configurable in increments of 0.5 dBm

8. Maximum (aggregate, conducted total) transmit power (limited by local regulatory

requirements):

a. 2.4-GHz band: +28 dBm (23 dBm per chain)

b. 5-GHz bands: +28 dBm (23 dBm per chain)

9. Advanced cellular coexistence (ACC) feature to minimize interference from cellular

systems

10. Maximum ratio combining (MRC) for improved receiver performance

11. Cyclic delay diversity (CDD) for improved downlink RF performance

12. Short guard interval for 20-MHz, 40-MHz and 80-MHz channels

13. Space-time block coding (STBC) for increased range and improved reception

14. Low-density parity check (LDPC) for high-efficiency error correction and increased

throughput

15. Explicit transmit beam-forming (TxBF) for increased reliability in signal delivery

16. Supported data rates (Mbps):

a. 802.11b: 1, 2, 5.5, 11

b. 802.11a/g: 6, 9, 12, 18, 24, 36, 48, 54

c. 802.11n: 6.5 to 450 (MCS0 to MCS23, 1 to 3 spatial streams)

d. 802.11ac: 6.5 to 1,300 (MCS0 to MCS9, 1 to 3 spatial streams)

17. 802.11n high-throughput (HT) support: HT 20/40


272100 - 11 08-26-2016

18. 802.11ac very high throughput (VHT) support: VHT 20/40/80

19. 802.11n/ac packet aggregation: A-MPDU, A-MSDU Power

20. Maximum power consumption: 23 watts

21. Direct AC source: 100-240-Volt AC

22. Power over Ethernet (PoE): 48 Vdc (nominal) 802.3at-compliant source

C. Antennas

1. AP-275: Six integrated omni-directional antennas for 3x3 MIMO with maximum

antenna gain of 5 dBi in 2.4 GHz and 5 dBi in 5 GHz. Built-in antennas are

optimized for horizontal mounted orientation of AP-275.

D. Other interfaces

1. One PoE+ PD port 10/100/1000BASE-T Ethernet network interface (RJ-45)

2. One port 10/100/1000BASE-T Ethernet network interface (RJ-45)

3. AC power interface, power cords sold separately

4. Serial console interface (micro USB)

5. Reset button

6. Visual indicator (LED):

a. Power/system status; automatically disabled after initial operation period

E. Mounting

1. Must be ordered separately

2. Optional mounting kits:

a. AP-270-MNT-V1: Aruba 270 series AP long mount kit for pole/wall mounting.

Reduces impact of obstruction by pole or extends away from corner.

b. AP-270-MNT-V2: Aruba 270 series AP short mount kit for pole/wall mounting

F. Mechanical AP-275

1. Dimensions/weight (excluding mount):

a. 23 cm (W) x 24 cm (D) x 27 cm (H)

b. 9.0” (W) x 9.4” (D) x 10.6” (H)

c. 2.4 kg/5.3 lbs

G. Environmental

1. Operating:

a. Temperature: -40° C to +65° C (-40° F to +150° F)

b. Humidity: 5% to 95% non-condensing

2. Storage and transportation:


3. Operating Altitude: 3000m

4. Chassis Rating: IP66 and IP67

5. Wind Survivability: Up to 165 mph

6. Shock and Vibration: ETSI 300-19-2-4 spec T41.E 4M3

H. Regulatory


272100 - 12 08-26-2016

1. FCC/Industry of Canada

2. CE Marked

3. R&TTE Directive 1995/5/EC

4. Low Voltage Directive 72/23/EEC 5.

EN 300 328

6. EN 301 489

7. EN 301 893

8. UL/IEC/EN 60950

9. EN 60601-1-1, EN60601-1-2

I. Regulatory Model Numbers

1. AP-275: APEX0100

J. Certifications

1. CB Scheme Safety, cTUVus

2. UL2043 plenum rating

3. Wi-Fi Alliance certified 802.11a/b/g/n/ac

K. Warranty

1. Limited lifetime warranty

L. Minimum operating system software versions

1. ArubaOS 6.4

2. Aruba Instant 4.1 (planned availability mid 2014)

M. RF Performance Table

N. Enclosures

1. Wireless Access Points shall be installed in lockable, stainless steel Nema 4 Enclosure when

mounted outdoors or in garage spaces.


272100 - 13 08-26-2016

2. Include back-plate, ground bus-bar, cable management, document holder, pole/ wall

mount adapters.

3. Provide 120VAC@15A quad receptacle with surge protection per drawings.

4. Enclosure shall be bonded to ground per NEC.

5. All conduit penetrations shall be made to prevent water ingress through the connections.

6. Enclosure size per drawings.

O. AP mount kit

1. AP-270-MNT-V1 Aruba 270 Series Access Point Long Mount Kit. Pole/Wall Mount

for P-270 300 mm from vertical mounting asset.

2. AP-270-MNT-V2 Aruba 270 Series Access Point Short Mount Kit. Pole/Wall Mount

for AP-270 75-mm from vertical mounting asset.

P. Ethernet Surge Protection Device (SPD)

1. Use in field for pole and roof mount Access Points. Device shall be rated for outdoor

use.

a. Transtector ALPU PTP-M Kit. No exceptions.

2.8 Ethernet and PoE+ Extension Unit

A. The Enable-IT™ 828 Gigabit Ethernet and PoE+ Extension Unit.

2.9 PoE + POWER Injector

A. Enable-IT 360 60W- 56VDC IEEE 802.3AT Gigabit PoE + Injector.

2.10 LAN PERFORMANCE REQUIREMENTS

A. The wired system shall perform as designed providing a minimum of 10/100/1000 Mbps

to each end user device and 1Gbps from edge switch to core switch on the backbone.

PART 3 EXECUTION

3.1 INSTALLATION

A. Install components in accordance with contract drawings, manufacturer’s instructions and

approved submittal data.

B. System installation and construction methods shall conform to the requirements of the

Federal Communications Commission.

C. The Contractor shall install all system components including furnished equipment, and

appurtenances in accordance with the manufacturer's instructions, and adjustments


272100 - 14 08-26-2016

required for a complete and operable system.

D. Grounding shall be installed as necessary to preclude ground loops, noise, and surges

from adversely affecting system operation.

E. The HAS IT Representative shall perform final configuration of the network equipment.

This includes, but is not limited to: VLAN configuration, IP addressing schemas, final

port assignments, and trunking/bonding configurations. Installation contractor shall

ensure that the proper documentation is provided to assist in the final system

configuration.

F. The Contractor shall coordinate with the cabling contractor with the installation if the

iPatch/imVision crossconnect panel to create a true cross-connect per iPatch/imVision

standards.

3.2 PRODUCT HANDLING

A. The Contractor shall be responsible for any and all loss or damage in the shipment and

delivery of all material until transfer of title to the City.

3.3 HARDWARE INSTALLATION

A. The Contractor shall obtain written permission from the City Engineer before proceeding

with any work which requires cutting into or through any part of the building structures

such as, but not limited to, girders, beams, concrete, carpeted or tiled floors, partitions or

ceilings. The Contractor shall also consult with the City Engineer before cutting into or

through any part of the building structures where fireproofing or moisture proofing could

be impaired.

B. The Contractor shall take all steps necessary to ensure that all public areas remain clear or

are properly marked during installation or maintenance.

C. The Contractor shall develop a detailed network map to be utilized as a road map during

the implementation of the LAN. This map shall show all segments, all interconnects

between segments and all active network devices. This network map shall not include the

individual nodes interconnected to each concentrator, but will have the modules,

interfaces, protocols, addresses and other identifying features for each concentrator and

other active device.

D. The Contractor shall also develop a Cable Plant interconnectivity chart showing all fiber

patch panels and individual identifiers for each fiber associated with the interconnectivity

of each network device.

E. Prior to installing Wireless Access Points, conduct and document an RF site survey to

determine the maximum operating range between an AP (fixed location) and mobile

stations for a specified transmit power level. Survey shall also identify holes of coverage


272100 - 15 08-26-2016

due to multi-path, interference sources, and interference from other wireless installations.

F. The contractor shall place materials only in those locations that have been previously

approved. The City Engineer shall approve any other locations, in writing.

3.4 SYSTEM STARTUP

A. The Contractor shall not apply power to the system until after:

1. System and components have been installed and inspected in accordance with the

manufacturer's installation instructions.

2. A visual inspection of the system components has been conducted to ensure that

defective equipment items have not been installed and that there are no loose

connections.

3. System wiring has been tested and verified as correctly connected as indicated.

4. All system grounding and transient protection systems have been verified as properly

installed and connected, as indicated.

5. The City Engineer and the HAS IT Representative have approved the installation.

B. Satisfaction of the above requirements shall not relieve the contractor of responsibility for

incorrect installations, defective equipment items, or collateral damage as a result of

contractor’s deficient work/defective equipment.

3.5 ACCEPTANCE TESTING

A. The contractor shall develop and execute an onsite acceptance-testing program.

B. The plan shall address all requirements identified in this specification and test all

contractor supplied cabling and hardware components. The plan shall follow accepted

industry testing practices and have a method of independent verification described.

C. Any specified item that does not satisfy the requirements of this specification shall be

replaced, upgraded, or added by the contractor as necessary to correct the noted

deficiencies. After correction of a noted deficiency, re-testing shall be performed to verify

the effectiveness of the corrective action.



Labeling of Communication Infrastructure. Any deviation from the specification must

be approved by HAS IT prior to installation.


272100 - 16 08-26-2016

END OF SECTION


272100 - 17 08-26-2016

APPENDIX A

LAN Equipment Schedule (EXAMPLE)

Item Qty

COMM ROOM 11611

WS-C3650-24PS 3 GLC-LH-SMD – 1000BASE- LX/LH "long haul" SFP Single-

mode

6

COMM ROOM 11715


mode

2

COMM ROOM 11908


mode

4

COMM ROOM 12015


mode

2

COMM ROOM 11812


mode

4

COMM ROOM 12606


mode

6

MDF

WS-X6848-SFP-2T (for

6509)

4


272100 - 18 08-26-2016

Item Qty GLC-LH-SMD – 1000BASE- LX/LH "long haul" SFP Single-

mode

36

WS-X6824-SFP-2T (for

6509)

2


272100-32 Revisions 06-25-2015


APPENDIX B

TECHNOLOGY IMPLEMENTATION SCHEDULE (EXAMPLE)

(from Designer) (Contractor Submittal) (Submittal Response)

Product Description

Spec. Ref.

Qty. Procurement

Lead Time

Start Date or

Dependent

Installation

Duration

Submittal

Approved

Purch. Auth.

Remarks

1 WS-C3650-24PS 2.04.D

2 GLC-LH-SMD –

1000BASE-LX/LH "long

haul" SFP Single-mode

2.04.D

3 WS-X6824-SFP-2T (for

6509)

2.04.C

4 General Workstation 2.04.G

5 Network Printer 2.04.H

6 Cisco Wireless Access Point 2.04.I

7 Wireless Access Point

Enclosure

2.04.J

8 Cisco 16-port 10 Gigabit

Ethernet Copper Module

with DFC4

WS-X6816-10T-2T

2.04.E

9 Cisco 48-port SFP fiber

Gigabit Ethernet Module

with DFC4

WS-X6848-SFP-2T

2.04.E

10 Cisco Gigabit Ethernet

Module

WSX6848-GE-TX

2.04.E

11 2.04.E

12 Cisco IOS® Software 2.04.E


272100-33 Revisions 06-25-2015


Release 15.05Y or higher


272133 - 1 08-26-2016

SECTION 272133

AIRPORT WI-FI

PART 1 - GENERAL


A. The scope of work for this project involves the distribution of wireless access points for

the public areas of the new cell phone lot. These areas include the pedestrian sitting and

covered vehicle parking locations.

1.2 REFERENCES

A. Related Sections:

1. Section 270526: Telecommunication Grounding and Bonding 2. Section 270543: Exterior Communication Pathways. 3. Section 270553: Identification and Labeling of Communication Infrastructure 4. Section 271100: Communication Cabinets and Equipment Rooms 5. Section 271300: Backbone and Riser Media Infrastructure 6. Section 271500: Horizontal Media Infrastructure 7. Section 272100: Data Communication Network Equipment

1.3 TECHNICAL SUMMARY

A. This section includes Specifications for Access Points, Mobility Controllers, Clear Pass

Server, and Licensing.

B. Usage will be for Public Wireless Internet Access (Public WIFI).

C. Access Points will be powered via PoE from network switches or external PoE injectors

inside the IDF. Access Points shall be compatible with both 802.3af PoE (limited

functionality) and 802.3at PoE+ (unrestricted functionality).

D. Access Points will be managed by Mobility Controllers.

E. Employee, Contractor, and Visitor devices will be managed by Policy Managers.

1.4 DEFINITIONS


B. ATM – Asynchronous Transfer Mode

C. AP - Access Point


272133 - 2 08-26-2016

D. EIA – Electronics Industries Alliance

E. Gbps – Gigabits per second

F. IEEE – Institute of Electrical and Electronic Engineers

G. ISO – International Organization for Standardization

H. MIMO – Multiple-In and Multiple-Out

I. Multi-path – The possible multiple routes of a single source of RF energy due to

reflection, refraction, or diffraction.

J. NEC – National Electrical Code

K. NEMA – National Electrical Manufacturing Association

L. RF (Radio Frequency) – Signal generated by a radio transmitter and sent out through an

antenna. The frequency of the transmission is described in terms of the number of cycles

per second or Hertz (Hz).

M. SFP – Small Form-Factor Pluggable – Hot-pluggable transceiver used for both

telecommunication and data communication applications. Comes in both copper and fiber.

N. SNMP – Simple Network Management Protocol

O. TIA – Telecommunications Industry Association

P. TR – Telecommunications Room

Q. UL – Underwriter’s Laboratories

R. VoIP – Voice over Internet Protocol

S. WAP – Wireless Application Protocol

T. WPA/WPA2 – WiFi Protected Access / WiFi Protected Access II – IEEE 802.11i-2004

U. Wi-Fi Alliance-certified 802.11a/b/g/n/ac


A. System Description


272133 - 3 08-26-2016

1. The airport Public WIFI system shall be a standalone system and not integrated with

the HAS Local Area Network (LAN) except for fiber optic infrastructure.

2. Network switches and routers shall be included with the system and comply with

specification listed in Section 1.2 of this Specification. (Section 272100, Data

Communications Network equipment)

3. The wireless access point system, herein “System”, shall provide Wi-Fi Alliance

certified 802.11a/b/g/n/ac RF coverage throughout the designated interior and exterior

spaces shown on the plans.

4. The System shall be implemented with proven state-of-the-art technology that can

seamlessly integrate with the rapid evolution of wireless technologies and business

applications.

5. The System shall reliably provide wireless service levels throughout the specified

coverage area.

B. Design Criteria

1. The System shall provide 802.11a/b/g/n/ac coverage meeting or exceeding

performance criteria outlined below.

a. High density application, 1 user / 15 SqF

b. Target throughput: 6Mbps per user in 90% coverage area

2. The System shall provide 802.11a/b/g/n/ac coverage at levels outlined below in the

project scope areas:

3. Signal strength shall be measured with a predetermined industry standard tool such as

Airmagnet calibrated test equipment (or equivalent). The System shall deliver signal

at the following levels:

a. WiFi -85 dBm or stronger within 100% of the specified coverage areas for all

systems, services, applications, and/or technologies.

b. WiFi -60dBm or stronger within 90% of the specified coverage areas for Wi-Fi

signals with an RSSI without creating undesirable side-effects such as co-

channel interference.

4. The System shall not have co-channel interference stronger than -85dBm within 90%

of the specified 802.11 coverage areas for WiFi.

5. Supported frequency bands:

a. 2.4000 GHz to 2.4835 GHz

b. 5.150 GHz to 5.250 GHz c. 5.250 GHz to 5.350 GHz d. 5.470 GHz to 5.725 GHz e. 5.725 GHz to 5.850 GHz

6. The System shall be a fully integrated solution that handles device onboarding,

network security, device and application management, and policy management from


272133 - 4 08-26-2016

a single platform.

C. Base Bid Work

1. The Work under this section includes furnishing materials, installation, and

coordination through the General Contractor and with other trades for a complete,

operational, and balanced System. Furnish necessary materials, accessories, fasteners,

etc., and the labor and associated services required to provide the System specified

herein.

D. The Work of this Section includes the following:

a. Project Management services. b. Detailed System Design. c. Installation and System Balancing.

d. System Acceptance Testing and Turn Over to Owner.

E. Work Provided By Others

1. Communications Pathways, such as backbone conduits and primary pathways. 2. Communications Rooms, including cabinets, switches, Horizontal CAT 6 cabling,

equipment support, power, cooling, and grounding. 3. Two CAT 6 Horizontal cables to each AP.

1.6 SUBMITTALS

A. Qualifications: Demonstrate compliance with requirements of Paragraph 1.7.A.

B. Submit Technical Implementation Plan in accordance with 1.10 and Appendix B.

C. Submit manufacturer’s technical data for each product provided.

D. Submit technical and operations manuals.


card and port for each device to be installed. Manuals shall include required

maintenance to be performed.

2. Manuals shall be suitable for the training of future personnel by the City, and for use

as a reference by Houston Airport System personnel in performing work assignments.



F. For each active device installed, provide a printed configuration including a printout of the

device as displayed on the network management system. Printed configuration parameters

for each port on the device shall accompany the written report.


272133 - 5 08-26-2016

G. Other information in support of the design, fabrication, and installation of the LAN system.

H. An implementation schedule listing dates for required LAN equipment installations for

approval by the City Engineer. The dates of LAN equipment installations shall be in

accordance with dates for installation of the various special systems and users. It is

incumbent upon the LAN implementers to include the dates for special system and user

installs into the schedule.

I. Installation and Operations Manual (IOM) consisting of approved product data sheets,

manufacture installation manuals, manufacturer operator manuals, start-up and shutdown

procedures, troubleshooting guide, as-built drawings in AutoCAD format (printed 11x17,

and electronic in native format), equipment schedules with part number, serial number,

warranty expiration dates, certificates of warranty’s, contact information for installer and

manufacturer. Neatly bind all information with index and tabs. The IOM shall be submitted

and approved prior to final payment.


A. Perform all work, coordination, systems integration, engineering design, and testing.

B. Provide all products required in order to ensure a fully operative system and proper

installation of equipment. System operability and proper installation shall be verified via

completion of the acceptance test plan.

C. Coordinate all installation activities and details with the Houston Airport Systems

Information Technology (HAS IT) Representative. The HAS IT Representative shall be

responsible for approving the final configuration of all equipment supplied as part of this

specification.

D. Provide all system documentation and submittals.

E. Provide warranty and maintenance support as specified.

F. Provide all calculations and/or analysis to support design and engineering decisions as

specified in Submittals.

G. Provide and pay for all labor, materials, and equipment. Pay required sales, gross receipts,

and other taxes.

H. Secure and pay for plan check fees, permits, fees and licenses necessary for execution of


I. Give required notices.


272133 - 6 08-26-2016

J. Comply with all codes, ordinances, regulations, and other legal requirements of public




1. The contractor must be certified by the manufacturer of the products to be installed,

adhere to the engineering, installation and testing procedures, and utilize the

authorized manufacturer components and distribution channels in provisioning this

Project.

2. All members of the installation team must be certified by the manufacturer(s) as

having completed the necessary training to complete their part of the installation.

3. Contractor shall provide five references for projects of approved equivalent scope,

type and complexity of work completed within the last five years.

4. All lead technicians performing installation and/or support shall have a minimum of

two years’ experience on the System and be manufacturer certified on all

hardware/software applications.

B. Equipment and materials supplied shall be a standard product of manufacturers regularly

engaged in the manufacture and installation of WiFi technologies and shall be the

manufacturer's latest standard design. Items of the same classification shall be identical.

This requirement includes equipment, modules, assemblies, parts, and components.

Electrically powered equipment shall be UL approved. Electronic equipment shall meet the

requirements of the FCC (Federal Communications Commission) Title CFR 47 Part 15.

C. All hardware, software, firmware, and/or operating system requirements given are the

minimum requirements. The Contractor's product shall meet or exceed these

requirements. The product selected shall meet the operational, functional, and performance

requirements specified herein. Additionally, due to the rapid advancement and antiquation

of technology related products, the supplied product shall be the “contemporary technical

equivalent” of that specified. “Contemporary technical equivalent” shall be based on a

comparison of technology at the time of publication of specification to the technology at

the time of the first product submittal. Final product approval is at the sole discretion of the

City.


A. Provide the manufacturer’s standard maintenance and support services for all hardware and

software associated with this system at no additional charge for a period of not less than

three years. It will be the responsibility of the HAS IT Representative to provide the

operational maintenance and support of the installed system. Coordination through the City

Engineer and the HAS IT Representative shall be required by the installation contractor to

ensure that all documentation for the manufacturer’s maintenance and support programs are

in place.


272133 - 7 08-26-2016

1.10 EXTENDED WARRANTY AND LICENSE

A. Provide the manufacturer’s warranty for all equipment installed at no additional charge for

a period of not less than three years. The warranty shall ensure that the installed equipment

will conform to its description and any applicable specifications, and shall be of good

quality for the known purpose for which it is intended. The warranty shall allow for

replacement or repair at the discretion of the City Engineer and shall include all upgrades

for firmware and/or operating systems.

B. Software License

1. Access Point License (LIC-x-AP) x=number of APs 2. Policy Enforcement Firewall (LIC-PEFNG-x) x=number of APs 3. Next Day Support for AP 4. Intrusion Protection (LIC-RFP-x) x=number of APs 5. Support License for the Controller

6. Support License for PEFNG

1.11 PROCUREMENT

A. Procure equipment specified in this document as dictated by the timeline in Appendix B in

order to make sure that the technology is acquired in a timely fashion, but not outdated by

the installation date.

B. Submit a copy of Appendix B “Technology Implementation Schedule” as a part of the

equipment submittals required elsewhere in this document. The Contractor shall

complete the columns headed “Quantity”, “Procurement Lead Time”, “Start Date or

Dependent”, and “Installation Duration”.

C. The “Procurement Lead Time” shall be expressed in days or weeks, and shall include time

required for the contractor’s personnel to order and receive the material. Substantiation may

be required.

D. “Start Date or Dependent” and “Installation Duration” should be an accurate estimate based

upon known facts in the project. Substantiation may be required.

E. The Contractor shall not purchase any materials requiring submittals until the City Engineer

approves the submittal for that material and the Technology Implementation Schedule.

F. The Contractor shall not purchase any materials requiring submittals until the date

established by the City Engineer as the Purchasing Authorized Date. The Purchasing

Authorized Date will be reflected in the “Purch Auth” column of Appendix B as a part of

the Submittal Review process.

PART 2 - PRODUCTS


272133 - 8 08-26-2016

2.1 MANUFACTURER

A. Aruba Networks


RS&H Project 212-3454-000 Section 270526 - 9 Airport Wi-Fi December 7, 2015

2.2 OUTDOOR ACCESS POINTS

A. AP-270 series specifications

1. AP-275 a. 2.4-GHz and 5-GHz radios, each with 3x3 MIMO and three integrated omni-

directional antennas

B. Wireless radio specifications

1. AP type: Outdoor, dual radio, 5-GHz 802.11ac and 2.4-GHz 802.11n

a. In addition to 802.11n data rates, the 2.4-GHz radio supports 802.11ac 256-

QAM modulation. This gives TurboQAMenabled clients a 33% boost to

deliver up to 600 Mbps.

2. Supported frequency bands (country-specific restrictions apply):

a. 2.4000 GHz to 2.4835 GHz

b. 5.150 GHz to 5.250 GHz

c. 5.250 GHz to 5.350 GHz

d. 5.470 GHz to 5.725 GHz

e. 5.725 GHz to 5.875 GHz

3. Available channels: Dependent upon configured regulatory domain

4. Dynamic frequency selection (DFS) optimizes the use of available RF spectrum

5. Supported radio technologies:

a. 802.11b: Direct-sequence spread-spectrum (DSSS)

b. 802.11a/g/n/ac: Orthogonal frequency-division multiplexing (OFDM)

c. 802.11n/ac: 3x3 MIMO with up to three spatial streams

6. Supported modulation types:

a. 802.11b: BPSK, QPSK, CCK

b. 802.11a/g/n: BPSK, QPSK, 16-QAM, 64-QAM, 256-QAM (with

TurboQAM clients)

c. 802.11ac: BPSK, QPSK, 16-QAM, 64-QAM, 256-QAM

7. Transmit power: Configurable in increments of 0.5 dBm

8. Maximum (aggregate, conducted total) transmit power (limited by local regulatory

requirements):

a. 2.4-GHz band: +28 dBm (23 dBm per chain)

b. 5-GHz bands: +28 dBm (23 dBm per chain)

9. Advanced cellular coexistence (ACC) feature to minimize interference from

cellular systems.

10. Maximum ratio combining (MRC) for improved receiver performance

11. Cyclic delay diversity (CDD) for improved downlink RF performance

12. Short guard interval for 20-MHz, 40-MHz and 80-MHz channels

13. Space-time block coding (STBC) for increased range and improved reception



14. Low-density parity check (LDPC) for high-efficiency error correction and increased

throughput

15. Explicit transmit beam-forming (TxBF) for increased reliability in signal delivery

16. Supported data rates (Mbps):

a. 802.11b: 1, 2, 5.5, 11

b. 802.11a/g: 6, 9, 12, 18, 24, 36, 48, 54

c. 802.11n: 6.5 to 450 (MCS0 to MCS23, 1 to 3 spatial streams)

d. 802.11ac: 6.5 to 1,300 (MCS0 to MCS9, 1 to 3 spatial streams

17. 802.11n high-throughput (HT) support: HT 20/40

18. 802.11ac very high throughput (VHT) support: VHT 20/40/80

19. 802.11n/ac packet aggregation: A-MPDU, A-MSDU Power

20. Maximum power consumption: 23 watts

21. Direct AC source: 100-240-Volt AC

22. Power over Ethernet (PoE): 48 Vdc (nominal) 802.3at-compliant source

C. Antennas

1. AP-275: Six integrated omni-directional antennas for 3x3 MIMO with maximum

antenna gain of 5 dBi in 2.4 GHz and 5 dBi in 5 GHz. Built-in antennas are optimized

for horizontal mounted orientation of AP-275.

D. Other interfaces

1. One PoE+ PD port 10/100/1000BASE-T Ethernet network interface (RJ-45)

2. One port 10/100/1000BASE-T Ethernet network interface (RJ-45)

3. AC power interface, power cords sold separately

4. Serial console interface (micro USB)

5. Reset button

6. Visual indicator (LED):

a. Power/system status; automatically disabled after initial operation period

E. Mounting

1. Must be ordered separately 2. Optional mounting kits:

a. AP-270-MNT-V1: Aruba 270 series AP long mount kit for pole/wall

mounting. Reduces impact of obstruction by pole or extends away from

corner. b. AP-270-MNT-V2: Aruba 270 series AP short mount kit for pole/wall

mounting

F. Mechanical AP-275

1. Dimensions/weight (excluding mount):

a. 23 cm (W) x 24 cm (D) x 27 cm (H)

b. 9.0” (W) x 9.4” (D) x 10.6” (H)



c. 2.4 kg/5.3 lbs

G. Environmental

1. Operating:


b. Humidity: 5% to 95% non-condensing

2. Storage and transportation:


3. Operating Altitude: 3000m

4. Chassis Rating: IP66 and IP67

5. Wind Survivability: Up to 165 mph

6. Shock and Vibration: ETSI 300-19-2-4 spec T41.E 4M3

H. Regulatory

1. FCC/Industry of Canada

2. CE Marked 3. R&TTE Directive 1995/5/EC 4. Low Voltage Directive 72/23/EEC

5. EN 300 328 6. EN 301 489 7. EN 301 893 8. UL/IEC/EN 60950

9. EN 60601-1-1, EN60601-1-2

I. Regulatory Model Numbers

1. AP-275: APEX0100

J. Certifications

1. CB Scheme Safety, cTUVus

2. UL2043 plenum rating

3. Wi-Fi Alliance certified 802.11a/b/g/n/ac

K. Warranty

1. Limited lifetime warranty

L. Minimum operating system software versions

1. ArubaOS 6.4

2. Aruba Instant 4.1 (planned availability mid 2014)

M. RF Performance Table



N. AP mount kit

1. AP-270-MNT-V1 Aruba 270 Series Access Point Long Mount Kit. Pole/Wall

Mount for P-270 300 mm from vertical mounting asset.

2. AP-270-MNT-V2 Aruba 270 Series Access Point Short Mount Kit. Pole/Wall

Mount for AP-270 75-mm from vertical mounting asset.

O. Ethernet Surge Protection Device (SPD)

1. Use in field for any devices where cabling is run exterior to a building.

a. Transtector ALU PTP-M Kit. No exeptions.

2.3 ETHERNET AND POE+ EXTENSION UNIT

A. The Enable-IT 828 Gigabit Ethernet and POE+ extension unit.

2.4 POE+ POWER INJECTOR

A. Enable-IT 360 60W – 56 VDC IEEE 802.3AT gigabit POE+ injector.

PART 3 - EXECUTION

3.1 INSTALLATION



B. System installation and construction methods shall conform to the requirements of the

Federal Communications Commission.



C. The Contractor shall install all system components including furnished equipment, and

appurtenances in accordance with the manufacturer's instructions, and adjustments required

for a complete and operable system. Grounding shall be installed as necessary to preclude

ground loops, noise, and surges from adversely affecting system operation.

D. The HAS IT Representative shall perform final configuration of the network equipment.

This includes, but is not limited to: VLAN configuration, IP addressing schemas, final port

assignments, and trunking /bonding configurations. Installation contractor shall ensure that

the proper documentation is provided to assist in the final system configuration.


A. The Contractor shall be responsible for any and all loss or damage in the shipment and

delivery of all material until transfer of title to the City.


A. The Contractor shall obtain written permission from the City Engineer before proceeding

with any work which requires cutting into or through any part of the building structures

such as, but not limited to, girders, beams, concrete, carpeted or tiled floors, partitions or

ceilings. The Contractor shall also consult with the City Engineer before cutting into or

through any part of the building structures where fireproofing or moisture proofing could

be impaired. The Contractor shall take all steps necessary to ensure that all public areas

remain clear or are properly marked during installation or maintenance.

B. The Contractor shall develop a detailed network map to be utilized as a road map during

the implementation of the WiFi network. This map shall show all segments, all

interconnects between segments and all active network devices. This network map shall

not include the individual nodes interconnected to each concentrator, but will have the

modules, interfaces, protocols, addresses and other identifying features for each

concentrator and other active device.

C. Prior to installing Wireless Access Points, conduct and document an RF site survey to

determine the maximum operating range between an AP (fixed location) and mobile

stations for a specified transmit power level. Survey shall also identify holes of coverage

due to multi-path, interference sources, and interference from other wireless installations,

if applicable.

D. The contractor shall place materials only in those locations that have been previously

approved. The City Engineer shall approve any other locations, in writing.



3.4 SYSTEM STARTUP






connections.

3. System wiring has been tested and verified as correctly connected as indicated. 4. All system grounding and transient protection systems have been verified as properly

installed and connected, as indicated. 5. The City Engineer and the HAS IT Representative have approved the installation.





A. The contractor shall develop and execute an onsite acceptance-testing program. The plan

shall address all requirements identified in this specification and test all contractor supplied

cabling and hardware components. The plan shall follow accepted industry testing practices

and have a method of independent verification described.

B. Any specified item that does not satisfy the requirements of this specification shall be

replaced, upgraded, or added by the contractor as necessary to correct the noted

deficiencies. After correction of a noted deficiency, re-testing shall be performed to verify

the effectiveness of the corrective action.



Labeling of Communication Infrastructure. Any deviation from the specification must be

approved by HAS IT prior to installation.

END OF SECTION

272133



APPENDIX A WIFI EQUIPMENT SCHEDULE

(EXAMPLE)

Item Qty

LEVEL1 Area A - AP- 225 1

Garage Level 2 IDF 103 - AP - 274 1

END OF APPENDIX A

APPENDIX B

TECHNOLOGY IMPLEMENTATION SCHEDULE

(EXAMPLE) (From Designer) (Contractor Submittal) (Submittal Response)

ITEM Product Description Spec .Ref.

Qty. Procurement

Lead Time

Start Date or

Dependent

Installatio

n Duration

Submittal

Approve

d

Purch.

Auth.

Remarks

1 Aruba Wireless Access

Point AP 225

2.2 4

2 Wireless Access Point En-

closure WA064-CAP

2.2 4

3 Aruba Wireless Access

Point AP 274

2.3 2

4 Aruba Model 7210

Mobility Controller

2.26 2

5 Aruba ClearPass Policy

Manager

2.27 2

6 7 8 9 10 11 12 13

END OF APPENDIX B

DIVISION 28 – IAH TELECOMMUNICATIONS


281300 - 1 08-26-2016

SECURITY SENSITIVE INFORMATION – LAW ENFORCEMENT CONFIDENTIAL. DO NOT PHOTOCOPY.THIS INFORMATION IS

PROTECTED AGAINST DISCLOSURE BY THE PROVISIONS CONTAINED IN THE HOMELAND SECURITY ACT OF 2002, 49 U.S.C. 114(s), AND TSA’S REGULATION IMPLEMENTING THIS AUTHORITY, SET FORTH IN 49 CFR PART 1520.

SECTION 281300

ACCESS CONTROL SYSTEM (REV. 09-14-2015 - SJS)

PART 1 - GENERAL

1.01 SUMMARY

A. Provide all required software and hardware as specified herein to produce complete and

operational access control and alarm monitoring functions for the new cell phone lot.

B. All components listed in this specification may not be required. Exact quantities and

components are to be determined from the contract drawings.

1.02 REFERENCES

A. The publications listed below form a part of this specification. The publications are referred to

in the text by basic designation only.


instructions, or requirements of regulatory agencies shall mean the latest printed edition of each

in effect at the date of contract unless the document is shown dated.

C. Conflicts.



D. References:

1. National Electrical Manufacturers Association (NEMA)

2. American Society for Testing Materials (ASTM)

3. National Electric Code (NEC)

4. Institute of Electrical and Electronic Engineers (IEEE)


1.03 DEFINITIONS


B. EIA – Electronics Industries Alliance

C. IEEE – Institute of Electrical and Electronic Engineers

D. ISO – International Organization for Standardization

E. Multi-path – The possible multiple routes of a single source of RF energy due to reflection,

refraction, or diffraction.

F. NEC – National Electrical Code


281300 - 2 08-26-2016



G. NEMA – National Electrical Manufacturing Association

H. UL – Underwriter’s Laboratories

1.04 SUBMITTALS

A. Qualifications: Demonstrate compliance with requirements of Paragraph 1.06 below.

B. Submit manufacturer’s technical data for each product provided.

C. Submit HAS provided card reader software programming work sheet for each card reader a

minimum of two weeks prior to cut-over of the respective card reader.

D. Submit technical and operations manuals.


device to be installed.

2. Manuals shall include required maintenance to be performed.

3. Manuals shall describe function, operation, and programmable parameters for each card

and port for each device to be installed.

4. Manuals shall include required maintenance to be performed.

5. Manuals shall be suitable for the training of future personnel by the City, and for use as a

reference by currently employed personnel in performing work assignments.



F. Provide as-built drawings.

G. For each active device installed, provide a printed configuration including a printout of the

device as displayed on the network management system. Printed configuration parameters for

each port on the device shall accompany the written report.


A. Perform all work, coordination, systems integration, engineering design, and testing, and shall

provide all products required in order to ensure a fully operative system and proper installation

of equipment. System operability and proper installation shall be verified via completion of the

acceptance test plan.

B. Provide all system documentation and submittals.

C. Provide warranty and maintenance support as specified.

D. Provide and pay for all labor, materials, and equipment.

E. Secure and pay for plan check fees, permits, fees, and licenses necessary for execution of Work

as applicable for the project.


281300 - 3 08-26-2016



F. Give required notices.

G. Comply with all codes, ordinances, regulations, and other legal requirements of public




1. The contractor must be certified by the manufacturer of the products to be installed,

adhere to the engineering, installation and testing procedures, and utilize the authorized

manufacturer components and distribution channels in provisioning this Project.

2. All members of the installation team must be factory certified by the manufacturer(s) as

having completed the necessary training to complete their part of the installation. Written

confirmation of such certification by manufacturer(s) shall be submitted to the Owner if

requested.

3. Contractor shall provide five references for projects completed within the last five years

of approved equivalent scope, type and complexity.

B. Equipment and materials supplied shall be a standard product of manufacturers regularly

engaged in the manufacture and installation of access control systems and shall be the

manufacturer's latest standard design. Items of the same classification shall be identical. This

requirement includes equipment, modules, assemblies, parts, and components. Electrically

powered equipment shall be UL approved. Electronic equipment shall meet the requirements of

CFR 47 Part 15.

C. All hardware, software, firmware, and/or operating system requirements given are the minimum

requirements. The Contractor's product shall meet or exceed these requirements. The product

selected shall meet the operational, functional, and performance requirements specified herein.

Additionally, due to the rapid advancement and antiquation of technology related products, the

supplied product shall be the “contemporary technical equivalent” of that specified.

“Contemporary technical equivalent” shall be based on a comparison of technology at the time

of publication of specification to the technology at the time of the first product submittal. Final

product approval is at the sole discretion of the City.

1.07 WARRANTY

A. Warrant all equipment and work for a period of not less than one year following formal notice

of substantial completion or commencement of beneficial use. The warranty shall ensure that

the installed equipment will conform to its description and any applicable specifications, and

shall be of good quality for the known purpose for which it is intended. The warranty shall

allow for replacement or repair at the discretion of the City Engineer and shall include all

upgrades for firmware and/or operating systems.

B. Software Licenses

1. Required software licenses shall be identified and supplied by the Contractor.

2. All software licenses and warranties shall be registered in the name of Houston Airport

System.


281300 - 4 08-26-2016



1.08 PROCUREMENT

A. Procure equipment specified in this document in order to ensure that the technology is acquired

in a timely fashion, but not outdated by the installation date.

B. The Contractor shall not purchase any materials requiring submittals until the City Engineer

approves the submittal for that material and the Technology Implementation Schedule.

C. All products shall be purchased not earlier than 6 months prior to installation.

1.09 DOOR PERMITTING

A. Contractor is responsible for submitting permit drawings for approval by the City of

Houston permitting office.

B. Contractor is responsible for coordinating the final inspection with the City of Houston

permitting office.

C. Contractor is responsible for all fees and materials required for door permitting.

D. Contractor shall notify Engineer is door configuration is not code compliant.

PART 2 - PRODUCTS

2.01 MATERIALS AND EQUIPMENT

A. All products shall be procured not earlier than 6 months prior to installation as required to

ensure delivery of current technology. Contractor shall warrant that all products will be

supported by the contractor and manufacturer for a minimum of two years following acceptance

by the Owner.

B. Unless otherwise noted, all materials and equipment shall be new, of the type, capacity, and

quality specified and free from defects. Material shall bear the label of, or be listed by the

Underwriters’ Laboratories (U.L.) unless of a type for which label or listing service is not

provided.

C. All equipment listed in this specification may not be required. It is the Contractors

responsibility to determine exact equipment and quantities from the contract drawings.

D. For compatibility and ease of installation, materials shall be of same brand or manufacturer

throughout for each class of material or equipment, wherever possible.

E. All enclosures for all equipment shall be of metal throughout the system unless noted otherwise.

2.02 INTELLIGENT FIELD PANELS (IFP's): The Intelligent Field Panel shall be connected to the

security host, by means of a TCP/IP network. It shall respond to commands from the host. Each


281300 - 5 08-26-2016



IFP shall connect into the TCP/IP network through an Ethernet HUB. The IFP shall forward to

the host information regarding access, status and alarms, which the IFP has gathered from the

readers and sensor devices that the IFP controls. The IFP shall meet or exceed the following

functional requirements: Each IFP shall be identifiable from the central host by means of a

unique IP address. IFPs and associated modules and components shall be manufactured by

Honeywell, no substitution.

A. The IFP shall operate normally as an online device.

B. In its offline mode, the IFP shall be able to save (buffer) 35,000 badge transactions.

C. When the IFP returns to online mode from its stand-alone (offline) mode of operation, the

transactions it stored shall be transmitted to the host during the subsequent polling sequences.

Such transmission shall not impede current transaction processing. Historical activity must be

differentiated from current activity.

D. Any portal controlled by the IFP shall be capable of being opened or closed by the issuance of a

command from the host.

E. Each IFP shall be capable of supporting up to 32 card readers for badge access.

F. The IFP shall support readers, which utilize HAS compatible smart card technology.

G. Time shall be generated locally at each IFP, and the local time shall be capable of being updated

for accuracy from a host master clock at anytime.

H. The IFP shall be in current factory production.

I. The IFP shall include power backup in the form of re-chargeable batteries. In the event of an

AC power failure, the battery backup shall protect any data or software stored in the memory of

the IFP for not less than 1 hour.

J. The IFP shall be installed with capacity to connect one additional card reader for each 3 card

readers installed.

K. Operation from 2 to +43 degrees Celsius, at up to 85% non-condensing relative humidity.

L. Provide each IFP with an enclosure. Enclosures shall be rack mounted if it is determined that

this configuration would result in a more reliable, simple to service, and less costly system.

Remote mounting of these devices is also approved. Provide each enclosure with an integral

tamper alarm switch.

M. The IFP shall be capable of maintaining a database of badge holders, badge holder PINs (user

definable) and their privileges. During degrade mode, the IFP will continue to grant appropriate

accesses for individuals based on this database and shall not degrade the access selection rules.

IFPs are to be capable of maintaining at least 100,000 badge holders.

N. The IFP shall communicate via an Ethernet TCP/IP or RS232 communication data interface.


281300 - 6 08-26-2016



O. Provide the intelligent controller with an Ethernet daughter board, a 3MB memory expansion

module and a daisy-chain harness.

P. Component models:

1. Intelligent Field Panels PW6K1IC

2. Enclosure PW5K1ENC2

3. Enclosure power supply PWHE2PS

4. Dual Reader Module PW6K1R2

5. Input Module PW6K1IN

6. Output relay Module PW6K1OUT

7. Ethernet Daughter Board PW5K1EN

8. 3MB memory Expansion PW5K1M4

9. Daisy-chain harness PW5K1DCC

2.03 CARD READERS: Provide iCLASS Elite Contactless Smart Card readers, NO EXCEPTIONS,

as shown on the drawings. Card readers shall be "single-package" type, combining controller,

electronics and antenna in one package, in the following configurations:

A. R40 - Contactless Smart Card Reader, Wall Mounting (Single-Gang Mounting Applications):

1. Provide “single-gang” mounting style contactless smart card readers for wall mounting,

vehicle stanchions and pedestals, and where shown on plans.

2. The reader shall be of potted, polycarbonate material, sealed to a NEMA rating of 4X

(IP65).

3. The reader shall contain an integral magnet for use with an external magnetic reed switch

to provide tamper protection when connected to an external alarm system.

4. The reader shall be UL/C 294 listed, and shall be FCC and CE certified, and shall

conform to the following ISO Standards: 15693 (read-only), 14443A (CSN read-only),

and 14443B2 (read-only).

5. Transmit Frequency: 13.56 MHz

6. The reader shall have an approximate read range of 1”- 4.5” when used with the

compatible access card.

7. The reader shall require that a card, once read, must be removed from the RF field for

one second before it will be read again, to prevent multiple reads from a single card

presentation and anti-passback errors.

8. The reader shall be capable of reading access control data from any iCLASS contactless

smart card or equivalent, and transmitting that data in SIA standard Wiegand format.

9. The reader shall be capable of reading the CSN (card serial number – a permanent,

unique identification number) from any MIFARE card using the S50 chip or

equivalent, and transmitting that data in SIA standard Wiegand format.

10. The reader shall have a Wiegand output port and shall operate under internal control for

read-only access control applications.

11. The reader shall have separate terminal control points for the green and red LED’s, and

for the audible indicator.

12. The reader shall have multiple LEDs for increased visibility.

13. The reader shall have an audio transducer capable of providing unique tone sequences for

various status conditions.


281300 - 7 08-26-2016



14. The reader shall have a configurable hold input, which when asserted shall either buffer a

single card read or disable the reader, until the line is released. This input may be used

for special applications or with loop detectors.

15. Access control data shall be protected using 64-bit diversified security keys, encrypted

RF data transmission, and mutual authentication using a proprietary symmetrical key-

based algorithm.

16. Security keys in the cards and readers shall be required to match, and may be customized

for individual sites by using the iCLASS CP400 Access Credential Encoder (or

equivalent) or by special order from the factory.

17. The reader shall have flash memory to allow future feature enhancements to be added in

the field.

18. The reader shall have a lifetime warranty against defects in materials and workmanship.

19. Color shall be black.

20. HID R40, no substitutions.

2.04 DOOR POSITION SWITCHES

A. Recessed Door Position Switch

1. Construction - totally encapsulated brushed housing.

2. Life Expectancy - Greater than 10,000,000 cycles.

3. Gap distance - 5/8" or greater for contacts on pedestrian doors; 2" or greater for overhead

doors.

4. UL listing - UL listed 634 for use with security systems.

5. The door position switch shall be recessed, normally closed, with a wide gap.

6. Sentrol 1078W-N or Department of Aviation approved equivalent substitute.

B. Overhead Door Position Switch

1. Construction: Aluminum

2. Contact Configuration: N.O, SPDT

3. Environmental Specifications: Hermetically Sealed Reed Switch Encapsulated in

Polyurethane

4. Lead Type: 3/16 Armored (A) Stainless Steel Cable with Wire Leads

5. Sentrol 2200 Series or Department of Aviation approved equivalent substitute.

C. Surface Mounted Door Position Switch

1. Construction: Aluminum

2. Electrical Configuration: SPDT

3. Lead Type: 3’ 3/16” Armored Cable

4. Sentrol 2505-A Series or Department of Aviation approved equivalent substitute

2.05 ELECTRIC LOCKS

A. Electrified Mortise Lock:

1. Replaceable breakaway spindle.

2. Solid stainless steel 1.5” deadbolt with 1” throw.

3. Reversible handing without disassembly (lock case is not required to be opening in order

to reverse).


281300 - 8 08-26-2016



4. Universal lock chassis.

5. Free-wheeling lever to resist force when locked.

6. Independent heavy duty spring cage for level support.

7. Interchangeable core compatible with master keying, grand master keying and

construction keying. Furnish core that is compatible with existing HAS Master cores

(Best Series V Core).

8. Furnish with ADA compliant lever set that is consistent with building standards.

9. Lockset shall include request-to-exit feature and fail secure design.

10. Furnish with switch for monitoring of the retractor crank. Switch to be activated when

rotation of the lever rotates the retractor hub.

11. Inside lever must allow immediate egress.

12. Electric Lock: Best Model 45 or Department of Aviation approved equivalent.

B. Electric Strikes

1. Stainless Steel ANSI size Faceplate

2. Frame Type - Hollow Metal or Aluminum

3. Corrosion - Resistant case and moving parts

Tamper Strength Test - 1700 lbs (765kg)

4. Cycle Test 500,000 cycles

5. Keeper Depth - 5/8” Maximum Latch Projection possible with 1/8” Door/Frame

Clearance - 3/4''

6. Strike Depth 1.50'' Overall

7. Handed - When ordering indicate RH or LH

8. ANSI/BHMA A 156.5 (1-1/4'' x 4-7/8''), fits cutout Specification A 115.1 (with slight

jamb modification)

9. Keeper Opening 3/8'' below center line

Electric Stike: ROFU or approved Department of Aviation approved equal.

C. Electric Power Transfer: The electrical power transfer shall provide a means of transferring

electrical power from a door frame to the edge of a swinging door. Provide with the following

minimum features:

1. The unit shall be completely concealed when the door is in the closed position.

2. The unit shall provide access for up ten (10) 24 AWG wires, up to1 amp at 24VDC with

a maximum surge of 16 amps.

3. The unit shall be UL listed for use on fire doors.

4. Standley model EPT-10 or Department of Aviation approved equivalent substitute.

5. Electrified hinges shall not be acceptable.

2.06 LOCK POWER SUPPLIES

A. Rack Mounted Power Supply: Provide 24VDC power supply

1. 10 amp @ 24VDC output.

2. 3.5 amp max. current per output.

3. Eight (8) fuse protected non-power limited outputs.

4. 115VAC 50/60Hz. Input

5. Filtered and electronically regulated outputs.

6. Short circuit and thermal overload protection.


281300 - 9 08-26-2016



7. Removable terminal blocks with locking screw flange.

8. Built-in charger for sealed lead acid or gel type batteries.

9. Zero voltage drop upon transfer to battery backup.

10. Automatic switch over to stand-by battery when AC fails.

11. AC fail, low battery and battery presence supervision.

12. Individual output status LEDs located on the front panel.

13. Wall mounted

14. Altronix AL1024ULXPD8 or Houston Airport System approved equivalent substitute.

2.07 ASSISTANCE PHONE STATION

A. Provide all software and licenses necessary to expand the existing Talk-A-Phone assistance

phone system to incorporate the equipment for this project.

B. Assistance phone station towers shall be the Talk-A-Phone ETP-MT/R-OP2 tower with120

VAC blue light. CCTV camera to be provided and installed by 282300.

C. Provide Talk-A-Phone VOIP-500D dual button phone assistance phone station mounted to the

tower.

D. The assistance phone stations shall connect to the access control system to allow the access

control system to monitor the activation of the “emergency” call button. When this button is

activated it shall cause an alarm event on the access control system and cause the assistance

phone station blue light to activate.

2.08 SECURITY CABLE: Cable between individual security devices shall consist of multi-

conductor cable with an PVC outside jacket rated for the environment installed. The cables

shall consist of the following:

A. Un-powered fied devices shall be 2C, 20 AWG stranded unshielded.

B. Powered field devices shall be 4C, 20 AWG stranded unshielded.

2.09 COMPOSITE SECURITY CABLE: Cable between controlled portals and IFPs shall consist of

multiple conductor cable bundles affixed together via a central spline. The conductor bundles

shall consist of the following:

A. 4C, 18 AWG 16/30 STR, shielded

B. 3P, 22 AWG 7/30 STR, shielded

C. 2C, 22A AWG 7/30 STR, shielded

D. 4C, 22 AWG 7/30 STR, shielded


281300 - 10 08-26-2016



E. The composite access control cable shall be Genesis 3295 or approved equivalent for cables up

to 150 feet in length.

1. Cables between controlled portals and IFPs with lengths from 150 to 240 feet shall

include an additional one (1) 16 AWG 2/C Shielded CMP-CL2P, Genesis 3225 by

contractor used for lock power.

2. Cables between controlled portals and IFPs between 240’ and 400’ shall include an

additional (1) 12 AWG 2/C STR Shielded CMP-CL2P Genesis 3225 by contractor.

PART 3 EXECUTION

3.01 INSTALLATION



B. System installation and construction methods shall conform to the requirements of the Federal

Communications Commission.

C. Install all system components including furnished equipment, and appurtenances in accordance

with the manufacturer's instructions, and adjustments required for a complete and operable

system.

D. Grounding shall be installed as necessary to preclude ground loops, noise, and surges from

adversely affecting system operation.

E. Coordinate with Owner to obtain inspection and approval of all cable raceway prior to

installation of cable.


A. The Contractor shall be responsible for any and all loss or damage in the shipment and delivery

of all material until transfer of title to the City.


A. Unless otherwise specified herein, or shown on the drawings, provide electrified mortise locks,

electric stikes or electrified panic hardware. Provide electromagnetic locks only upon receipt of

written authorization from HAS.

B. Unless otherwise specified herein, or shown on the drawings, provide end-of-line resistor packs

at field device (door position switched, tamper switches, duress alarm switches, etc.) contacts as

required for continuous supervision of field device cable. Resistor packs shall be located to

maximize cable supervision. Resistor packs shall be configured to produce discreet

annunciation of open and short conditions.

C. The Contractor shall take all steps necessary to ensure that all public areas remain clear or are

properly marked during installation or maintenance.


281300 - 11 08-26-2016



D. The contractor shall place materials only in those locations that have been previously approved.

The City Engineer shall approve any other locations, in writing.

3.04 CONFIGURATIONS

A. Definitions of the alarm status signals are:

1. Authorized Card – Valid card has been presented. Central System logs event and

approves unlock.

2. Undefined Card – A card that is not in the system has been presented (used to

detect lost or stolen cards). Central System logs event and disapproves unlock

and reports alarm event.

3. Invalid Area – Card has been presented at a reader that is not a part of the readers

assigned to that card. Central System logs event and disapproves unlock and

reports alarm event.

4. Invalid Time Period – Card has been presented at a time that is not defined in the

system as a valid time assigned to that card. Central System logs event and

disapproves unlock and reports alarm event.

5. Expired Card – Card that is presented has been programmed to be inactive after a

specific date. Central System logs event and disapproves unlock and reports

alarm event.

6. Inactive Card – Card that is programmed in the system as inactive is presented.

Central System logs event and disapproves unlock and reports alarm event.

7. Door Held Open Alarm – A door is held open longer than the programmed time.

Alarm event is sent to Central System.

8. Forced Door Alarm – A door that has been opened without presenting a valid card

or PIN code and received an unlock command. Alarm event is sent to Central

System.

9. Door Restore – The door has been closed and condition has returned to normal

and event is sent to Central System.

B. Install each configuration listed below found on drawings with the appropriate

functional description and alarm/status signals.

1. Type 3 – single door, single card reader, door contacts, Mortise locks w/integral

REX, EPT.

3.05 SYSTEM STARTUP






connections.

3. System wiring has been tested and verified as correctly connected as indicated.


281300 - 12 08-26-2016



4. All system grounding and transient protection systems have been verified as properly

installed and connected, as indicated.

5. The City Engineer and the HAS Representative have approved the installation.





A. The contractor shall develop and execute an onsite acceptance-testing program.

B. The plan shall address all requirements identified in this specification and test all contractor

supplied cabling and hardware components. The plan shall follow accepted industry testing

practices and have a method of independent verification described.

C. Any specified item that does not satisfy the requirements of this specification shall be replaced,

upgraded, or added by the contractor as necessary to correct the noted deficiencies. After

correction of a noted deficiency, re-testing shall be performed to verify the effectiveness of the

corrective action.


A. Label each card reader on the card reader spacer. Label shall be permanently engraved on a

lexan back plate. The label shall include the card reader number. Coordinate with HAS for

sample.

3.08 CABLE AND CONDUIT LABELING:


281300 - 13 08-26-2016



IDFD.

337

CR

S0061

IDFD.337 CR S0061

100' 100'

IDFD.337 CR S0061 IDFD.337 CR S0061

CONDUIT LABELING

COMMUNICATIONS

ROOMCARD READER

IFPCR

S0061

IDFD.337 CR S0061 CONDUIT IDFD.337 CR S0061

CABLE LABELING

COMMUNICATIONS

ROOMCARD READER

LABEL CABLE INSIDE OF IFP, WHERE IT CONNECTS TO

CARD READER, AND WHEN NOT IN CONDUIT

3.09 RECORD DRAWINGS

A. Site Prints: Maintain a set of clearly marked black-line prints of the Construction

Documents at the job site which shall be used for recording the work details, final size,

location, interrelation, and similar items of all work under this Division. This set of

Construction Documents shall be corrected daily as the work progresses and shall

clearly indicate all changes to suit field conditions, changes made by “Field Order” or

“Change Order,” accurate dimensions of all buried or concealed work. Precise locations

of all concealed work, locations of all concealed boxes, controls and devices and any

deviations from the work shall be referenced by at least two permanent structure points.

B. Upon completion of work, incorporate into AutoCAD (Ver. 2010) all marks from site

prints and produce two bound sets of draft Record Drawings for use and verification

during acceptance testing. The draft Record Drawings shall utilize the latest

Architectural background drawings and shall incorporate all modified drawings as

outlined in Article 1.04 of this Section, or any other drawings which were developed

during the installation process. Any changes to the required Record Drawings as a

result of acceptance testing shall be redlined on these sets as required.


281300 - 14 08-26-2016



C. Upon completion of acceptance testing, incorporate into CAD files (Ver. 2010) all

marks from the site prints, including any revisions made to the drawings outlined in

Section 1.04 (Submittals) of this Section. Produce one set of clean Record Drawings on

vellum and one complete set of Record Drawings burned to CD-ROM.

END OF SECTION


282300 - 1 08-26-2016

SECURITY SENSITIVE INFORMATION – LAW ENFORCEMENT CONFIDENTIAL. DO NOT PHOTOCOPY.THIS

INFORMATION IS PROTECTED AGAINST DISCLOSURE BY THE PROVISIONS CONTAINED IN THE HOMELAND

SECURITY ACT OF 2002, 49 U.S.C. 114(s), AND TSA’S REGULATION IMPLEMENTING THIS AUTHORITY, SET FORTH IN 49 CFR PART 1520.

SECTION 28 23 00

VIDEO SURVEILLANCE CONTROL AND MANAGEMENT SYSTEM (REV. 09-15-2015-SJS)

PART 1 – GENERAL

1.01 SUMMARY

A. This section includes the performance standards, components, and installation

configurations to install new High Definition and/or Megapixel Cameras. The

work will be performed at the new cell phone lot for the George Bush

Intercontinental Airport (IAH), Houston, Texas.

B. The Video Surveillance System (VSS) components shall include IP High Definition

and IP Megapixel Cameras and the programming / licensing necessary to

incorporate these cameras into the existing digital video management system

(DVMS).

C. Software licensing for the new cameras and new servers shall be included.

D. The video monitoring and retrieval components shall be integrated with the

Airport’s existing Command, Control, and Communications center (C3). Operators

in the C3 shall have the ability to view and retrieve video from any camera

connected to the system, in accordance with these specifications, unless otherwise

specified in the Design Drawings. Alarm events on the Access Control System

(ACS) shall be integrated with NVR cameras as defined by the Houston Airport

System.

1. Provide for adequate time in your proposal to integrate every new camera

with the Access Control System for Alarm Video Call Up and MaxPro

Configuration Arrangements

2. Request for additional funding for system integrations after project award

will be denied.

E. Provide all labor, materials, equipment, services, etc., necessary to furnish, install,

integrate, configure, and commission a complete system to but not limited to:

1. Cameras, housings, lenses, and associated equipment;

2. Video system cabling and conduit;

3. Database and Video Management Software programming;

4. Other associated equipment, as defined within this section.


282300 - 2 08-26-2016




F. All IP Cameras shall conform to the ONVIF or PSIA specification to provide a

common protocol for the exchange of information between network video devices

including automatic device discovery, video streaming, intelligence metadata and

compatibility with the HAS “Honeywell” recording system.

G. These Specifications may include components that are not required. Use drawings

to determine the quantities to be installed. Include in the original bid, all equipment,

software, cabling, connectors, transformers, relays, etc., whether specified here or

not, such that said bid fulfills the intent of these Specifications and renders these

systems functional and fully operational.

H. Related Sections:

1. Section 27 05 26: Telecommunications Grounding and Bonding

2. Section 27 05 28: Interior Communications Pathways

3. Section 27 05 43: Exterior Communications Pathways

4. Section 27 05 53: Identification and Labeling of Communication

Infrastructure

5. Section 27 11 00: Communications Cabinets and Equipment Rooms

6. Section 27 13 00: Communication Media Infrastructure

7. Section 27 15 00: Horizontal Media Infrastructure

8. Section 27 21 00: Data Communications Network Equipment

9. Section 27 22 00: PC, Laptop, and Servers Equipment

1.02 DESCRIPTION OF WORK

A. Provide all labor, materials, appliances, tools, equipment, facilities, and services

necessary for and incidental to performing all operations of this Section,

complete, as shown on the Design Drawings or specified herein. Work includes,

but is not limited to, the following:

1. Furnish, install, integrate, configure, and commission;

a. IP Cameras – New cameras and replacement cameras shall utilize

Systimax CAT6 network cabling (color green). Cabling shall be routed

by conduit (1” min.) to the nearest existing cable tray for termination

on the HAS network switch at the associated IDF as indicated on the

drawings. Camera power shall be “Power over Ethernet” (POE)

provided by an existing or new network switch as indicated on the

drawings.


282300 - 3 08-26-2016




2. Cameras shall be mounted, oriented, and adjusted to provide the best field

of vision possible using the least amount of accessory equipment. All

camera installations shall be done in such a manner as to maximize

aesthetics, equipment, environmental protection, and equipment

vulnerability.

3. Unless otherwise specified, the finish and color of all cameras and

housings shall be as provided by the manufacturer. Exact installation

location for each device may require coordination with the City and/or its

City Engineer.

1.03 REFERENCES AND STANDARDS

A. The references and standards listed herein shall be considered part of this

specification. Bidder and Contractor shall conform to the following references

and standards:

1. Open Network Video Interface Forum (ONVIF) Ver. 2.10, or latest

revision.

2. Physical Security Interoperability Alliance (PSIA) Ver.1.0, IP Media

Device specification, or latest revision.

3. ANSI/TIA/EIA-250-C-1990 Electrical Performance for Television

Transmission Systems, or latest revision.

4. ANSI/ TIA -568-C.0 , Generic Telecommunications Cabling for

Customer Premises, or latest revision

5. ANSI/ TIA -568-C.1 Commercial Building Telecommunications

Standard, or latest revision

6. ANSI/ TIA -568-C.2 Balanced Twisted-Pair Telecommunications

Cabling and Components Standard, or latest revision

7. ANSI/ TIA -568-C.3 Optical Fiber Cabling Components, or latest

revision

8. ANSI/ TIA /EIA-569-B Commercial Building Standard for

Telecommunications Pathways and Spaces, or latest revision


282300 - 4 08-26-2016




9. ISO/IEC 11801International Generic Telecommunications Cabling

Standards or latest revision.

10. National Electric Code (NEC), 2011, or latest revision.

11. Institute of Electrical and Electronic Engineers (IEEE), or latest revision.

12. BICSI, Telecommunications Distribution Methods Manual (TDMM), 12th

Edition.

13. BICSI, Electronic Safety and Security Design Reference Manual

(ESSDRM), second Edition.

B. Conflicts:

1. Between reference requirements and contract documents: Comply with

the one establishing the more stringent requirements.

1.04 SUBMITTALS

A. Shop Drawings and Product Data of the following apparatus, giving full fitness

and other pertinent facts, shall be submitted and approved before equipment is

ordered, built, or installed, including:

1. Manufacturers Data: Submit product literature for each piece of equipment.

Literature to include:

a. Catalog information for all devices and equipment.

b. ONVIF/PSIA Certificate of Conformity for all IP Video Cameras and

Recording Software c. Complete wiring (data and low voltage power) point-to-point diagrams for

all systems and subsystems devices to be included with Operations and

Maintenance (O&M) Manual.

d. Panel diagrams (elevation view) showing configurations of all control

equipment, power supplies, and input/output devices.

e. Functional block diagrams showing integrated relationship of all

equipment, cabling, and termination points on one drawing.

B. Any work which deviates from the drawings or specifications are considered

alternates and must be submitted following section 013323

https://www.bicsi.org/book_details.aspx?Book=ESSDRM-CD-2.0-v2&d=0

https://www.bicsi.org/book_details.aspx?Book=ESSDRM-CD-2.0-v2&d=0


282300 - 5 08-26-2016




C. Materials installed or work performed without approval shall be done at the risk

of the Contractor and the cost of removal of such material or work which is

determined to be unsatisfactory for any reason shall be at the expense of this

Contractor.

D. Site Acceptance Test (SAT) Plan

E. Test Equipment Calibration Certificates

F. Test results

G. Spare parts list and quantities

H. Warranty list with equipment make, model, serial number, commission date,

warranty start date, and, warranty end date. Also, include RMA Procedure and

contact information for warranty claims.

I. Schedule of Unit Price Values

1.05 UNIT PRICING

A. Reference 004100

PART2 – PRODUCTS

2.01 MATERIALS AND EQUIPMENT

A. No products shall be procured earlier than 6 months prior to installation as

required to ensure delivery of current technology. Contractor shall warrant that all

products will be supported by the contractor and manufacturer for a minimum

time period as follows:

1. All Cameras shall carry a minimum 3-year, complete warranty from date of

commission. No charge shall be made to HAS for a warranty claim within the

3-year warranty period.

B. Unless otherwise noted, all materials and equipment shall be new, of the type,

capacity, and quality specified and free from defects. Material shall bear the label

of, or be listed by the Underwriters’ Laboratories (U.L.) unless of a type for

which label or listing service is not provided.


282300 - 6 08-26-2016




C. Not all equipment listed in this specification may be required. It is the Contractors

responsibility to determine exact equipment and quantities from the drawings and

their site survey.

D. For compatibility and ease of installation, materials shall be of same brand or

manufacturer throughout for each class of material or equipment, wherever

possible.

2.02 MANUFACTURERS

A. The following CCTV manufacturers have been approved for use on this project.

However, a single manufacturer, once determined, to maintain architectural and

maintenance continuity shall provide cameras. The contractor must provide a

separate price for each camera solution (4 separate solutions) based one of the

listed manufacturers in a manner that all functional requirements are met and to

ensure compatibility with the HAS recording system manufactured by

“Honeywell”. HAS will have the final approval on the manufacture selected.

B. Unless otherwise noted in the Specifications, no substitutions will be accepted.

1. Camera part numbers are listed in Section 2.04 below to establish a baseline

product and not necessarily required.

2. ONVIF/PSIA conformance is required for all IP cameras.

3. All IP cameras shall have a minimum of two, H.264 video streams.

4. A single manufacture is required for all cameras except assistance phone

camera.

5. Cameras shall be products by Honeywell, unless otherwise noted.

6. Camera lenses shall be products of Honeywell, unless otherwise noted.

7. Camera housings shall be products of Honeywell, unless otherwise noted.

8. Camera power supplies shall be products of Honeywell, Altronix, Securitron

or approved equal.

2.03 USER INTERFACE SOFTWARE:

A. Contractor is responsible to furnish, install, and/or upgrade server and workstation

operating systems compatible with the NVR/VMS application where required.

2.04 CAMERAS

A. High Definition IP Camera Specs: 1. Camera Type 1: (HD IP Fixed Exterior):


282300 - 7 08-26-2016




a. Camera: 720p Day/Night High Definition IP Day/Night Camera b. Lens: 3 to 9 mm F1.4 varifocal lens c. Housing: Vandal Resistant with Tinted Acrylic Dome with wall and pole

mount. 2. Camera Type 2: (HD IP Fixed Interior):

a. Camera: 720p Day/Night High Definition IP Camera b. Lens: 3 to 9 mm F1.4 varifocal lens c. Housing: Vandal Resistant with Tinted Acrylic Dome and wall mount.

High Definition IP Cameras Model Numbers:

MFG TYPE DESCRIPTION MODEL/PART#

HW 1 (HD IP Fixed Ext) HD4MDIH

HW 2 (HD IP Fixed Int) HD45IP

B. The assistance phone camera shall be the Axis P1405-E. Use of any other camera

shall only be done upon written approval from HAS.

2.05 CAMERA POWER SUPPLIES

A. All IP Cameras will be power via a “Power over Ethernet” (POE) network switch

in the IDF as indicated on the drawings.

2.06 POE+ ETHERNET EXTENDER

A. Reference 27 21 00

2.07 POE+ ETHERNET INJECTOR

A. Reference 27 21 00

PART 3- EXECUTION

3.01 CAMERAS

A. Digital cameras and/or streamers (encoders) shall be configured according to the

following criteria:

1. Video Display:


282300 - 8 08-26-2016




a. Live Viewing @ 15fps

2. Image Size/Compression:

a. Standard Definition: (704x480, 4CIF)

b. High Definition: (1920x1080)

c. H.264 low compression

3. Background Recording:

a. Background recording on ALL cameras 24 hours per day 7 days per

week @ 5fps

b. Retain all background recordings on-line for 30 days (720 hours)

4. Alarm/Event Recording:

a. 25 event-activated recordings per camera per day

b. Event-activated recording rate @ 10fps

c. 60 seconds of pre-event record; 60 seconds post-event record

d. Retain all stored video from every camera on-line for 30 days (720

hours)

5. User-Activated Recording:

a. Two user-activated recordings per camera per day. If user activated

recordings for the day are unused, they will be banked for future use

if required.

b. User-activated recording rate @ 10fps

c. 60 seconds of pre-event record; 60 seconds post-event record

d. Retain all stored video on-line for 30 days (720 hours)

B. Install cameras as shown on the Design Drawings. Wall or ceiling mounts shall be

anchored/braced as required, at a height, which shall allow for camera

repositioning. Coordinate mounting heights and views with the City and/or the

City Engineer.

C. All exposed video cabling from wall to camera shall be neatly dressed and

wrapped in black spiral plastic sheath.

D. Label all cameras with VSS ID as programmed into the HAS software system.

Label shall be minimum 14pt font. Use 3-layer engraved lexan label for all

interior cameras. Use metallic die-tapped label for exterior cameras. Label shall

be permanently affixed adjacent to the VSS housing. The label shall be visible

and may not be attached to the camera housing.

E. Label all new and existing VSS conduits in accordance with section 270553. For

existing conduits, labels are required at conduit ends and junction boxes only.


282300 - 9 08-26-2016




F. Label all new and existing VSS cables. Labels shall be vinyl wrap around heat

shrink type that will not fade with minimum 8pt font. Cables shall be labeled

inside each junction box, enclosure and at each end.

G. Label all VSS equipment in accordance with this section.

H. Provide final termination of power to camera as required, and/or control cables,

and terminate at the VSS monitoring equipment locations as designated by the

Design Drawings. Inspect, test, and clean all camera equipment after installation.

I. In order to ensure a complete, functional Dome, for bidding purposes, where

information is not available from the Owner upon request, the worst-case

condition shall be assumed.

1. Interfaces shall be coordinated with the Owner’s representative, where

appropriate.

2. All necessary back boxes, racks, connectors, supports, conduit, cable, and

wire must be furnished and installed to provide a complete and reliable Dome

installation. Exact location of all boxes, conduit, and wiring runs shall be

presented to the Owner for approval in advance of any installation.

3. All conduit, cable, and wire shall be installed parallel and square with building

lines, including raised floor areas. Conduit fill shall not exceed forty percent

(40%). All wires shall be gathered and tied up to create a neat and

professional installation as determined by the HAS inspector.

J. Provide for one adjustment after installation for each camera and lens as a part of

the Bid and ensure that the cable guidelines are followed to allow maximum

distance for relocation if necessary.

K. Coordinate with Owner to obtain inspection and approval of all cable raceway

prior to installation of cable.

3.02 VIDEO DISTRIBUTION QUALITY ASSURANCE

A. Contractor shall test the video distribution channel from every new analog camera

to the input of the streamer, distribution amplifier, or fiber modem (see figure).


282300 - 10 08-26-2016




Figure 3.02A

B. A handheld video signal generator and waveform/vector/picture monitor shall be

purchased, used to test all video channels, and turned over to the airport

maintenance division when complete.

4. Handheld NTSC signal generator – Tektronix TSG95 or equal

5. Handheld waveform monitor – Tektronix WFM90D or equal

C. The following test parameters shall be used to qualify the installation of the new

camera and CCTV cable.

1. Adjust camera to optimal setting and observe peak-to-peak IRC level at the

output of the camera. Record this as Level 1 on spreadsheet. Use UTP balun if

applicable.

2. Connect coaxial cable at camera and record peak-to-peak IRC level at end of

coaxial transmission line in IDF closet as shown in figure 3.3A. Record this as

Level 2 on spreadsheet. Use UTP balun if applicable.

3. Determine % loss with the following formula:

121%

LevelLevelLoss

4. If % Loss is greater than 20%, the installation is unacceptable. Contractor

shall determine discrepancy and retest with Airport representative present.

IDF ROOMFIELD

TESTERCAMERA


282300 - 11 08-26-2016




5. Submit table indicating test results for approval. If test results fail, contractor

is responsible to do whatever steps are required to rectify the problem at their

expense.

D. Contractor shall test the video distribution channel (Category 6 Ethernet Cable)

from every new IP camera to the input of the network switch in the IDF using a

certified Category 6 Test Device.

1. Submit table indicating test results for approval. If test results fail, contractor

is responsible to do whatever is required to rectify the problem at their

expense.

3.03 ACCEPTANCE TESTING AND COMMISSIONING

A. On-Site Acceptance Testing and Commissioning Service:

1. Prepare the Acceptance Test Format for acceptance by the City and/or the

City Engineer prior to commencement of acceptance testing. At a minimum,

test must include: Camera views and NVR settings

2. Perform these on-site acceptance tests with witness by the City and/or the City

Engineer, providing all personnel and equipment necessary to perform these

tests.

3. Provide a hard copy of all system points tested, as well as a letter certifying

100% completeness and operation of this system, with each device listed and

the results of its operational testing (passed or failed).

4. Upon completion of testing, the Contractor and the City and/or the City

Engineer shall sign the Acceptance Test forms documenting system

completion and acceptance. If acceptable by the City and/or the City

Engineer, minor discrepancies will be resolved under project warranties.

3.04 COMMISSIONING SERVICES

A. Program system and perform all required operational checks to ensure that the

system is functioning in full accordance with these Specifications

B. System programming should be complete meeting all user-defined requirements

at time of system acceptance. Provide configuration, programming and

optimization as follows


282300 - 12 08-26-2016




1. Coordinate with designated HAS C3 personnel to confirm programming

requirements for all new cameras. Programming shall include:

a. On-screen camera call-up ID and name.

b. Up to three (3) pre-set pre-position and “home” position(s) for all

motorized cameras.

c. Association of alarm events generated by ProWatch (including AVPS and

RDTS) with one or more cameras as required to initiate any or all of the

following actions:

i. Automatic execution of a pre-position command of one or more

cameras.

ii. Automatic display of one or more cameras, each on a designated

monitor.

iii. Automatic adjustment of recording frame rate from background rate to

alarm rate for each of the cameras receiving alarm events.

iv. Automatic display of a plan drawing (refer to “graphic display

configuration below for additional details) which indicates the physical

location of the camera(s) and associated alarm device(s).

2. Coordinate with designated HAS C3 personnel to configure:

a. Background recording frame rate

b. Alarm recording frame rate

c. Pre and post alarm recording duration

d. Record resolution

e. Display resolution

3. Optimize distribution of video input signals among co-located camera servers

to maximize storage and network efficiency

4. Documentation: Provide Excel file that reflects the following information for

each camera:

a. Camera display name

b. Network switch port number (IDF)

c. Camera server location (MDF)

d. Network switch port number (MDF)

e. Camera server number Background recording frame rate

f. Alarm recording frame rate

g. Pre and post alarm recording duration

h. Record resolution

i. Display resolution

j. Associated ProWatch alarm input name(s)

5. Commissioning:


282300 - 13 08-26-2016




a. Utilizing Excel file described in Paragraph 4 above, participate with

designated HAS C3 personnel during commissioning to confirm accurate

and complete compliance with all requirements described in Paragraphs 1

through 4 above.

b. Coordinate with Contractor field personnel during commissioning to

identify and document any deficiencies (including those associated with

field installation).

c. Prepare punch list to reflect all deficiencies following each commissioning

session

d. Participate with designated C3 personnel to confirm correction of each

deficiency.

e. Obtain signed acceptance from designated C3 personnel for each camera

following correction of any deficiencies.

END OF SECTION

DIVISION 33 – ELECTRICAL SERVICES

JFK Cell Phone Lot

Project No. 721 ELECTRICAL SERVICES

337173-1

09-21-2016

SECTION 33 71 73 ELECTRICAL UTILITY SERVICES

PART 1 - GENERAL


A. Furnish and install electrical service entrance, including: 1. Arrangement with power company for permanent electric service. 2. Secondary service entrance from power company.


A. System Voltage: 277/480 volts, three-phase, four-wire, 60 hertz.

B. Service Entrance: Underground. 1.3 SUBMITTALS

A. Submit product data. 1.4 QUALITY ASSURANCE

A. Install service entrance in accordance with power company's rules and regulations.

PART 2 - PRODUCTS 2.1 METERING EQUIPMENT

A. Coordinate with the power company and provide equipment, conduits, manholes and equipment pads in accordance with power company directives.


A. Make arrangements with the power company to obtain permanent electric service to the project.

B. Provide primary service entrance conduits from power company terminations.

Power company will connect conductors to transformer and provide primary cables.

C. Provide secondary service entrance conduits and wire from power company

transformer to building service entrance equipment.

D. Provide conduit and wiring as directed by power company to remote location for meter.


TXDOT SPECIFICATIONS

DEPARTMENTAL MATERIALS SPECIFICATION TIMBER POSTS AND BLOCKS FOR METAL BEAM

GUARD FENCE

TEXAS DEPARTMENT OF TRANSPORTATION 1 – 3 LAST REVIEWED: NOVEMBER 2014

DMS - 7200

TIMBER POSTS AND BLOCKS FOR METAL BEAM GUARD FENCE

EFFECTIVE DATE: AUGUST 2008

7200.1. Description. This Specification describes the material requirements for round timber posts, rectangular timber posts, and timber blocks for use with metal beam guard fence.

7200.2. Units of Measurements. The values given in parentheses (if provided) are not standard and may not be exact mathematical conversions. Use each system of units separately. Combining values from the two systems may result in nonconformance with the standard.

7200.3. Material Producer List. The Materials and Pavements Section of the Construction Division (CST/M&P) maintains the Material Producer List (MPL) of pre-approved timber treating plants. Only material treated or supplied from sources appearing on the MPL, entitled “Timber Treating Plant and Suppliers,” can be used on Department projects.

The Department reserves the right to conduct random audits of treating plants, to sample materials for testing, and to perform random audits of test reports. Department representatives may sample material from the manufacturing plant, the project site, and the warehouse.

CST/M&P reserves the right to test samples to verify compliance with the requirements of the American Wood Preservers Association's (AWPA) Standard M2, this Specification, and Item 492, “Timber Preservative and Treatment."

7200.4. Material Requirements.

A. Species. Use posts and blocks of Southern Pine, including minor species as defined in ASTM D 1165.

B. Grade. Use Grade No. 1 rectangular posts, as designated by the Southern Pine Inspection Bureau, with a minimum Fb of 3.0 ksi (Load and Resistance Factor Design) or better. The strength value and grading are in accordance with ASTM D 2555 and ASTM D 245.

C. Dimensions.

1. Round Posts. Round posts must conform to the American National Standards Institute (ANSI) Standard 05.1, except as modified herein.

Round posts must have 7-in. minimum diameter at any point, as determined by a circumference-diameter tape.

Do not exceed 8 in. in diameter below the dome for round post.

Do not use round posts where the diameter at the butt round post exceeds the diameter of the top of that post by more than 2 in.

Do not use posts that vary more than 1 in. from the specified length.

ftp://ftp.dot.state.tx.us/pub/txdot-info/cmd/mpl/timber.pdf


GUARD FENCE


2. Blocks and Rectangular Posts. Blocks and rectangular posts must have cross-section of 6 × 8 in., less any routing, notching, or finishing. Do not vary these dimensions by more than 1/4 in.

Do not use posts that vary more than 1 in. from the specified length.

Do not use blocks that vary more than 1/4 in. from the specified length.

D. Manufacture.

1. Posts and Blocks. Drill holes as shown on the plans for all posts and blocks with location tolerance of 1/4 in. in any direction.

2. Posts. Remove outer and inner bark. Trim knots and knobs smooth and flush with the surface.

a. Round Posts. Fabricate round posts with domes. Fabricate domes:

• to be approximately hemispherical in shape with the radius 1/2 the diameter of the post at the base of the domed portion,

• with a smooth finish, and

• with the distance from the top of dome to the base of dome not varying by more than 1 in. at any location.

Smooth shave round posts by machine. Permit no ringing, caused by an improperly adjusted peeling machine. The definition of ground line, for applying the restrictions of ANSI 05.1, is located 3-1/2 ft. from the butt of 6-ft. long round posts and 4-1/2 ft. from the butt of 7-ft. long round posts.

Do not exceed 3-in. diameter for any single knot.

Do not exceed 8 in. for the sum of diameters of all knots greater than 0.5 in. in any 1-ft. section.

Do not allow scars, as defined in ANSI 05.1, if the depth of the trimmed scar is more than 1 in.

b. Rectangular Posts. Rough saw or surface 4 sides, full size, hit-or-miss. Use only one type of surface finish per installation

Do not exceed 2-3/4-in. diameter for any single knot or equivalent displacement on the centerline of the 8-in. face.

Do not exceed 2-in. diameter for any knot or equivalent displacement on the edge of the 8-in. face.

Do not exceed 2-1/4-in. diameter for any single knot or equivalent displacement on the centerline of the 6-in. face.

Do not exceed 1-1/2-in. diameter for any single knot or equivalent displacement on the edge of the 6-in. face.


GUARD FENCE


E. Shape and Straightness. Do not allow posts where a straight line drawn from the center of the top to the center of the butt of any post deviates from the centerline of the post by more than 3/4 in. at any point. Ensure that all posts are free from reverse bends.

F. Splits and Shakes. Do not use posts with splits or ring shakes in the top. Do not use posts with splits in the butt. A single shake in the butt is permitted provided it is not wider than 1/2 the butt's diameter (round posts) or 1/2 the narrowest width (rectangular posts).

G. Blocks. Use blocks of medium grain, with a minimum of 4 rings per inch on one end, and free from splits, shakes, compression wood, or decay in any form. Knots are permitted provided they are sound or firm and are limited in cumulative width to no more than 1/2 the width of the face. Wane or the absence of wood will be limited to 1/3 of the face on no more than 10% of the lot. Grain deviation is limited to 1 in. in 6 in. Rough saw or surface 4 sides, full size, hit-or-miss.

H. Markings. Mark the post-length of 7-ft. long posts for metal beam-guard fence transitions (with thrie-beam rail element) by branding. Use marks that are:

• located within the top 1-ft. region of the post,

• at least 5/8 in. high, and

• visible after installing the metal beam-guard fence transition.

I. Treatment. Treat posts and blocks with preservative in accordance with Item 492, “Timber Preservative and Treatment.” Treated round posts will have a minimum sapwood depth of 1 in. as determined by examination of the tops and bottoms of each post. Before treatment, inspect air-dried or kiln-dried material for moisture content in accordance with American Wood-Preserver's Association, AWPA Standard M2. Conduct tests of representative pieces.

The lot is acceptable when the average moisture content does not exceed 25%. Reject individual pieces that exceed 29% moisture content and remove them from the lot.

7200.5. Archived Versions. Archived versions are available.

Chapter 4 – 8000 Series DMS-8220, Hot Applied Thermoplastic

Departmental Material Specifications 1 08/98 – 04/03

DMS-8220, Hot Applied Thermoplastic

Overview

(Formerly D-9-8220, Hot Applied Thermoplastic).

Effective Date: August 1998 – April 2003.

This specification shall govern for the materials, composition, quality, sampling, and testing of thermoplastic and materials utilized in its application to the roadway surface.

Bidders’ and/or Suppliers’ Requirements

Procurement by the State

All prospective bidders and/or suppliers are notified that, before any bid is considered, the manufacturer of the material proposed for submission shall have submitted a sample of thermoplastic to the Texas Department of Transportation, Construction Division, Materials & Pavements Section, Cedar Park Campus, Bldg. 51, 9500 Lake Creek Parkway, Austin, TX 78717 for evaluation.

This is to ensure that the manufacturer has the technical and production capabilities to produce a material conforming to the requirements of this specification.

Contracts

All contractors and/or suppliers are notified that all thermoplastic pavement marking material and other materials, utilized in the application of thermoplastic markings, shall be manufactured by a company who has previously submitted samples of the material to CST/M&P for evaluation.

This is to ensure that the manufacturer has the technical and production capabilities to produce a material conforming to the requirements of this specification.

Payment

Procurement by the State

Payment for all materials governed by this specification shall be in accordance with provisions in the purchase order awarded by the State.

Contracts

All materials governed by this specification utilized by the Contractor in contract projects will be paid for as prescribed in "Item 666, Reflectorized Pavement Markings" of the TxDOT Standard Specifications for Construction of Highways, Streets, and Bridges.



Sampling and Testing

Sampling and testing shall be in accordance with CST/M&P Manual of Testing Procedures.

Specific tests are normally indicated in conjunction with specific specification requirements. However, TxDOT reserves the right to conduct whatever tests are deemed necessary to identify component materials and verify results of specific tests indicated in conjunction with specification requirements.

Costs of sampling and testing are normally borne by TxDOT; however, the costs of sampling and testing of materials failing to conform to the requirements of this specification shall be borne by the contractor or supplier.

Costs of sampling and testing of failing material shall be assessed at the rate established by the Director of CST/M&P in effect at the time of testing.

Amounts due TxDOT for conducting such tests shall be deducted from monthly or final estimates on contracts or from partial or final payments on direct purchases by the State.

Material Requirements

Thermoplastic pavement marking material shall be a product especially compounded for traffic markings for use on either asphaltic or Portland cement concrete surfaces.

� Each bag shall be clearly marked to indicate color, weight, and lot or batch number (a lot or batch shall be considered as each individual mix or blend that produces a finished product ready for use).

� Each bag shall contain 22.7 kilograms (50 pounds) of material.

� The bag shall be composed of a material that allows it to be put with its contents into the melter for use.

� Notification shall be given to CST/M&P if production lots exceed 2000 kilograms (4,500 pounds).

Pigments

Prime and filler pigments shall, when washed free of resins by solvent washing, pass a U.S. Standard Sieve Number 200, (Test Method "Tex-863-B, Determining Material Characteristics of Thermoplastic Pavement Marking Material") and shall meet the following specific requirements for each pigment.

� Prime Pigments � The white pigment shall be a Rutile Titanium Dioxide. � The yellow pigment shall be a heat resistant medium chrome yellow or other

approved heat-resistant pigment.

� Filler Pigment



� The filler pigment shall be calcium carbonate of 95 percent purity.

Binder

The binder shall consist of a mixture of resins, at least one of which is a solid at room temperature, and high boiling point plasticizers.

At least 1/3 of the binder composition shall be a maleic-modified glyceryl ester of rosin and shall be no less than eight (8) percent by weight of the entire material formulation.

The infrared analysis of the resin extract shall match the spectra on file at CST/M&P in accordance with Test Method "Tex-888-B, Obtaining the Infrared Spectrum of Organic Materials."

Silica

The total silica used in the formulation shall be in the form of glass traffic beads.

Glass Traffic Beads

Drop-on beads shall meet the requirements of Departmental Material Specification "DMS-8290, Glass Traffic Beads."

The glass traffic beads used in the formulation shall meet the following requirements:

� Manufacture � Manufactured from glass � Spherical in shape � Essentially free of sharp angular particles � Essentially free of particles showing milkiness, surface score, or surface scratching � Water-white in color

� Contaminants � Contain less than ¼ of one (1) percent moisture by weight � Be free of trash, dirt, etc. � Show no evidence of objectionable static electricity when flowing through a regular

traffic bead dispenser

� Gradation � Sieve Analysis Test Method "Tex-831-B, Determining the Gradation of Glass

Traffic-Stripe Beads."

Sieve Analysis, Glass Traffic Beads Gradation Requirements Openings Micrometers (U.S. Standard Sieves) Percent Passing

850 (No. 20 Sieve) 100 600 (No. 30 Sieve) 80 - 95



300 (No. 50 Sieve) 15 - 35 150 (No. 100 Sieve) 0 - 4

� Irregular Particles – Glass traffic beads, retained on any screen used to determine gradation requirements, shall not contain more than 30 percent (by weight) irregular particles measured by Test Method "Tex-832-B, Determining the Roundness of Glass Spheres."

� Index of Refraction � Glass traffic beads, when tested by the liquid immersion method at 25 �C (77 °F),

shall show an index of refraction within the range of 1.50 to 1.53.

� Wetting � Glass traffic beads shall be capable of being readily wet with water when tested in

accordance with Test Method "Tex-826-B, Water Absorption Test of Beads."

� Stability � Glass traffic beads shall show no tendency toward decomposition, surface etching,

change in retroreflective characteristics, or change in color after:

Glass Bead Stability Test One (1) hour exposure to concentrated hydrochloric acid at 25 �C (77 �F) Twenty-four (24) hours exposure to weak alkali One hundred (100) hours of Weather-Ometer (Atlas Sunshine Type) exposure, ASTM G 23, Method 1, Type EH.

Finished Product Requirements

Physical Characteristics

Unless otherwise specified, the finished thermoplastic pavement marking material shall be a free flowing granular material.

The material shall remain in the free flowing state in storage for a minimum of six months when stored at temperatures of 38 �C (100 °F) or less. The material shall be readily sprayed through nozzles commonly used on thermoplastic spray equipment at temperatures between 205 and 218 �C (400 to 425 °F).

Toxicity

At temperatures up to and including 230 �C (446 °F), materials shall not give off fumes which are toxic or otherwise injurious to persons, animals, or property.

Material Stability

The material shall not break down or deteriorate when temperatures are held at 205 �C (400 °F) for four hours.



Temperature versus Viscosity Characteristics

The temperature versus viscosity characteristics of the material in the plastic state shall remain constant throughout up to four (4) reheatings to 205 �C (401 °F) and from batch to batch.

Chemical Resistance

The material shall not be adversely altered by contact with sodium chloride, calcium chloride, or other similar chemicals on the roadway surface; by contact with the oil content of pavement materials; or by contact from oil dropping from traffic.

Softening Point

The materials shall not soften at 90 �C (194 °F) when tested by the Ball and Ring Method, ASTM E 28.

Color

The CIE chromaticity coordinates of the material, when determined in accordance with Test Method "Tex-839-B, Determining Color in Reflective Materials," shall fall within an area having the following corner points:

CIE Chromaticity Coordinate Corner Points 1 2 3 4 Brightness x y x y x y x y Y White .290 .315 .310 .295 .350 .340 .330 .360 Min. 65 Yellow .470 .455 .510 .489 .490 .432 .537 .462 45-60

The white and yellow material shall meet the above specified color requirements, for each color, before and after 70 hours of exposure in a Weather-Ometer (Atlas, Sunshine-Type) fitted with an 18-102 (18 minutes of sunshine and rain and 102 minutes of sunshine) cyclic gear. Panels for testing shall be prepared with material as supplied.

Abrasion

Thermoplastic pavement marking material shall have a loss between 4.0 and 12.0 grams when tested for abrasion in accordance with Test Method "Tex-851-B, Evaluating the Abrasion Resistance of Pavement Marking Material," according to steps one (1) through eight (8) of the procedure using the following test parameters:

Abrasion Resistance Test Parameters Test Parameter

Test Distance 127 millimeters (five inches) Blast Pressure 275 kilopascals (40 psi) Sample Angle 10 degrees Blast Media 1200 grams



Uniformity

Material shall be manufactured such that, when sampled in accordance with CST/M&P Manual of Testing Procedures, any 100-gram sample will be representative of the batch or lot of material.

Formula

� Thermoplastic Marking Material

Thermoplastic Marking Material White Percent by Weight Yellow Percent by Weight

Binder 18 – 23 Binder 18 – 23 Titanium Dioxide 12 – 15 Medium Chrome Yellow 10 – 15 Calcium Carbonate 20 – 42 Calcium Carbonate 20 – 42 Glass Traffic Beads 30 – 45 Glass Traffic Beads 30 – 45

Total 100 Total 100

NOTE: The above requirements shall be determined by testing in accordance with Test Method "Tex-863-B, Material Characteristics of Thermoplastic Pavement Marking Material."

540

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Item 540

Metal Beam Guard Fence

1. DESCRIPTION

Furnish, install, replace, or adjust metal beam guard fence consisting of metal beam rail elements, hardware, blocks, and support posts.

2. MATERIALS

Provide samples of metal beam rail elements, terminal sections, bolts, and nuts for compliance testing according to Tex-708-I and Tex-713-I to verify physical and chemical properties meet AASHTO M 180 when directed.

Obtain materials at the locations shown on the plans when the plans designate that the Department will furnish materials.

2.1. Metal Beam Rail Elements. Furnish new metal beam rail elements, transitions, anchor sections, and terminals that meet the requirements of Table 1 and are from a manufacturer on the Department’s MPL of rail element manufacturers.

Type I or II is required, unless otherwise shown on the plans. Base metal for metal beam rail elements must not contain more than 0.04% phosphorous or more than 0.05% sulfur.

Warped or deformed rail elements will be rejected.

Table 1 Rail Element Requirements

Specification AASHTO M 180

Class A— Base metal nominal thickness 0.105 in. B— Base metal nominal thickness 0.135 in.

Type I— Zinc-coated 1.80 oz. per square foot minimum single-spot. II— Zinc-coated 3.60 oz. per square foot minimum single-spot. IV— Weathering Steel (required when shown on the plans).

Shape W-Beam Thrie Beam W-Beam to Thrie Beam Transition

Markings

Permanently mark each metal beam rail element with the information required in AASHTO M 180. In addition, permanently mark all curved sections of metal beam rail element with the radius of the curved section in the format “R=XX ft.” Markings must be on the back of the metal beam rail section away from traffic and visible after erection.

2.2. Posts. Furnish new round timber, rectangular timber, or rolled steel section posts in accordance with details shown on the plans and the following requirements:

2.2.1. Timber Posts. Meet the requirements of DMS-7200, “Timber Posts and Blocks for Metal Beam Guard Fence.” Purchase from a manufacturer or supplier on the Department’s MPL of timber treating plants and suppliers.

2.2.2. Steel Posts. Provide rolled sections conforming to the material requirements of ASTM A36. Drill or punch posts for standard rail attachment as shown on the plans. Galvanize according to Item 445, “Galvanizing.” Low-fill culvert posts may be fabricated as galvanized “blanks” with the rail hole and the final height field

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/700-I_series/pdfs/str708.pdf

http://ftp.dot.state.tx.us/pub/txdot-info/cst/TMS/700-I_series/pdfs/str713.pdf

http://ftp.dot.state.tx.us/pub/txdot-info/cst/DMS/7000_series/pdfs/7200.pdf

540

744

fabricated. Treat all exposed post surfaces caused by the field fabrication in accordance with Section 445.3.5., “Repairs.”

2.3. Blocks. Furnish new rectangular timber or composite blocks in accordance with details shown on the plans and the following requirements:

2.3.1. Timber. Meet the requirements of DMS-7200, “Timber Posts and Blocks for Metal Beam Guard Fence.” Purchase from a manufacturer or supplier on the Department’s MPL of timber treating plants and suppliers.

2.3.2. Composite. Meet the requirements of DMS-7210, “Composite Material Posts and Blocks for Metal Beam Guard Fence.” Purchase from a manufacturer on the Department’s MPL of composite material blocks and posts.

2.4. Fittings. Furnish new fittings (bolts, nuts, and washers) according to the details shown on the plans and galvanized according to Item 445, “Galvanizing.”

2.5. Terminal Connectors. Furnish new terminal connectors, where required, meeting the material and galvanizing requirements specified for metal beam rail elements.

2.6. Concrete. Furnish concrete for terminal anchor posts meeting the requirements for Class A concrete as required in Item 421, “Hydraulic Cement Concrete.”

2.7. Curb. If indicated in the details, furnish the curb shown with metal beam guard fence transition as required by Item 529, “Concrete Curb, Gutter, and Combined Curb and Gutter.”

2.8. Terminal Anchor Posts. Furnish new terminal anchor posts from steel conforming to the material requirements of ASTM A36. Fabricate posts according to Item 441, “Steel Structures.” Galvanize terminal anchor posts after fabrication according to Item 445, “Galvanizing.”

2.9. Driveway Terminal Anchor Posts. Furnish new terminal anchor posts from steel conforming to the material requirements of ASTM A36. Fabricate posts according to Item 441, “Steel Structures.” Galvanize terminal anchor posts after fabrication according to Item 445, “Galvanizing.”

2.10. Downstream Anchor Posts. Furnish new terminal anchor posts consisting of new rectangular timber and new steel foundation tubes according to details shown on the plans.

2.11. Downstream Anchor Hardware. Furnish new hardware (brackets, plates, struts, cable, etc.) according to the details shown on the plans and galvanized according to Item 445, “Galvanizing.”

2.12. Controlled Released Terminal (CRT) Posts. Furnish new CRT posts according to the details shown on the plans and conforming to the requirements of DMS-7200, “Timber Posts and Blocks for Metal Beam Guard Fence.” Purchase from a manufacturer or supplier on the Department’s MPL of timber treating plants and suppliers.

3. CONSTRUCTION

Install posts and rail elements according to details shown on the plans.

3.1. Posts. Install posts by either drilling or driving.

3.1.1. Drilling. Drill holes and set posts plumb and firm to the line and grade shown. Backfill posts by thoroughly compacting material to the density of adjacent undisturbed material.

3.1.2. Driving. Drive posts plumb with approved power hammers (steam, compressed air, vibratory, or diesel) or gravity hammers to the line and grade shown while preventing damage to the post. Use pilot holes when required and approved. Determine the size and depth of pilot holes based on results of the first few posts




540

745

driven. Thoroughly tamp loosened soil around the post, fill voids with suitable material, and thoroughly compact to the density of adjacent undisturbed material.

3.2. Rail Elements. Erect metal beam rail elements to produce a smooth, continuous rail paralleling the line and grade of the roadway surface or as shown on the plans. Bolt rail elements end-to-end and lap splices in the direction of traffic. Field-drill or punch holes in rail elements for special details, only when approved.

3.3. Short Radius. Special rail fabrication with a required radius must be as shown on the plans.

3.4. Terminal Anchor Posts. Embed terminal anchor posts in concrete, unless otherwise shown on the plans.

3.5. Galvanizing Repair. Repair all parts of galvanized steel posts, washers, bolts, and rail elements after erection where galvanizing has become scratched, chipped, or otherwise damaged. Repair in accordance with Section 445.3.5., “Repairs.”

3.6. Guardrail Adjustment. Work includes vertical adjustment, horizontal shift, and overlap of the rail element to meet the detail shown on the plans.

3.7. Curb. If indicated in the details, construct the curb shown with metal beam guard fence transition as required by Item 529, “Concrete Curb, Gutter, and Combined Curb and Gutter.”

3.8. Driveway Terminal Anchor Posts. Embed terminal anchor posts in concrete, unless otherwise shown on the plans.

4. MEASUREMENT

4.1. Guard Fence. Measurement will be by the foot of fence. Fence will be measured on the face of the rail in place, from center-to-center of end splice locations.

4.2. Terminal Anchor Sections. Measurement will be by each section, complete in place, consisting of a terminal anchor post and one 25-ft. section of rail element.

4.3. Transitions. Transitions for rail connection will be measured by each transition.

4.4. Short Radius. Measurement will be by the foot to the nearest whole foot along the face of the rail in place, from beginning of radius (first CRT post) to the end of radius.

4.5. Driveway Terminal Anchor Section. Measurement will be by each section, complete in place, consisting of a driveway terminal anchor post and one 6-ft. section of rail element.

4.6. Downstream Anchor Terminal. Measurement will be by each section, complete in place, consisting of one W-Beam end section, 2 downstream anchor posts, and one rail section.

4.7. Long Span System. Measurement will be by the foot of fence. Fence will be measured on the face of the rail, in place, between the first CRT and last CRT posts in the system.

5. PAYMENT

The work performed and material furnished in accordance with this Item and measured as provided under “Measurement” will be paid at the unit price bid for “Metal W-Beam Guard Fence” of the post type specified; “Metal Thrie Beam Guard Fence” of the post type specified; “Terminal Anchor Section”; “Metal Beam Guard Fence Transition” of the type specified; “Metal W-Beam Guard Fence Adjustment”; “Metal Thrie Beam Guard Fence Adjustment”; “Terminal Anchor Section Adjustment”; “Transition Adjustment”; “Short Radius”; “Driveway Terminal Anchor Section; “Downstream Anchor Terminal”; or “Metal Beam Guard Fence (Long Span System).” When weathering steel is required, Type IV will be specified.

540

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Samples furnished to the Department for testing purposes, special backfill materials, and concrete curbs will not be paid directly but are subsidiary to this Item.

5.1. Guard Fence. The price bid for “Metal W-Beam Guard Fence” or “Metal Thrie Beam Guard Fence” is full compensation for materials, hauling, erection, setting posts in concrete, blocks, driving posts, excavating, backfilling, equipment, labor, tools, and incidentals.

5.2. Terminal Anchor Section. When a separate bid item is specified, the price bid for “Terminal Anchor Section” is full compensation for furnishing the rail element, anchor assembly, terminal anchor post, and foundations; installing the rail element anchor assembly and the terminal anchor post and foundations; excavation and backfilling; and equipment, labor, tools, and incidentals.

5.3. Transition. The price bid for “Metal Beam Guard Fence Transition” is full compensation for furnishing nested sections of Thrie Beam; nested sections of W-Beam; Thrie Beam to W-Beam transitional rail piece, posts, concrete, curb, and connections to W-Beam guard fence and bridge rails; Thrie Beam terminal connectors; excavation and backfilling; and equipment, labor, tools, and incidentals.

5.4. Guardrail Adjustment. The price bid for “Metal W-Beam Guard Fence Adjustment,” “Metal Thrie Beam Guard Fence Adjustment,” “Terminal Anchor Section Adjustment,” and “Transition Adjustment” is full compensation for furnishing materials not supplied by the Department, drilling holes in posts, hauling, erection, blocks, excavation, backfill, cleaning, salvaging materials, setting rail element anchor assembly and terminal anchor post, removal of rail element, concrete, curb, equipment, labor, tools, and incidentals.

5.5. Short Radius. The price bid for “Short Radius” is full compensation for furnishing special rail fabricated metal beam guard fence, CRT posts, steel posts, sand barrels, end terminal, cable anchor, materials, hauling, erection, blocks, driving posts, excavating, backfilling, equipment, labor, tools, and incidentals.

5.6. Driveway Terminal Anchor Section. The price bid for “Driveway Terminal Anchor Section” is full compensation for furnishing the rail element, driveway anchor assembly, driveway terminal anchor post, and foundations; installing the rail element anchor assembly and the driveway terminal anchor post and foundations; excavation and backfilling; and equipment, labor, tools, and incidentals.

5.7. Downstream Anchor Terminal. The price bid for “Downstream Anchor Terminal” is full compensation for furnishing the rail element, W-Beam end section, guardrail anchor bracket, shelf angle bracket, channel strut, downstream anchor posts, breakaway cable terminal (BCT) cable anchor assembly, and foundations; installing the BCT cable anchor assembly and the downstream anchor post and foundations; excavation and backfilling; and equipment, labor, tools, and incidentals.

5.8. Long Span System. The price bid for “Metal Beam Guard Fence (Long Span System)” is full compensation for furnishing the rail element, CRT posts, materials, hauling, erection, blocks, driving posts, excavating, backfilling, equipment, labor, tools, and incidentals.

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Item 542

Removing Metal Beam Guard Fence

1. DESCRIPTION

Remove existing metal beam guard fence and store at locations shown on the plans or as directed.

2. CONSTRUCTION

Remove rail elements in original lengths. Remove fittings from the posts and the metal rail and then pull the posts. Do not mar or damage salvageable materials during removal.

Completely remove posts and any concrete surrounding the posts. Furnish backfill material and backfill the hole with material equal in composition and density to the surrounding soil unless otherwise directed.

Cut off or bend down deadman eyebolts to an elevation at least 1 ft. below the new subgrade elevation and leave in place along with the deadman.

Neatly stack salvaged materials to be retained by the Department at designated sites shown on the plans. Properly dispose of unsalvageable materials in accordance with federal, state, and local regulations. Repair or replace Contractor-damaged salvageable material at the Contractor’s expense.

3. MEASUREMENT

This Item will be measured by the foot for “Remove Metal Beam Guard Fence” in its original position. Measurement will be made along the face of the rail, in place, including metal beam guard fence transitions, from center-to-center of end posts and from terminal points shown on the plans.

When “Remove Terminal Anchor Section” is specified as a separate bid item, measurement will be made for each removed section. A terminal anchor section consists of one post, one 25-ft. rail element, and associated hardware.

When “Remove Downstream Anchor Terminal” is specified as a separate bid item, measurement will be made for each removed section. Downstream anchor terminal consists of 2 posts, 1 section, and associated hardware.

4. PAYMENT

The work performed and measured as provided under “Measurement” will be paid at the unit price bid for “Remove Metal Beam Guard Fence,” “Remove Terminal Anchor Section,” and “Remove Downstream Anchor Terminal.” This price will be full compensation for removing materials; loading, hauling, unloading, and storing or disposal; furnishing backfill material; backfilling postholes; and equipment, labor, tools, and incidentals.

Removal of curb associated with the metal beam guard fence transitions will not be paid directly but will be subsidiary to this Item.

550

753

Item 550

Chain Link Fence

1. DESCRIPTION

Furnish, install, remove, repair, or replace chain link fence and gates.

2. MATERIALS

Furnish certification from the chain link fence materials manufacturer stating that all fencing materials comply with the requirements of this Item before installation of the fence. Use only new materials.

2.1. General. Furnish materials in accordance with the following:

Item 421, “Hydraulic Cement Concrete,” Class B

Item 445, “Galvanizing”

2.2. Wire Fabric. Provide wire fabric with:

9 gauge (0.148 in. diameter) steel wire with a minimum breaking strength of 1,290 lb. meeting

ASTM A392 Class I or ASTM A491;

mesh size of 2 in. ±1/8 in. between parallel wires with at least 7 meshes in a vertical dimension of 23 in.

along the diagonals of the openings; and

knuckled selvages at the top and bottom edge of the fabric, unless otherwise shown on the plans.

2.3. Posts. Provide posts of the size and weight shown on the plans. Do not provide rerolled or open-seam posts. Use material for all posts meeting ASTM F1043 Group 1A Regular Grade or Group 1C High Strength.

2.4. Post Caps. Provide malleable iron post caps designed to exclude all moisture. Furnish barbed wire support arms integral with the post caps if barbed wire is shown on the plans. Furnish post caps with an opening for the top rail if top rail is shown on the plans. Post caps must have a 2-in. skirt.

2.5. Gates. Provide gates fabricated from round sections of pipe of the size and weight shown on the plans. Use material for all gate pipes meeting ASTM F1043 Group 1A Regular Grade or Group 1C High Strength. For each gate, include:

corner and tee fittings of malleable iron or pressed steel with means for attaching diagonal bracing

members;

hinges of malleable iron allowing a full 180° swing, easily operated by one person;

ball-and-socket-type bottom hinges that do not twist or turn from the action of the gate and prevent the

closed gate from being lifted off the hinges;

a positive stop that prevents any portion of the gate from swinging over an adjacent traffic lane;

malleable iron pulley systems for roll type gate (only when required);

diagonal braces consisting of 3/8-in. diameter cable with turnbuckles, 2 to each gate frame, and, for

vehicle gates, a vertical pipe brace of the size and weight shown on the plans at the center of each gate

leaf;

latches of malleable iron or steel for single gates with a single-fork latch and padlock eye that will keep

the gate closed;

2 fork latches mounted on a center plunger rod with a padlock eye for double-leaf gates;

holdbacks for each leaf of vehicular gates, with a semi-automatic holdback catch anchored at least

12 in. into a 12-in. diameter by 24-in. deep concrete footing; and

550

754

a malleable iron center rest, designed to receive the plunger rod anchored as shown on the plans for all

double-leaf gates.

2.6. Top Rail. Use material meeting ASTM F1043 Group 1A or 1C for all top rail pipes. Provide 1.660 in. OD top rail manufactured from Group 1A standard weight (Schedule 40) steel pipe weighing 2.27 lb. per foot or from Group 1C high-strength pipe weighing 1.84 lb. per foot when shown on the plans. Provide pipe in sections at least 18 ft. long joined with outside steel sleeve couplings at least 6 in. long with a minimum wall thickness of 0.70 in. Use couplings designed to allow for expansion of the top rail.

2.7. Tension Wire. Use 7 gauge (0.177-in.) carbon steel wire with a minimum breaking strength of 1,950 lb. for the bottom edge of all fence fabric, and for the top edge of fence fabric when a top rail is not specified.

2.8. Truss Bracing. Provide truss bracing as shown on the plans.

2.9. Cables. Provide 7-wire strand cables manufactured of galvanized annealed steel at least 3/8 in. in diameter.

2.10. Barbed Wire. Provide 3 strands of twisted 12.5 gauge barbed wire with 2-point, 14 gauge barbs spaced approximately 5 in. apart conforming to ASTM A121 or ASTM A585 when specified on the plans.

2.11. Barbed Wire Support Arms. Provide support arms at an angle of 45° from vertical, with clips for attaching 3 strands of barbed wire to each support arm and sufficient strength to support a 200-lb. weight applied at the outer strand when barbed wire is specified on the plans.

2.12. Stretcher Bars. Provide stretcher bars made of flat steel at least 3/16 × 3/4 in. and not more than 2 in. shorter than the fabric height. Provide one stretcher bar for each gate and end post and 2 stretcher bars for each corner and pull post.

2.13. Grounds. Provide copper-clad steel rods 8 ft. long with a minimum diameter of 5/8 in., or other UL-listed ground rods.

2.14. Miscellaneous Fittings and Fasteners. Furnish enough fittings and fasteners to erect all fencing materials in a proper manner. Furnish fittings for posts from pressed or rolled steel, forged steel, malleable iron or wrought iron of good commercial quality spaced as shown on the plans.

2.15. Coatings. Hot-dip galvanize all materials unless specified otherwise in this Item or on the plans. Fabric, tension wire, and barbed wire may be aluminum-coated or alloy-coated if approved. Additionally coat all material except bolts, nuts, washers, and pipe material with thermally fused polyvinyl chloride (PVC) in accordance with ASTM F668, Class 2b, meeting the specified color when shown on the plans.

2.15.1. Fabric.

2.15.1.1. Galvanizing. Hot-dip galvanize in accordance with ASTM A392, Class I.

2.15.1.2. Aluminum Coating. Aluminum-coat in accordance with ASTM A491.

2.15.1.3. Alloy Coating. Coat with zinc-5% aluminum-mischmetal alloy (Zn-5A1-MM) in accordance with ASTM F1345, Class I.

2.15.2. Posts, Braces, and Gates.

2.15.2.1. Standard Weight (Schedule 40) Pipe. Hot-dip galvanize inside and outside according to ASTM F1043 (1.8 oz./sq. ft. galvanized zinc weight).

2.15.2.2. High Strength Pipe. Hot-dip galvanize before or after forming pipe according to ASTM F1043 Group 1C and as follows:

Outside—minimum 0.9 oz./sq. ft. galvanized zinc weight with a verifiable polymer overcoat.

550

755

Inside—minimum 0.9 oz./sq. ft. galvanized zinc weight before forming, or minimum 0.3 mils zinc-based

coating after forming containing a minimum 90% zinc dust, by weight.

2.15.2.3. Optional Additional Coating. Additionally coat all pipe material with 10 mils minimum thermally fused PVC according to ASTM F1043, meeting the specified color when shown on the plans.

2.15.3. Fittings, Bolts, and Other Miscellaneous Hardware. Galvanize all fittings, bolts, and miscellaneous hardware in conformance with Item 445, “Galvanizing.”

2.15.4. Tension Wire. Zinc-coat tension wire with a minimum coating of 0.80 oz./sq. ft. or aluminum-coat with a minimum coating of 0.30 oz./sq. ft.

2.15.5. Barbed Wire. Zinc-coat barbed wire in accordance with ASTM A121 (0.80 oz./sq. ft.) or aluminum-coat in accordance with ASTM A585 (0.30 oz./sq. ft.).

2.15.6. Pull Cable. Zinc-coat pull cable with a minimum coating of 0.80 oz./sq. ft. of individual-wire surface when tested in conformance with ASTM A116.

3. CONSTRUCTION

Erect the chain link fence to the lines and grades established on the plans. Overall height of the fence when erected is the height above the grade shown.

Repair or replace damaged fence or gates. Remove and replace the post and foundation if posts cannot be repaired by straightening. Return all salvageable material to the location shown on the plans when a fence installation is to be removed in its entirety and not replaced. Backfill all postholes with suitable material. Return the salvaged fence fabric in secured rolls not more than 50 ft. long. Dispose of unsalvageable material.

3.1. Clearing and Grading. Clear all brush, rocks, and debris necessary for the installation of this fencing.

Stake the locations for corner posts and terminal posts unless otherwise shown on the plans. Follow the finished ground elevations for fencing panels between corner and terminal posts. Level off minor irregularities in the path of the fencing.

3.2. Erection of Posts. Install posts as shown on the plans. Plumb and permanently position posts with anchorages firmly set before fabric is placed. Brace corner and pull posts as shown on the plans.

3.2.1. Post Spacing. Space posts as shown in Table 1.

Table 1 Post Spacing and Placement

Post Type Required Spacing or Placement

Line posts no more than 10 ft. apart

Pull posts no more than 500 ft. apart and at each change in direction exceeding 20° vertically

Corner posts at each horizontal angle point

Install cables on all terminal posts and extend to adjacent posts. Install cables on each side of corner and pull posts with a 3/8-in. drop-forged eye-and-eye or eye-and-clevis turnbuckle unless otherwise shown on the plans.

3.2.2. Postholes. Drill holes for concrete footings for all posts to provide footings of the dimensions shown on the plans.

550

756

Penetrate solid rock by at least 12 in. (18 in. for end, corner, gate, and pull posts) or to plan depth where the rock is encountered before reaching plan depth. Drill holes in the solid rock with a diameter at least 1 in. greater than the outside diameter of the post.

Fill the hole in the solid rock with grout consisting of 1 part hydraulic cement and 3 parts clean, well-graded sand after the posts are set and plumbed. If desired, other grouting materials may be used only if approved. Thoroughly work the grout into the hole, leaving no voids. Construct concrete footings from the solid rock to the top of the ground.

3.2.3. Gate Posts. Align the tops of all gate frames with the fencing top tension wire or top rail. Provide vehicular gates that are greater in overall height than the adjacent fencing by the height necessary to extend to within 2 in. of the pavement between the curbs if curbs are shown on the plans.

3.2.4. Concrete Footings. Center posts in their footings. Place concrete and compact by tamping or other approved methods. Machine mix all batches of concrete over 1/2 cu. yd. Hand mixing concrete is allowed on batches under 1/2 cu. yd.

Use forms for footings where the ground cannot be satisfactorily excavated to neat lines. Crown the concrete or grout (for solid rock) to carry water from the post. Keep the forms in place for at least 24 hr. Backfill the footing with moistened material as soon as each form is removed, and thoroughly tamp. Cover concrete with at least 4 in. of loose moist material, free of clods and gravel, immediately after placing concrete. No other curing is required.

Spread all excess excavated and loose material used for curing neatly and uniformly. Remove excess concrete and other construction debris from the site.

3.3. Erection of Fabric. Place the fabric with the cables drawn taut with the turnbuckles after all posts have been permanently positioned and anchorages firmly set. Secure one end and apply enough tension to the other end to remove all slack before making attachments. Cut the fabric and independently attach each span at all corner posts and pull posts unless otherwise shown on the plans.

Follow the finished contour of the site with the bottom edge of fabric located approximately 2 in. above the grade. Grade uneven areas so the maximum distance between the bottom of fabric and ground is 6 in. or less.

Fasten fabric at 12 in. intervals to the top and bottom tension wires between posts. Fasten the fabric in the same manner when top rail is shown on the plans. Fasten the fabric on gate frames to the top and bottom of the frame at 12 in. intervals. Use steel wire fabric ties of 9 gauge steel or larger. Fasten fabric to terminal posts by steel stretcher bars and stretcher bar bands fitted with carriage bolts and nuts of the size and spacing shown on the plans. Use stretcher bars to fasten end posts, pull posts, corner posts, and gateposts with stretcher bar bands at intervals of no more than 15 in. Attach stretcher bars to terminal posts with 1 × 1/8 in. flat steel bands with 3/8-in. carriage bolts at intervals up to 15 in.

3.4. Electrical Grounds. Provide at least one electrical ground for each 1,000 ft. of fence, located near the center of the run. Provide additional grounds directly under the point where power lines pass over the fence.

Vertically drive or drill in the grounding rod until the top of the rod is approximately 6 in. below the top of the ground. Connect a No. 6 solid copper conductor to the rod and to the fence by a UL-listed method so that each element of the fence is grounded.

3.5. Repair of Coatings. Repair damaged zinc coating in accordance with Section 445.3.5., “Repairs.”

4. MEASUREMENT

Chain link fence will be measured by the foot of fence installed, repaired, replaced, or removed, measured at the bottom of the fabric along the centerline of the fence from center to center of posts, excluding gates.

550

757

Gates will be measured as each gate installed, repaired, replaced, or removed.

5. PAYMENT

The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Chain Link Fence (Install)” or “Chain Link Fence (Repair)” of the height specified or “Chain Link Fence (Remove)” and “Gate (Install)” or “Gate (Repair)” of the type, height, and width of opening specified or “Gate (Remove).” Clearing and grading for fencing and gates will not be paid for directly but is subsidiary to this Item.

5.1. Chain Link Fence (Install). This price is full compensation for furnishing and installing fencing, except gates; cleaning, grading, and backfilling; removing and disposing of surplus material; and equipment, labor, tools, and incidentals.

5.2. Chain Link Fence (Repair). This price is full compensation for furnishing materials; repairing or replacing fencing, except gates; cleaning, grading, and backfilling; removing and disposing of surplus or damaged material; and equipment, labor, tools, and incidentals.

5.3. Chain Link Fence (Remove). This price is full compensation for removing all fencing, except gates; cleaning, grading, and backfilling; removing and disposing of surplus material; and equipment, labor, tools, and incidentals.

5.4. Gate (Install). This price is full compensation for installing gate and for providing materials, center anchorages, equipment, labor, tools, and incidentals.

5.5. Gate (Repair). This price is full compensation for repairing or replacing gate and for furnishing materials; removing and disposing of damaged materials; and equipment, labor, tools, and incidentals.

5.6. Gate (Remove). This price is full compensation for removing gate and for materials, equipment, labor, tools, and incidentals.

LANDSCAPING SPECIFICATIONS

George Bush IA-JFK Cellphone Lot August 25, 2016

Tree Treatment 01 5639

BURDITT CONSULTANTS, LLC

SECTION 01 56 39 Tree Treatment

PART 1 – GENERAL

1.1 SUMMARY A. Work includes:

1. Removal operation. 2. Maintenance pruning. 3. Fertilization treatment. 4. Tree protection fencing installation. 5. Mulching operation. 6. Root pruning operation 7. Root pruning/chemical barrier operation. 8. Utility boring operation. 9. Zero curb cut operation 10. Transplant operation. 11. Replacement Planting. 12. Repair/replacement operation. 13. Sidewalk Installation.

B. All Contractors shall meet with the Urban Forester or Owner's Representative to review the Tree Preservation Plan for the site before startup of site work.

C. No site construction shall begin in any areas where tree preservation and treatment measures have not been implemented and approved.

D. Tree preservation and treatment measures shall be reviewed and approved by the Urban Forester or Owner's Representative prior to and immediately following installation.

E. Contractor shall be responsible for compliance to and maintenance of the Tree Preservation Plan.

F. The areas protected by the tree protection fencing are the tree preservation areas. No access to these areas shall be permitted during the construction period without first consulting with the Urban Forester or Owner's Representative.

G. Any roots of preservation trees exposed by construction activity shall be covered with a layer of light topsoil or 10 mil. polyethylene sheeting to prevent desiccation and loss of exposed roots.

H. Any work, excavation, or grading required by construction within the tree preservation areas shall be limited to 2' cut or fill with no roots over ½" being cut. This work shall be by hand or with approved equipment and root protection.

I. Trees damaged or lost due to Contractor's negligence during the construction period shall be appraised by the Urban Forester or Owner's Representative and the Owner compensated.

1.2 RELATED WORK A. Section 328400 Planting Irrigation B. Section 329100 Planting Preparation




PART 2 – PRODUCTS

2.1 MATERIALS

A. Fertilizer - "XL Injecto Feed" (32-7-7), a product of Dogget Corporation, Lebanon, NJ, (800) 448-1862.

B. Mycorrhizal Fungi - MycorTree Ecto-Injectable, a product of Plant Health Care, Inc., (800) 421-9051.

C. Tree Protection Fencing: 1. 4' tall plastic, 1" mesh fence. 2. Iron T-bar posts, 6' tall. 3. Wire, 16 gauge ties.

D. Polyethylene Sheeting: minimum 10 mil. thickness, clear. E. Mulch: First run mulch or site generated mulch. F. Products of the same type from other sources shall not be excluded, provided they have

like physical and functional characteristics and are approved by the Urban Forester or Owner's Representative.

G. Every effort shall be made to utilize chemicals of an organic or biodegradable nature in order to offer the least impact to the environment.

PART 3 – IMPLEMENTATION

3.1 TREATMENTS

A. Removal Operation: (Treatment A). 1. Trees designated to be removed by hand on the Tree Preservation Plan shall be

painted with an "X" by the Urban Forester or Owner's Representative. 2. Designated removal trees shall be replaced on an inch for inch basis for the total

diameter inches removed. 3. Plant replacement trees as near as possible to their original location (See planting

procedure). 4. All tree removals shall be done by a certified Arborist by hand work. 5. All wood and debris from tree removal shall be removed from the site immediately. 6. All stumps shall be ground down to 12" below grade. 7. Any damage to preservation trees occurring during the removal operation shall be

repaired. B. Maintenance Pruning: (Treatment B).

1. Trees to be pruned are designated on the Tree Treatment Schedule and will be identified by the Urban Forester or Owner's Representative.

2. All maintenance pruning work shall be done by a certified Arborist. 3. A Tree Treatment Schedule listing the preservation trees and treatments will be

provided. 4. Pruning shall consist of the following method:

(a) Pruning as defined by the American National Standard for Tree Care Operations - Tree Shrub and Other Woody Plant Maintenance Standards. This would include: (1) Crown raising or clearance pruning shall consist of the removal of the lower branches of a tree to provide clearance for streets and sidewalks while maintaining a balanced form.




(b) All pruning cuts on Oak trees shall be covered with a thin coat of water-based black paint approved by Urban Forester or Owner's Representative if pruning is to occur in April, May, or June.

(c) All wood and debris from pruning operations shall be removed from the site. C. Fertilization Treatment: (Treatment C).

1. Preservation trees shall be treated as designated on the Tree Treatment Schedule. 2. Injection of the fertilizer into the root zone of a tree shall consist of the following

methods: (a) Mix in a tank with agitation capability: (1) Fertilizer - 9 pounds by weight per 100 gallons water. (2) Mycorrhizal Fungi - 1 lb. per 100 gallons water. (b) Inject the Mixture on a 2.5 ft. square grid at 1/2 gallon of mix per hole or 8

gallons per 100 square feet. (c) Injection pressure shall be 100-150 PSI as soil conditions warrant. (d) Depth of injection shall be 6 - 12 inches. (e) Inject the root zone areas, where possible, in the available canopy areas plus 10

feet beyond dripline, but not in root loss zone. 3. Contractor is responsible for mixing, applying and disposal of all chemicals in

accordance with strict adherence to manufacturer's directions and/or State and Federal Regulations.

D. Tree Protection Fencing Installation: (Treatment D - Refer to Tree Preservation Details). 1. Tree protection fencing is designated in the Tree Preservation Plan. 2. Fencing as follows:

(a) Fabric, 4' tall plastic fence. (b) Iron T-bar posts, 6' tall, placed 8' - 0" on center, 24" into the ground. (c) Fence is to be attached to posts with wire ties placed every 24" on center. (d) Fence is to be placed a minimum of 1 foot from all root prune lines.

3. No access to fenced areas shall be permitted without prior approval of the Urban Forester or Owner's Representative.

4. Contractor shall provide for maintenance and repair of fencing during site work construction.

5. Contractor shall remove fence after completion of the site work unless otherwise notified by the Owner.

E. Mulching Operations: (Treatment E). 1. A 4" layer of mulch shall be placed in the canopy area of trees where exposed soil or

roots are present. 2. Approved access through the canopy areas for construction equipment or vehicles

shall be covered with 6" of mulch covered by plywood. F. Root Pruning Operation: (Treatment F - Refer to Tree Preservation Details).

1. Trenching areas are designated in the Tree Preservation Plan and exact locations will be marked in the field by the Urban Forester or Owner's Representative.

2. All encroachments located in the canopy of trees shall have the tree side of the excavation root pruned before excavation.

3. Trenching depth shall be 2 ft. minimum, not to exceed 6" in width. 4. Trenching shall be backfilled and compacted immediately after trenching.




5. All excavated material shall be placed outside the canopy of the tree or on plywood cover under the canopy of the tree to protect the root zone area.

6. Topsoil should be kept aside so as not to mix with sub grade material and placed back in the pit on the top of the backfill.

G. Root Pruning/Chemical Barrier Installation: (Treatment G- Refer to Tree Treatment Details). 1. Root Pruning Chemical barrier, barrier shall be installed where root pruning is

scheduled to be done at the back of curb line for the new curb line. 2. All specifications for root pruning trenching shall apply to this installation with the

following additional requirements: (a) 10 mil Polyethylene sheeting shall be placed in the trench to the bottom of the

trench. (b) Anchor sheeting at the top of the trench in order to backfill the trench (c) Cover the top of the sheeting so that no sheeting is exposed.

H. Utility Boring: (Treatment H). 1. All utilities will be bored through the Critical Root Zone (CRZ) of all protected trees. 2. Bore pits will be outside the CRZ of each protected tree. 3. Bore layout must be approved in the field by the Urban Forester or Owner's

Representative. 4. Any necessary excavations within the CRZ of protected trees will require the

approval of the Urban Forester or Owner's Representative. I. Zero Curb Cut Operation: (Treatment I-Refer to Tree Treatment Details).

1. Removal of the old curb located within the canopy area of preservation trees will be done in the following manner: (a) Dig out the existing street in front of curb to the bottom of existing curb. (b) Remove existing curb by pulling it into the street excavation without digging or

clawing behind the curb. (c) Cover the exposed soil and roots immediately with 10 mil clear plastic to prevent

desiccation of roots. (d) Anchor the plastic cover with wooden stakes driven into the soil (avoiding tree

roots) behind the old curb edge. (e) Plastic shall remain in place until backfill operations are in progress. Plastic shall

be removed at the same time as backfill is being placed so that the roots are not exposed to air.

(f) New curb installation shall be formed and poured without disturbance or damage to the exposed roots located at the edge of the old removed curb.

(g) Where necessary, backfill between the old and new curb area shall consist of: (1) Backfill void up to within 6" of the top of the curb with a material acceptable

to engineering standards. This material shall be clean and free of rocks, debris, or chemical residues that pose a threat to root environment.

(2) The remaining 6" of fill behind the curb shall be of the specified topsoil mix. (h) Backfill behind the old curb area (Tree Preservation Area) shall consist of the

specified topsoil mix. This mix shall be applied in depths of no greater than 3" to the critical root zones of the protected trees by hand.

J. Transplant Operation: (Treatment J refer to Tree Treatment Details). 1. Trees designated for transplanting are designated in the Tree Treatment Schedule.




2. Transplants are to be relocated to a location determined by the Urban Forester or Owner's Representative.

3. Contractor shall be responsible for proper relocation, planting, and maintenance of the transplanted trees for one (1) year.

K. Replacement Planting: (Refer to Tree Treatment Details).

1. Replacement tree planting locations shall be indicated by the owner's representative. 2. Contractor is responsible for verifying locations of underground utilities prior to

construction. 3. Trees shall be planted at least five (5') feet from any utility line, curb or sidewalk and

outside all utility easements. 4. All plant material shall be maintained in a healthy growing condition, and must be

replaced with plant material of similar variety and size if damaged, destroyed, diseased, or removed.

5. Measurement: Dimensions of trees and shrubs shall conform to the American Standard for Nursery Stock, latest edition (ANSI Z-60).

6. All trees shall be staked and secured according to accepted industry practice and details. 1. Each newly planted tree and shrub shall be pruned in accordance with the

American Association of Nurserymen Standards or as directed by owner's representative to preserve the natural character of the plant. All dead wood, sucker, and broken or badly bruised branches shall be removed.

2. Guarantee: All plant material shall be guaranteed by the contractor for one full year from the date of installation. The owner shall be responsible for maintenance unless otherwise agreed with contractor. It shall be the contractor's responsibility to monitor the project during the guarantee period and inform the owner if problems develop with the plant material. A plant shall be considered dead if 25% or more of the crown, or main leader has died.

L. Repair/Replacement Operations 1. If any damage to preservation trees should occur beyond what is expected during the

construction period, the Urban Forester or Owner's Representative shall appraise the damage and order the repair by the contractor or responsible party.

2. Trees other than those designated for removal that are destroyed or irreparably damaged as a result of construction operations, shall be removed and replaced with the same size species and variety up to and including 8 inches in diameter. Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced as determined by a qualified appraiser using the Guide for Plant Appraisal published by the International Society of Arboriculture (9th Edition 2000).

3. Owner shall be compensated for all costs involved in mitigation of damages and the appraisal thereof by the Urban Forester or Owner's Representative.

M. Sidewalk Installation: (Treatment M) 1. Route new sidewalks as far away from tree trunks as possible. 2. New sidewalks to be installed in the Critical Root Zone of protected trees shall be

installed without excavating into grade and destroying vital roots.




3. Where possible, install new sidewalks in the footprint of the old sidewalks without disturbing underlying roots or existing grade.

4. Demolition of old sidewalks shall be done without disturbing underlying roots or existing grade.

5. All roots exposed from either demolition of an existing sidewalk or removal of vegetation cover shall be covered with 10 millimeter plastic sheeting or 2 inches of sand to prevent desiccation of roots.

6. No stabilized sand shall be used for sidewalks or in the Critical Root Zones of protected trees. Substitute geo-textile fabric for stabilized base.

7. Positive drainage must be maintained or provided in the Critical Root Zone where new sidewalks are to be installed.

George Bush IA – JFK Cell Phone Lot August 25, 2016

Planting Irrigation 328400-1 BURDITT CONSULTANTS, LLC

SECTION 328400- PLANTING IRRIGATION

PART 1 - GENERAL

1.1 DESCRIPTION

A. Furnish all labor, material, equipment and services necessary to provide all irrigation, complete

in place, as shown and specified.

1. Work Specified in this Section: Installation and Maintenance of an automatic irrigation

system

2. Related Work Specified in other Sections:

a. Section 329100 – Planting Preparation

3. Definition: The word Architect as used herein shall refer to the Owner's authorized rep-

resentative or the Landscape Architect.

4. All work to be performed by Licensed Irrigator or an Irrigation Technician supervised by

the Licensed Irrigator.

1.2 QUALITY ASSURANCE AND REQUIREMENTS

A. Permits and Fees: The Contractor shall obtain and pay for any and all permits and all observa-

tions as required.

B. Manufacturer's Directions: Manufacturer's directions and detailed drawings shall be followed in

all cases where the manufacturers of articles used in this contract furnish directions covering

points not shown in the drawings and specifications.

C. Ordinances, Codes and Regulations: All local, municipal and state laws, and rules and regula-

tions governing or relating to any portion of this work are hereby incorporated into and made a

part of these specifications, and their provisions shall be carried out by the Contractor. Any-

thing contained in these specifications shall not be construed to conflict with any of the above

rules and regulations and requirements of the same. However, when these specifications and

drawings call for or describe materials, workmanship, or construction of a better quality, higher

standard, or larger size than is required by the above rules and regulations, these specifications

and drawings shall take precedence.

D. Explanation of Drawings:

1. Drawings are diagrammatic and indicative of the work to be installed. The work shall be

installed in such a manner as to avoid conflicts between irrigation systems, planting, and

architectural features.

2. All work called for on the drawings by notes or details shall be furnished and installed

whether or not specifically mentioned in the specifications.



3. The Contractor shall not willfully install the irrigation system as shown on the drawings

when it is obvious in the field that obstructions, grade differences or discrepancies in area

dimensions exist that might not have been considered in engineering. Such obstructions

or differences should be brought to the attention of the Owner's authorized representative.

In the event this notification is not performed, the irrigation contractor shall assume full

responsibility for any revisions necessary.

1.3 SUBMITTALS

A. Material List:

1. The Contractor shall furnish the articles, equipment, materials, or processes specified by

name in the drawings and specifications. No substitution will be allowed without prior

written approval of the Landscape Architect.

2. Complete material list shall be submitted prior to performing any work. Material list

shall include the manufacturer, model number and description of all materials and

equipment to be used.

3. Equipment or materials installed or furnished without prior approval of the Architect may

be rejected and the Contractor is required to remove such materials from the site at his

own expense.

4. Approval of any item, alternate or substitute indicates only that the product or products

apparently meet the requirements of the drawings and specifications on the basis of the

information or samples submitted.

5. Manufacturer's warranties shall not relieve the Contractor of his liability under the guar-

antee. Such warranties shall only supplement the guarantee.

B. Record and As-built Drawings:

1. The Contractor shall provide and keep up to date and complete "as-built" record set of

prints which shall be corrected daily and show every change from the original drawings

and specifications and the exact "as-built" locations, sizes, and kinds of equipment.

Prints for this purpose may be obtained from the Burditt Consultants 936-756-3041 at

cost or electronic PDF’s forwarded to the contractor for printing. This set of drawings

shall be kept on the site and shall be used only as a record set.

2. Before the date of the final inspection, the Contractor shall transfer all information from

the "as-built" to electronic format.

3. The Contractor shall dimension from two (2) permanent points of reference, building

corners, sidewalk, or road intersections, etc., the location of the following items:

a. Connection to existing water lines.

b. Connection to existing electrical power.

c. Gate valves.

d. Routing of sprinkler pressure lines (dimensions max. 100' along routing).

e. Sprinkler control valves.

f. Routing of control wiring.

g. Quick coupling valves.

h. Other related equipment as directed by the Landscape Architect.

i. All sleeves.



C. Equipment to be Furnished:

1. Supply as a part of this contract the following tools:

a. Two (2) sets of special tools required for removing, disassembling and adjusting

each type of sprinkler and valve supplied on this project.

b. Two (2) five foot valve keys for operation of gate valves.

c. Two (2) keys for each automatic controller.

d. One (1) quick coupler key and matching hose swivel for every five (5) or fraction

thereof of each type of quick coupling valve installed.

2. The above mentioned equipment shall be turned over to the Owner at the conclusion of

the project. Before final inspection can occur, evidence that the Owner has received ma-

terial must be shown to the Landscape Architect.

1.4 PRODUCT DELIVERY, STORAGE AND HANDLING

A. Handling of PVC Pipe and Fittings: The Contractor is cautioned to exercise care in handling,

loading, unloading, and storing of PVC pipe and fittings. Any section of pipe that has been

dented or damaged will be discarded and, if installed, shall be replaced with new piping.

1.5 SUBSTITUTIONS

A. If the Irrigation Contractor wishes to substitute any equipment or materials for those equipment

or materials listed on the irrigation drawings and specifications, he may do so by providing the

following information to the Owner's authorized representative for approval:

1. Provide a statement indicating the reason for making the substitution. Use a separate

sheet of paper for each item to be substituted.

2. Provide descriptive catalog literature, performance charts and flow charts for each item to

be substituted.

3. Provide the amount of cost savings if the substituted item is approved.

B. Owner's authorized representative shall have the sole responsibility in accepting or rejecting any

substituted item as an approved equal to those equipment and materials listed on the irrigation

drawings and specifications.

1.6 GUARANTEE

A. The guarantee for the sprinkler irrigation system shall be made in accordance with the attached

form. The Standard Form of Agreement and the General Conditions of these specifications

shall be filed with the Owner or his representative prior to acceptance of the irrigation system.



B. A copy of the guarantee form shall be included in the operations and maintenance manual.

C. The guarantee form shall be re-typed onto the Contractor's letterhead and contain the following

information:

D. GUARANTEE FOR SPRINKLER IRRIGATION SYSTEM

E. We hereby guarantee that the sprinkler irrigation system we have furnished and installed is free

from defects in materials and workmanship, and the work has been completed in accordance

with the drawings and specifications. We agree to repair or replace any defects in material or

workmanship which may develop during the period of one year from date of acceptance and al-

so to repair or replace damage resulting from such warranty work at no additional cost to the

Owner. We shall make such repairs or replacements within a reasonable time, as determined by

the Owner, after receipt of written notice from the Owner. If we are unable to make such re-

pairs and/or replacements within the given time frame, we authorize the Owner to proceed to

have said repairs or replacements made at our expense and we will pay the costs and charges

therefore upon demand.

PROJECT: The Woodlands Township – Northshore Park

LOCATION:______________________________________

SIGNED:_________________________________________

ADDRESS:________________________________________

PHONE:__________________________________________

DATE OF ACCEPTANCE:___________________________

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Use only new materials of brands and types noted on drawings, specified herein, or

approved equals.

B. PVC Pipe and Fittings:

1. Pressure Main Line:



a. Pressure main line piping 6” and larger shall be Class 200 rubber gasket pipe and

4” and smaller shall be PVC Schedule 40 with solvent welded joints.

b. Pipe shall be made from an NSF approved Type I, Grade I, PVC compound con-

forming to ASTM resin specification D1785. All pipes must meet requirements as

set forth in Federal Specification PS-22-70, with an appropriate standard dimen-

sion (S.D.R.) (Solvent-weld Pipe).

2. PVC Pressure and Lateral Line Piping:

a. All Non-pressure buried lateral line piping shall be PVC class 200 with solvent-

weld joints.

b. Pipe shall be made from NSF approved, Type I, Grade II PVC compound con-

forming to ASTM resin specification D1784. All pipes must meet requirements

set forth in Federal Specification PS-22-70 with an appropriate standard dimension

ratio.

3. Fittings 4” and smaller shall be Schedule 40, I-2, II-I NSF approved conforming to

ASTM test procedure D2466 PVC solvent-weld fittings.

4. Solvent cement and primer for PVC solvent-weld pipe and fittings shall be of type and

installation methods prescribed by the manufacturer.

5. All PVC pipe must bear the following markings:

a) Manufacturer's name.

b) Nominal pipe size.

c) Schedule or class.

d) Pressure rating in P.S.I.

e) NSF (National Sanitation Foundation) approval.

f) Date of expiration.

6. All fittings shall bear the manufacturer's name or trademark, material designation, appli-

cable I.P.S., schedule number and NSF seal of approval.

C. Gate Valves:

1. Gate valves 4" and smaller shall have threaded ends and shall be equipped with a bronze hand-wheel.

2. All gate valves shall be installed per installation detail.

3. Gate valves 6 inch and larger shall be cast or ductile iron. They shall conform to AWWA

C-509. Stem shall be fitted with a 2” x2” square wrench nut and shall be opened counter–clockwise. Stem extension shall be added to bring operating nut to within 2 (two) feet of finished grade.



D. Quick Coupling Valves: Quick coupling valves shall have a bronze one-piece body designed

for working pressure of 150 P.S.I. operable with quick coupler. Key size and type shall be as

shown on plans. Valves to be on swing joint and installed in valve boxes.

E. Backflow Prevention Units: Backflow prevention units shall be of size and type indicated on

the irrigation drawings. Install backflow prevention units in accordance with manufacturer’s

specifications.

F. Control Wiring:

1. Connections between the automatic controllers and the electric control valves shall be

made with direct burial, insulated copper wire AWG-U.F. 600 volt. Common wires shall

be a different color wire for each automatic controller. Install in accordance with valves

manufacturer's specifications and wire chart. All Valve wires and Common wires shall

be #12.

2. Wiring shall occupy the same trench and shall be installed along the same route as pres-

sure supply or lateral line wherever possible.

3. Where more than one (1) wire is placed in a trench, the wiring shall be taped together at

intervals of twenty (20) feet.

4. An expansion curl shall be provided within three (3) feet of each wire connection. Ex-

pansion curl shall be of sufficient length at each splice connection at each electric control,

so that in case of repair, the valve bonnet may be brought to the surface without discon-

necting the control wires. Control wires shall be laid loosely in trench without stress or

stretching of control wire conductors.

5. All splices shall be made with Scotch-Lok #3576 Connector Sealing Packs, Rainbird

Snap-Tite wire connector, DBY (Direct Bury) Splice by 3M or approved equal. Use one

splice per connector sealing pack.

6. Field splices between the automatic controller and electrical control valves, less than 500'

apart, will not be allowed without prior approval of the Architect.

7. All field splices shall be installed in a 10" round valve box.

L. Automatic Controllers:

1. Provide Controller(s) as specified in drawings

2. Final location of automatic controllers. Controllers shall be approved by the Owner's au-

thorized representative.

3. Unless otherwise noted on the plans, the 120 volt electrical power to the automatic con-

troller location to be furnished by others. The final electrical hook-up shall be the re-

sponsibility of the Irrigation Contractor.

K. Lightning Protection and Grounding: Provide full grounding and lightning protection per system

manufacturer's recommendations. Grounding network shall measure 10 OHMS or less when

measured with a Vibra-Ground instrument.

L. Electrical Remote Control Valves:

1. All electric control valves shall be as specified in the drawings.



2. All electric control valves shall have a manual flow adjustment and pressure regulating

module.

3. Provide and install one control valve box for each electric control valve.

M. Control Valve Boxes:

1. Use 10" x 10-1/4" round box for all gate valves 2 1/2" and smaller and for all wire field

splices. Carson Industries #910-12B with green bolt down cover or approved equal. Ex-

tension sleeve shall be PVC-6" minimum size. Provide minimum 4" deep clean pea

gravel in bottom of all valve boxes (valves to have minimum 2" clearance).

2. Use 9-1/2" x 16" x 11" rectangular box for all electrical control valves, and 3" and 4" gate

valves, Carson Industries 1419-12B with green bolt down cover or approved equal. Pro-

vide minimum 4" deep clean pea gravel in bottom of all valve boxes (valves to have min-

imum 2" clearance). Install only one valve per box.

M. Pop-Up Spray Sprinklers:

1. Shall be as specified on plans or approved equal, with screen, nozzle and connected by

swing joints.

O. Gear Driven Sprinklers

1. Shall be as specified on plans or approved equal, with screen, nozzle and connected by

swing joints.

P. Drip Irrigation System

1. Shall be as specified on plans or approved equal.

PART 3 - EXECUTION

A. INSPECTION

1. Site Conditions:

a. All scaled dimensions are approximate. The Contractor shall check and verify all

size dimensions and receive Landscape Architect's approval prior to proceeding

with work under this section.

b. Exercise extreme care in excavating and working near existing utilities. Contractor

shall be responsible for damages to utilities which are caused by his operations or

neglect. Check existing utilities drawings for existing utility locations.

c. Coordinate installation of sprinkler irrigation materials including pipe, so there

shall be NO interference with utilities or other construction or difficulty in planting

trees, shrubs, and ground covers. Coordinate work other site contractors.



d. The Contractor shall carefully check all grades to satisfy to himself that he may

safely proceed before starting work on the sprinkler irrigation system.

B. PREPARATION

1. Physical Layout:

a. Piping and head layout is shown on plans in schematic form only. All pipes to be

installed directly behind curbs, walks, and walls wherever possible.

b. Prior to installation, the Contractor shall stake out all pressure supply lines, routing

and location of sprinkler heads.

c. All layouts shall be approved by Landscape Architect prior to installation.

2. Water Supply:

a. Sprinkler Irrigation system shall be connected to water supply points-of- connec-

tion as indicated on the drawings.

b. Connections shall be made at approximate locations as shown on drawings. Con-

tractor is responsible for minor changes caused by actual site conditions.

C. INSTALLATION

1. Trenching:

a. Dig trenches with near vertical side and support pipe continuously on bottom of

trench. Lay pipe to an even grade.

b. Provide for a minimum of eighteen (24) inches cover for all pressure supply lines.

c. Provide for a minimum cover of twelve (18) inches for all non-pressure lines.

d. Provide for a minimum cover of eighteen (24) inches for all control wiring.

e. No machine trenching, unless approved by Landscape Architect, is to be done

within drip line of trees. Trenching is done by hand, tunneling or boring or other

methods approved by Landscape Architect. It is understood that the piping layout

is diagrammatic and piping shall be routed around trees and shrubs in such manner

to avoid damage to plants. No roots larger than ¾ inch in diameter may be cut.

2. Backfilling:

a. The trenches shall not be backfilled until all required tests are performed. Trench-

es shall be carefully backfilled with the excavated materials approved for backfill-

ing, consisting of earth, loam, sandy clay, sand, or other approved materials, free

from large clods of earth or stones. Backfill shall be mechanically compacted in

landscaped areas to a dry density equal to adjacent undisturbed soil in planting ar-

ea. Backfill will conform to adjacent grades without dips, sunken areas, humps or

other surface irregularities.

b. A fine granular material backfill will be initially placed on all lines (minimum 4"

depth). No foreign matter larger than one-half (1/2) inch in size will be permitted

in the initial backfill.

c. Where rock is encountered in trenching, 4" of sand above the pipe and 4" of sand

below the pipe will be used as the initial backfill.

d. Flooding of trenches will be permitted only with approval of Landscape Architect.



e. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads,

lawn or planting, or other construction are necessary, the Contractor shall make all

required adjustments without cost to the Owner.

f. Trenching and Backfill Under Paving:

g. All irrigation main lateral lines, or wiring located under areas where paving, as-

phaltic paving, or concrete will be located shall be installed in schedule 40 PVC

sleeves of adequate size to allow for removal and repair of piping or wiring as

needed.

h. Trenches located under areas where paving, asphaltic concrete or concrete, will be

installed shall be backfilled with sand (a layer six (6) inches below the pipe and

three (3) inches above the pipe) and compacted in layers to 95% compaction, using

manual or mechanical tamping devices. Trenches for piping shall be compacted to

equal the compaction of the existing adjacent undisturbed soil and shall be left in a

firm unyielding condition. All trenches shall be left flush with the adjoining grade.

The Irrigation Contractor shall set in place; cap and pressure test all piping under

paving prior to the paving work.

i. Provide for a minimum cover of eighteen (18) inches between the top of the pipe

and the bottom of the aggregate base for all pressure and non-pressure piping in-

stalled under asphaltic concrete paving.

3. Line Clearance: All lines shall have a minimum clearance of six (6) inches from each

other and from lines of other trades. Parallel lines shall not be installed directly over one

another.

4. Automatic Controller: Install as per manufacturer’s instructions. Remote control valves

shall be connected to controller in numerical sequence as shown on the drawings. Each

remote control valve shall be wired to one station of the controller, unless otherwise not-

ed on plans.

5. High Voltage Wiring for Automatic Controller:

a. Provide gray rigid conduit from controller down into grade for valve wires.

b. 120 volt power connection to the automatic controller shall be provided by the Ir-

rigation Contractor.

c. All electrical work shall conform to local codes, ordinances, and union authorities

having jurisdiction.

d. Controllers are to be grounded per manufacturer's specifications.

6. Remote Control Valves: Install where shown on drawings and details. When grouped

together, allow at least twelve (12) inches between valve boxes. Install each remote con-

trol valve in a separate valve box. Each valve number and its controller letter shall be

stenciled on valve box top with exterior black paint.

7. Flushing of System:

a. After all new sprinkler pipe lines and risers are in place and connected, all neces-

sary diversion work has been completed, and prior to installation of sprinkler

heads, the control valves shall be opened and full head of water used to flush out

the system.

b. Sprinkler heads shall be installed only after flushing of the system has been ac-

complished.

8. Sprinkler Heads:



a. Install the sprinkler heads as designated on the drawings. Make appropriate ad-

justments in head layout to accommodate for actual field conditions. Notify Land-

scape Architect should need for major adjustments arise.

b. Spacing of heads shall not exceed the maximum indicated on the drawings. In no

case shall the spacing exceed the maximum recommended by the manufacturer.

c. All sprinklers to attach to lateral lines with flexible swing joints.

D. TEMPORARY REPAIRS

1. The Owner reserves the right to make temporary repairs as necessary to keep the sprin-

kler system equipment in operating condition. The exercise of this right by the Owner

shall not relieve the Contractor of his responsibilities under the terms of the guarantee as

herein specified.

E. EXISTING TREES

1. Do not trench within the drip line of an existing tree. Should construction within root

zone seem unavoidable, contact Landscape Architect for direction prior to any trenching.

F. FIELD QUALITY CONTROL

1. Adjustment of the System:

a. The Contractor shall flush and adjust all sprinkler heads for optimum performance

and to prevent overspray onto walks, roadways, and buildings as much as possible.

b. If it is determined that adjustment in the irrigation equipment will provide proper

and more adequate coverage, the Contractor shall make such adjustments prior to

planting. Adjustments may also include changes in nozzle sizes and degrees of arc

as required.

c. Lowering raised sprinkler heads by the Contractor shall be accomplished within

ten (10) days after notification by Owner.

d. All sprinkler heads shall be set perpendicular to finished grades unless otherwise

designated on the plans.

2. Testing of Irrigation System:

a. The Contractor shall request the presence of the Landscape Architect in writing at

least 48 hours in advance of testing.

b. Test all pressure lines under hydrostatic pressure of no more than 150 pounds per

square inch, and prove water tight. Note: Testing of pressure mainlines shall oc-

cur prior to installation of electric control valves.

c. All piping under paved areas shall be tested under hydrostatic pressure of no more

than 100 pounds per square inch, and proved water tight, prior to paving.

d. Sustain pressure in lines for not less than two (2) hours. If leaks develop, replace

joints and repeat test until entire system is proved water tight.

e. All hydrostatic tests shall be made only in the presence of the Architect, or other

duly authorized representative of the Owner. No pipe trench shall be backfilled

until it has been inspected, tested and approved in writing.

f. Furnish necessary force pump and all other test equipment.



g. When the sprinkler irrigation system is completed, perform a coverage test in the

presence of the Landscape Architect, to determine if the water coverage for plant-

ing areas is complete and adequate. Furnish all materials and perform all work re-

quired to correct any inadequacies of coverage due to deviations from plans, or

where the system has been willfully installed as indicated on the drawings when it

is obviously inadequate, without bringing this to the attention of the Architect.

This test shall be accomplished before any plants or grasses are installed.

h. Upon completion of each phase of work, entire system shall be tested and adjusted

to meet site requirements.

G. MAINTENANCE

1. During the one year maintenance period following final acceptance, provide periodical

maintenance of the system including but not limited to the following:

2. Perform a maintenance walk thru of the irrigation system the first week of each month of

the year. (12 times per year). Each walk thru should consist of;

a. Raise or lower heads to compensate for settling of lawn areas.

b. Clean nozzles and adjust spray arcs and radii to provide proper coverage and pre-

vent overspray onto roadways.

c. Raise shrub risers to compensate for shrub growth.

d. Adjust controllers seasonally to provide correct amount of water to plants, trees

and grass.

e. Note any leaks for scheduling the repair. Make the repairs within 48 hours.

f. Note any dry or excessively wet spots for adjustment of watering.

g. Provide to the Owner a report of each walk thru noting deficiencies and method

and timing of corrections and repairs.

H. CLEAN-UP

1. Clean-up shall be made as each portion of work progresses. Refuse and excess dirt shall

be removed from the site, all walks and paving shall be broomed or washed down, and

any damage sustained on the work of others shall be repaired to original conditions.

2. The Contractor shall show evidence to the Landscape Architect that the Owner has re-

ceived all accessories, charts, record drawings, and equipment as required before final in-

spection can occur.

END OF SECTION 328400


Planting Preparation 32 91 00 - 1

BURDITT CONSULTANTS, LLC SITE CLEARING

SECTION 32 91 00

PLANTING PREPARATION

PART 1 - GENERAL

1.1 See Planting Irrigation Section 328400

1.2 SUMMARY

A. Section Includes:

1. Plants.

2. Planting soils.

3. Maintenance.

1.3 DEFINITIONS

A. Backfill: The earth used to replace or the act of replacing earth in an excavation.

B. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed

leaves, twigs, and detritus.

C. Finish Grade: Elevation of finished surface of planting soil.

D. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils

or sand with stabilized organic soil amendments to produce topsoil or planting soil.

E. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or

mitigating a pest. This includes insecticides, miticides, herbicides, fungicides,

rodenticides, and molluscicides. It also includes substances or mixtures intended for use

as a plant regulator, defoliant, or desiccant.

F. Pests: Living organisms that occur where they are not desired, or that cause damage to

plants, animals, or people. These include insects, mites, grubs, mollusks (snails and

slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and

viruses.

G. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-place

surface soil; imported topsoil; or manufactured topsoil that is modified with soil

amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

H. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk

where the stem or trunk broadens to form roots; the area of transition between the root

system and the stem or trunk.

I. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the

top surface of a fill or backfill before planting soil is placed.

J. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of

organic matter and soil organisms.

K. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project

site. In undisturbed areas, the surface soil is typically topsoil; but in disturbed areas such

as urban environments, the surface soil can be subsoil.

1.4 SUBMITTALS

A. Product Data: Submit to the Landscape Architect for each type of product indicated,

including soils.

B. Product certificates.

C. Maintenance Instructions: Submit to the Landscape Architect recommended procedures

to be approved by Owner for maintenance of plants during a calendar year for each type

of soil, mulch, amendments, fertilizers and pesticides.





A. Installer's Field Supervision: Require Installer to maintain an experienced full-time

supervisor on Project site when work is in progress.

B. Soil Analysis: Soil Analysis of topsoil shall be provided by General Contractor to Project

Landscape Architect and Owner a minimum of 2 weeks prior to delivery or any

amendment of on-site topsoils.

C. Provide quality, size, genus, species, and variety of plants indicated, complying with

applicable requirements in ANSI Z60.1.


A. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems

from sun scald, drying, wind burn, sweating, whipping, and other handling and tying

damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their

natural shape. Provide protective covering of plants during shipping and delivery. Do

not drop plants during delivery and handling.

B. Handle planting stock by root ball.

C. Deliver plants after preparations for planting have been completed, and install

immediately. If planting is delayed more than six hours after delivery, set plants and

trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and

mechanical damage, and keep roots moist.

1.7 WARRANTY

A. The contractor is to bear all cost of warranty expenses, except for the exclusions

described in this section.

B. The contractor is to warrant all plant material (except annuals) to remain alive and be in a

healthy and vigorous condition for the specified period of 1 year (365 days) after

Substantial Completion. Warranty period for annuals shall be ninety (90) days.

C. The contractor is to remove and immediately replace all plant material as determined by

the landscape architect to be unsatisfactory during the initial installation.

D. After initial planting, the contractor will replace once, in accordance with the drawings

and specifications, all plant material that are dead or determined by the Landscape

Architect to be in an unhealthy condition. The replacement will occur before the end of

the warranty period.

E. Warranty shall not include damage or loss of material caused by fires, floods, drought,

freezing rain, lightening, winds over 75 mph, winter kills caused by extreme cold and

severe conditions not typical of the region, acts of vandalism, negligence on part of the

Owner or other acts which the contractor has not control.

1.8 MAINTENANCE SERVICE

A. Provide maintenance by skilled employees of landscape Installer. Maintain as required in

Part 3. Begin maintenance immediately after plants are installed and continue until

plantings are acceptably healthy and well established but for not less than maintenance

period below.

1. Maintenance Period for Trees and Shrubs: One Year from the accepted date by

the Owner for Substantial Completion or Notice to Proceed.

2. Maintenance Period for Ground Cover and Other Plants: One Year from the

accepted date by the Owner for Substantial Completion or Notice to Proceed.




PART 2 - PRODUCTS

2.1 PLANT MATERIAL

A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem

form, shearing, and other features indicated in Plant Schedule or Plant Legend shown on

Drawings and complying with ANSI Z60.1; and with healthy root systems developed by

transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous

stock, densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects

such as knots, sun scald, injuries, abrasions, and disfigurement.

B. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball,

which shall begin at root flare according to ANSI Z60.1. Root flare shall be visible

before planting.

C. Annuals and Biennials: Provide healthy, disease-free plants of species and variety shown

or listed, with well-established root systems reaching to sides of the container to maintain

a firm ball, but not with excessive root growth encircling the container. Provide only

plants that are acclimated to outdoor conditions before delivery and that are in bud but

not yet in bloom.

2.2 TOPSOIL

A. TOPSOIL: The topsoil shall be screened (1/2” minus) and contain no more than 1 percent

of its volume in rock. The topsoil shall be a natural friable soil, possessing characteristics

of representative productive soils from the construction site. The topsoil shall be

reasonably free from subsoil, clay lumps, stone, or similar objects larger than 1/2 inch in

greatest diameter, brush, stumps, roots, objectionable weeds or litter, excess acid or

alkali, or any other material or substance which may be harmful to plant growth or a

hindrance to subsequent smooth grading, and maintenance operations. Soil pH shall be

6.5 – 7.2.

2.3 PLANTING SOILS

A. Planting soil is to be three way bedding mix as produced by one of the following manufacturers

or an approved equal:

1. New Earth Soils and Compost , (936) 756-4846

2. Pro-Bedding Soils as produced by Living Earth Technology, (972) 321-4001

2.4 SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic matter, pH range of 6.5 to 7;

moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch (25-

mm) sieve; soluble salt content of 5 decisiemens/m; not exceeding 0.5 percent inert

contaminants and free of substances toxic to plantings.

B. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste;

of uniform texture and free of chips, stones, sticks, soil, or toxic materials.

2.5 FERTILIZERS

A. Bonemeal: Commercial, raw or steamed, finely ground; a minimum of 1 percent

nitrogen and 10 percent phosphoric acid.




B. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent

available phosphoric acid.

C. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character,

consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic

sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: 1 lb/1000 sq. ft. of actual nitrogen, 4 percent phosphorous, and 2

percent potassium, by weight.

D. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-

insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: 16 percent nitrogen, 6 percent phosphorous, and 12 percent

potassium, by weight.

2. Manufacturers: Osmocote or approved equal.

2.6 MULCHES

A. Organic Mulch: Pine bark mulch as produced by Living Earth Technology or approved

equal, free from deleterious materials and suitable for top dressing of trees, shrubs, and

plants.

2.7 HERBICIDE

A. Pre-emergent herbicide shall be Syngenta - Barricade 007, or approved equal. Re-apply

6 months after initial application.

B. Contact herbicide shall be Monsanto – Round Up or approved equal.

2.8 PESTICIDES

General: Pesticide registered and approved by EPA, acceptable to authorities having

jurisdiction, and of type recommended by manufacturer for each specific problem and as

required for Project conditions and application. Do not use restricted pesticides unless

authorized in writing by authorities having jurisdiction.

PART 3 - EXECUTION

3.1 PREPARATON – GENERAL

A. Amend minimum 2” depth of soil amendment into topsoil of all new planting areas.

Fully incorporate by roto-tilling to a minimum depth of 6”.

B. Do not commence planting installation until irrigation system is fully operational from

controller.

C. Layout individual tree and shrub locations and areas for multiple plantings. Adjust

locations to avoid cutting tree roots over ½” diameter. Stake locations and outline areas

for Landscape Architect’s approval prior to commencing planting. Minor adjustments

may be made as required.

3.2 PLANTING AREA ESTABLISHMENT

A. Loosen subgrade of planting areas to a minimum depth of 12 inches (304 mm). Remove

stones larger than 1/2 inch in any dimension and sticks, roots, rubbish, and other

extraneous matter and legally dispose of them off Owner's property.

1. Apply fertilizer directly to subgrade before loosening.

2. Thoroughly blend planting soil off-site before spreading or spread topsoil, apply

soil amendments and fertilizer on surface, and thoroughly blend planting soil.




3. Spread planting soil to a depth of 6 inches (152 mm) but not less than required to

meet finish grades after natural settlement. Do not spread if planting soil or

subgrade is frozen, muddy, or excessively wet.

B. Finish grade area by floating and hand raking to an acceptable smooth, even

grade. Remove high points and fill low pockets to eliminate the possibility of

standing water. Surface shall be free of debris, clods, and rocks greater than ½”.

Noxious weeds or parts thereof shall not be present in the surface grade prior to

landscaping.

1. Establish finish grades to within ± 0.1 foot of grades indicated and allow 3” for

mulch.

3.3 EXCAVATION FOR TREES AND SHRUBS

A. Planting Pits and Trenches: Excavate circular planting pits with sides sloping inward at a

45-degree angle. Excavations with vertical sides are not acceptable. Trim perimeter of

bottom leaving center area of bottom raised slightly to support root ball and assist in

drainage away from center. Do not further disturb base. Ensure that root ball will sit on

undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or

smoothed during excavation.

1. Excavate approximately three times as wide as ball diameter.

2. Do not excavate deeper than depth of the root ball, measured from the root flare

to the bottom of the root ball.

Subsoil and topsoil removed from excavations may be used as planting soil in

compliance with planting requirements.

3.4 TREE, SHRUB, AND VINE PLANTING

A. Before planting, verify that root flare is visible at top of root ball according to

ANSI Z60.1.

B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly;

do not break.

C. Set stock plumb and in center of planting pit or trench with root flare as indicated on

drawings, above adjacent finish grades.

1. Use planting soil for backfill.

2. Container-Grown: Carefully remove root ball from container without damaging

root ball or plant.

3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and

air pockets. When planting pit is approximately one-half filled, water thoroughly

before placing remainder of backfill. Repeat watering until no more water is

absorbed.

4. Place fertilizer in each planting pit when pit is approximately one-half filled. Do

not place in bottom of hole.

5. Continue backfilling process. Water again after placing and tamping final layer

of soil.

D. When planting on slopes, set the plant so the root flare on the uphill side is flush with the

surrounding soil on the slope; the edge of the root ball on the downhill side will be above

the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.5 TREE, SHRUB, AND VINE PRUNING

A. Remove only dead, dying, or broken branches. Do not prune for shape.

B. Prune, thin, and shape trees, shrubs, and vines according to standard professional

horticultural and arboricultural practices. Unless otherwise indicated by Architect, do not




cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and

prune to retain natural character.

3.6 GROUND COVER AND PLANT PLANTING

A. Backfill with specified planting soil.

B. Set out and space as indicated on drawings in even rows with triangular spacing.

C. Dig holes large enough to allow spreading of roots.

D. Apply fertilizer.

E. Work soil around roots to eliminate air pockets.

F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.

G. Protect plants from hot sun and wind; remove protection if plants show evidence of

recovery from transplanting shock.

3.7 PLANTING AREA MULCHING

A. Mulch backfilled surfaces of planting areas and other areas indicated.

1. Trees and Tree-like Shrubs in Turf Areas: Apply organic ring of average

thickness indicated on drawings, with radius or layout ads indicated on drawings,

around trunks or stems. Do not place mulch within 3 inches (76 mm) of trunks

or stems.

2. Organic Mulch in Planting Areas: Apply 3-inch (76-mm) average thickness of

mulch over whole surface of planting area, and finish level with adjacent finish

grades. Do not place mulch within 3 inches (76 mm) of trunks or stems.

3. Excavate edge of beds along walks and curbs an additional 4” and place

additional mulch.

3.8 PLANT MAINTENANCE

A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching,

restoring planting saucers, resetting to proper grades or vertical position, and performing

other operations as required to establish healthy, viable plantings. Spray or treat as

required to keep trees and shrubs free of insects and disease.

B. Fill in as necessary soil subsidence that may occur because of settling or other processes.

Replace mulch materials damaged or lost in areas of subsidence.

C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests

and pathogens or disease. Use practices to minimize the use of pesticides and reduce

hazards.

D. Apply pesticides and other chemical products and biological control agents in accordance

with authorities having jurisdiction and manufacturer's written recommendations.

Coordinate applications with Owner's operations and others in proximity to the Work.

Notify Owner before each application is performed.

E. Maintain all planting beds per the following schedule:

Jan – 1 visit

Feb – 1 visit

March – 2 visits

April – 2 visits

May – 2 visits

June – 2 visits

July – 2 visits

Aug – 2 visits

Sept – 2 visits




Oct – 1 visit

Nov – 1 visit

Dec – 1 visit

F. Re-mulch all planting beds to achieve a depth of 3 inches 3 times per year during the Feb,

July and Oct visits.

G. Fertilize all plants 3 times per year with a slow release fertilizer during the Feb, July and

Oct visits.

H. Protect plants from damage due to landscape installation operations as well as the

operations of other contractors and trades. Maintain protection during installation. Report

damage to the Landscape Architect.


SPECIAL SPECIFICATIONS

JFK Cell Phone Lot Project No. 721 SAW CUTTING

G-109-1 ver. 2016-08-29

ITEM G-109

SAW CUTTING

DESCRIPTION

109-1.1 This work shall consist of saw cutting the edge(s) or joint(s) of existing portland cement and/or asphaltic concrete pavements to provide uniform joint alignments in sound material, as shown on the Plans or as directed by the Engineer.

EQUIPMENT 109-2.1 Saws shall be power-driven, self-propelled, wheel or track-mounted, and capable of cutting to a depth of at least three (3) inches in one pass. The Contractor shall make the necessary number of passes to cut through the portland cement and/or bituminous concrete pavement. The use of a cutting wheel mounted on a roller, grader or similar equipment, or the use of pneumatically driven hand-held tools, will only be approved if the Contractor can demonstrate to the satisfaction of the Engineer that such equipment can consistently produce satisfactory results. Multi-blade arbor saws shall be used to construct sealant reservoirs.

CONSTRUCTION METHODS 109-3.1 The Contractor shall establish the line to be cut using chalkline or similar means in accordance with the details shown on the Plans or as directed by the Engineer. The finished cut shall be true to line, smooth and vertical and shall not deviate from the established line more than 1/2-inch from side to side or end to end of the pavement being saw cut. 109-3.2 The existing paving material beyond the saw cut on the construction side shall be removed to the depth of the final cut and disposed of legally off Airport property. The saw cut depth shall be full depth so that spalling or other breakage of the existing pavement along the bottom of the pavement does not occur. If spalling or other breakage of the existing pavement along the bottom of the pavement does occur, the Contractor shall relocate the saw cut line to a point deeper in the existing pavement to remove completely any spalled or broken pavement so that the subbase under the existing pavement is not damaged and the new pavement can be constructed up against the existing pavement without either the new or existing pavement strength and pavement section being compromised. 109-3.3 All dust, chips, slurry, or waste material shall be carefully collected and removed from the site in accordance with the general safety requirements of the Contract and disposed of legally off the airport property.

METHOD OF MEASUREMENT 109-4.1 Saw cutting will not be measured for payment.

BASIS OF PAYMENT 109-5.1 No separate payment will be made for Saw cutting. The cost of the work described in this Item shall be considered incidental to installation of the various other elements included in the project.

TESTING REQUIREMENTS 109-6.1 None.

END OF ITEM G-109

JFK Cell Phone Lot Project No. 721 SAW CUTTING

G-109-2 ver. 2016-08-29


JFK Cell Phone Lot COORDINATION OF CONTRACT, Project No. 721 PLANS, AND SPECIFICATIONS

G-113-1 ver. 2016-08-29

ITEM G-113

COORDINATION OF CONTRACT, PLANS, AND SPECIFICATIONS

DESCRIPTION 113-1.1 The contract, plans, specifications, and all referenced standards cited are essential parts of the contract requirements. A requirement occurring in one is as binding as though occurring in all. They are intended to be complementary and to describe and provide for a complete work. It is the intent of these plans and specifications to ensure that construction, demolition, and all associated materials, equipment, and appurtenances are completed and installed in compliance with all applicable local, state, and federal regulations. In case of discrepancy or conflicting information, the most stringent requirement shall govern. In general, plans shall supersede any conflicting information which was provided in the specifications. It is the intent that the plans shall be a site specific representation of the various specifications provided by each individual agency. The specifications shall be used to provide additional information which may not be displayed in the plans. Throughout the referenced specifications, conflicting information may arise from the specifications provided by the various agencies. The following order of governance shall define which information governs unless otherwise noted.

1. Procurement and Contracting Requirements (Division 00) a. Supplementary Conditions b. General Conditions

2. General Requirements (Division 01) 3. Technical Specifications (HAS Divisions 02 – 16, TxDOT, Special Specifications) 4. Referenced Standards

The Contractor shall immediately notify the Engineer through a written Request for Information (RFI) prior to completing any work should additional clarification be required. If an RFI is not submitted the more stringent of the conflicting information shall be assumed. From time to time, discrepancies within cited testing standards occur due to the timing of the change, edits, and/or replacement of the standards. If the Contractor discovers any apparent discrepancy within standard test methods, the Contractor shall immediately ask the Engineer for an interpretation and decision, and such decision shall be final.

METHOD OF MEASUREMENT 113-2.1 None

BASIS OF PAYMENT 113-3.1 None

TESTING REQUIREMENTS 113-4.1 None

END OF ITEM G-113

JFK Cell Phone Lot COORDINATION OF CONTRACT, Project No. 721 PLANS, AND SPECIFICATIONS

G-113-2 ver. 2016-08-29


JFK Cell Phone Lot MODIFICATION OF Project No. 721 EXISTING UTILITY

G-114-1 ver. 2016-08-29

ITEM G-114

MODIFICATION OF EXISTING UTILITY

DESCRIPTION 114-1.1 This item covers the requirement for utilizing a discretionary cash allowance set up in the Bid Form for extra work which may arise during construction, relating to the requirement of modifications to an existing private utility line in the vicinity of the project. 114-1.2 Prior to initiating work under this bid item: a. The Contractor shall locate the existing private utilities in comparison to the project limits in order to

determine the necessity of this bid item; and b. The Owner, Utility Owner(s), and Contractor shall agree as to the scope of work to be performed and

the amount of payment to be made for the particular work under consideration. 114-1.3 The work covered by this section shall consist of coordinating the required modifications to an existing private utility line in the vicinity of the project at the direction of the Utility Owner and / or the Owner. If services provided by the Contractor are required by the Utility Owner and / or the Owner, this item shall include furnishing all materials, equipment, and labor and performing all necessary operations required by the Utility Owner and / or the Owner. The Contractor shall be responsible for coordinating the schedule and installation of equipment with the Utility Owner. The Contractor shall pay all fees and charges to the utility owner for their services.

BASIS OF MEASUREMENT AND PAYMENT 114-2.1 Measurement and payment of this item shall be paid as a reimbursable expense of a discretionary cash allowance. A preliminary cost has been provided in the Bid Form for allowable charges. Reimbursement expenses may include any services provided by the Contractor as required by the Utility Owner to complete the necessary work and direct costs (+10% for coordination) from the Utility Owner. Scope of work and expenses for any services provided by the Contractor shall be first approved by the Owner in writing. The Contractor shall provide the Owner with proof of payment to any Utility Owner for reimbursement.

A contract amendment will be provided to the Contractor to modify the actual expenses of this item, if required. If no extra work is identified, and approved by the Owner, the allowance funds will not be expended.

Payment will be made under Section 01210 – Cash Allowances.


END OF ITEM G-114


G-114-2 ver. 2016-08-29


JFK Cell Phone Lot Project No. 721 PRE-FABRICATED BUILDING

G-115-1 ver. 2016-09-20

ITEM G-115

PRE-FABRICATED BUILDING

DESCRIPTION 115-1.1 This specification covers the construction and placing of the Schweitzer Entry Station style building as produced by CXT Incorporated, or approved equal.

REFERENCES

115-2.1

ASTM C33 Concrete Aggregates ASTM C39 Method of Test for Compressive Strength of Cylindrical Concrete

Specimens ASTM C94 Standard Specification for Ready-Mixed Concrete ASTM C143 Method of Test for Slump of Concrete ASTM C150 Standard Specification for Portland Cement ASTM A185 Standard Specification for Steel Welded Wire Reinforcement, Plain, or

Concrete ASTM C192 Method of Making and Curing Test Specimens in the Laboratory ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method ASTM C309 Standard Specifications for Liquid Membrane-Forming Compounds for

Curing Concrete ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM A615 Standard Speciation for Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement ASTM C979 Standard Specification for Pigments for Integrally Colored Concrete ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and

Mass Concrete ACI 306 Cold Weather Concreting ACI 318 Building Code Requirements Structural Concrete and Commentary

(includes Errata) PCI MNL 116 Quality Control for Plants and Production of Precast Prestressed Concrete

Products

MANUFACTURER CRITERIA 115-3.1 The manufacturer supplying the requested precast concrete utility facility must meet the following:

A. Manufacturer must be ISO 9001 certified at the time of bid. B. Manufacturer must not have defaulted on any contract within the last five years. C. Manufacturer must provide stamped, engineered drawings prior to acceptance. D. Manufacturer must be pre-approved prior to bidding.

Manufacturers meeting these criteria are:

CXT, Incorporated Spokane Industrial Park 3808 North Sullivan Road, Building 7 Spokane, WA 99216


G-115-2 ver. 2016-09-20

Phone: 800-696-5766

DESIGN CRITERIA 115-4.1 The shelter must be designed to meet the following criteria. Calculations and Engineer’s stamped drawings shall be provided. Design criteria include provisions of the 2006 IBC Code. A. Roof Snow Load

1. Designed to withstand a 350 pounds per square foot snow load.

B. Floor Load

1. Designed to withstand 400 pounds per square foot floor load.

C. Wind Load

1. Withstand the effects of 150 mile per hour (3-second gust) wind exposure C.

D. Earthquake

1. Withstand the effects of a seismic group 1 seismic design category E earthquake.

MATERIALS 115-5.1

A. Concrete - General

The concrete mix design will be designed to ACI 211.1 to produce concrete of good workability. 1. Concrete will contain a minimum of 505 pounds of cementitious material per cubic

yard. Cement will be a low alkali type III conforming to ASTM C-150. 2. Coarse aggregates used in the concrete mix design will conform to ASTM C33

with the designated size of coarse aggregate #67. 3. Minimum water/cement ratio will not exceed .45. Slump will not exceed 5”. 4. Air-entraining admixtures will conform to ASTM C260. Water reducing admixtures

will conform to ASTM C494, Type A. Other admixtures will not be used without customer approval.

B. Colored Concrete

1. Color additives will conform to ASTM C979. A 12”x12”x1” color sample shall be

supplied for Owner approval. 2. The following will contain colored concrete:

a. Building walls b. The same brand and type of color additive will be used throughout the

manufacturing process. c. All ingredients will be weighed and the mixing operation will be adequate

to ensure uniform dispersion of the color.

C. Cold Weather Concrete 1. Cold weather concrete placement shall be in accordance with ACI 306.


G-115-3 ver. 2016-09-20

2. Concrete will not be placed if ambient temperature is expected to be below 35 degrees F during the curing period unless heat is readily available to maintain the surface temperature of the concrete at least 45 degrees F.

3. Materials containing frost or lumps of frozen materials will not be used.

D. Hot Weather Concrete The temperature of the concrete will not exceed 80 degrees F. at the time of placement and when the ambient reaches 90 degrees F. the concrete will be protected with moist covering.

E. Concrete Reinforcement

1. All reinforcing steel will conform to ASTM A615. All welded wire fabric will conform

to ASTM A185. 2. All reinforcement will be new, free of dirt, oil, paint, grease, loose mill scale and

loose or thick rust when placed. 3. Details not shown of drawings or specified will be to ACI 318. 4. Steel reinforcement will be centered in the cross-sectional area of the walls and

will have at least 1” of cover on the under surface of the floor and roof. 5. The maximum allowable variation for center-center spacing of reinforcing steel will

be ½”. 6. Full lengths of reinforcing steel will be used when possible. When splices are

necessary on long runs; splices will be alternated from opposite sides of the components for adjacent steel bars. Lap bars #4 or smaller a minimum of 12”. Lap bars larger than #4 a minimum of 24 bar diameters.

7. Reinforcing bars will be bent cold. No bars partially embedded in concrete will be field bent unless approved by the customer.

F. Sealers and Curing Compounds

1. Curing compounds, if used, will be colorless, complying with ASTM C309, type I or 1-D.

2. Weatherproofing sealer for exterior of building will be clear, pure acrylic water repellant penetrating sealer.

G. Caulking, Grout, Adhesive and Sealer

1. All caulking will remain flexible and non-sag at temperatures from -50 to +140 degrees Fahrenheit.

2. Interior joints will be caulked with a paintable silicone based caulk. 3. Exterior joints will be caulked with a tripolymer sealant caulk, which compliments

the exterior color. 4. Grout will be a non-shrink type and will be painted to match the color of surrounding

concrete as nearly as possible. 5. Epoxy concrete adhesive will be two component, rigid, non-sag gel adhesive for

bonding to dry or damp surfaces, moisture insensitive. 6. Portland cement mortar will consist of one part Portland cement, three parts sand

and enough water to make workable mixture.

H. Paint

1. All paints and materials will conform to all Federal specifications or be similar “top-of-the-line-components”. Paints will not contain more than .06 percent by weight of lead.


G-115-4 ver. 2016-09-20

2. Type of paints for buildings.

a. Inside concrete surfaces. I Interior floors will be a 1-part water based epoxy with a silica sand

suspension to provide uniform texture. The color will be gray. II Interior walls and ceilings will be a modified acrylic penetrating

pigment. The color will be white. b. Metal surfaces both inside and out. I DTM enamel. c. Exterior concrete surfaces. I Exterior slab will be clear sealer.

II Exterior walls and roof will be a pure acrylic water repellent penetrating stain in the same color as the walls or roof followed by a clear acrylic anti-graffiti sealer.

I. Steel Doors

1. Doors will be flush panel type 1-3/4” thick, minimum 16 gauge prime coated steel panels with minimum 12 gauge internal bracing channels with polystyrene core. Door size to be 3068 single door.

2. Door frames will be knockdown or welded type, single rabbet, minimum 16-gauge prime coated steel, width to suit wall thickness. Three (3) rubber door silencers will be provided on latch side of frame.

J. Door Hinges

Door hinges will be 3 per door with dull chrome plating 4-1/2”x4-1/2”, adjustable tension, automatic-closing for each door.

K. Lockset

1. Lockset will be a deadbolt with US 26D chrome finish. Lockset will be Schlage D70PD PLY 626 or equivalent.

2. Upper surface bolt will be a Stanley 1088 with bright zinc finish and 6 ½” bolt strike, pad lockable or equivalent.

3. Lower surface bolt will be a Stanley 1088 with bright zinc finish and 6 ½” bolt strike, pad lockable or equivalent.

4. Dead bolt will be a Lori Lock standard model with a double cylinder 2 ¾” backset, and US26D finish or equivalent. The cylinder will be a standard 1 1/8” – 1 ¾” Schlage Mortise cylinder with compression ring and 626 finish or equivalent.

L. Threshold

An extruded aluminum threshold, Pemco #170 or equal.

M. Door Sweep / Seal

Door sweep/seal will be Pemco #420ASL or equal.


G-115-5 ver. 2016-09-20

N. Wall Vents

Wall vent will be cast into the concrete wall. The units’ frame will be C3x4.1 channel steel. The louver frame will be 3/16” x #3 flat bar. The louver will be inverted Y, no vision 2x2x1/8” angle. All steel will be primed and painted as defined in metal painting specifications. There will be an insect screen between the louvers. Two vents standard with the building.

O. Windows

Window frames shall be cast in and constructed of steel. Window glazing will be ¼” thick clear Lexan polycarbonate.

MANUFACTURE

115-6.1

A. Mixing and Delivery of Concrete

Mixing and delivery of concrete will be in accordance with ASTM C94, section 10.6 through 10.9 with the following additions. 1. Aggregate and water will be adjusted to compensate for differences in the

saturated surface-dry condition. 2. Concrete will be discharged as soon as possible after mixing is complete. This

time will not exceed 30 minutes.

B. Placing and Consolidating Concrete

Concrete will be consolidated by the use of mechanical vibrators. Vibration will be sufficient to accomplish compaction but not to the point that segregation occurs.

C. Finishing Concrete

1. Interior floor and exterior slabs will be floated and troweled until all marks are removed. A light broom finish will be applied to the exterior slabs.

2. All exterior building walls and exterior screen walls will be a barnwood texture. 3. All exterior surfaces of the roof panels will be cast to simulate a cedar shake roof.

The underside of the overhang will have a smooth finish.

D. Cracks and Patching

1. Cracks in concrete components which are judged to affect the structural integrity of the building will be rejected.

2. Small holes, depressions and air voids will be patched with a suitable material. The patch will match the color, finish and texture or the surrounding surface.

3. Patching will not be allowed on defective areas if the structural integrity of the building is affected.

E. Curing and Hardening Concrete

1. Concrete surfaces will not be allowed to dry out from exposure to hot, dry weather during initial curing period.

FINISHING AND FABRICATION

115-7.1 A. Structural Joints


G-115-6 ver. 2016-09-20

1. Wall components will be joined together with two welded plate pairs at each joint.

Each weld plate will be 6” long and located one pair in the top quarter and one pair in the bottom quarter or the seam. Weld plates will be anchored into the concrete panel and welded together with a continuous weld. The inside seams will be a paintable caulk. The outside seams will use a caulk in a coordinating building color or clear.

2. Walls and roof will be joined with weld plates, 3”x6”, at each building corner. 3. The joint between the floor slab and walls will be joined with a grout mixture on the

inside, a matched colored caulk on the outside and two weld plates 6” long per wall.

B. Painting/Staining

1. An appropriate curing time will be allowed before paint is applied to concrete. 2. Some applications may require acid etching. A 30% solution of hydrochloric acid

will be used, flushed with water and allowed to thoroughly air dry. 3. Painting will not be done outside in cold, frosty or damp weather. 4. Painting will not be done outside in winter unless the temperature is 50 degrees F.

or higher. 5. Painting will not be done in dusty areas. 6. Schedule of finishes

a. Inside concrete surfaces

I Inside floors will be 1 coat of 1-part water based epoxy with a silica

sand suspension to provide uniform texture. II Interior walls and ceilings will be 2 coats of a modified acrylic

penetrating pigment, followed by 1 coat of clear sealer.

b. Metal surfaces both inside and out

I 2 coats of DTM enamel c. Exterior concrete surfaces

I Exterior slab will be 1 coat of clear sealer

II Exterior walls will be 2 coats of pure acrylic water repellent penetrating stain in the same color as the walls or roof followed by 1 coat of clear acrylic anti-graffiti sealer.

TESTING

115-8.1 The following tests will be performed on concrete used in the manufacture of buildings. Testing will only be performed by qualified individuals who have been certified ACI Technician Grade 1. Sampling will be in accordance with ASTM C172.

1. The air content of the concrete will be checked per ASTM C231 on the first batch

of concrete. The air content will be in the range of 4.5% +/- 1.75%. 2. The compressive strength of the cylinders will be tested to ASTM C39. We will

make one (1) cylinder for release, one (1) for 7 days and one (1) for 28 days. The release must be a minimum strength of 2500 psi, the 7-day must be a minimum of 4000 psi and the 28-day must be a minimum of 5000 psi.

3. A copy of all test reports will be available to the customer as soon as 28-day test results are available.


G-115-7 ver. 2016-09-20

INSTALLATION 115-9.1 A. Scope of Work

Work specified under this Section includes excavation, backfill and placement of precast concrete vault toilet.

B. Placement

The floor of the building should be the high spot in the site chosen. The floor should be above the surrounding ground level with the pathway sloped up to meet the entryway. This will help prevent water drainage in the building.

C. Excavation

The hole dug to accommodate the fill for the base must be large enough to be workable and allow the floor of the building to fit on the fill for the base when placed.

D. Compacting

The bottom of the area must be compacted after it has been dug out. After the base has been placed, it must be compacted as well. The bearing of the soil and base should be a minimum of 1,500 pounds per square foot.

E. Base

After compacting the bottom of the area, a minimum of 6” of a compacted, ¾” minus material base of gravel (i.e. road base) should be placed for support, leveling and drainage purposes. The base also limits frost action. The base must be confined so as to prevent washout, erosion or any other undermining.

F. Access to Site

Delivery to site made on normal highway trucks and trailers. If at the time of delivery conditions of access are hazardous or unsuitable for truck and equipment due to weather, physical constraints, roadway width or grade, CXT may require an alternate site with better access provided to ensure a safe and quality installation. In any such case, additional costs for cranes, trucking, etc. will be charged to the account of the customer.

MEASUREMENT AND PAYMENT

115-14.1 Payment for pre-fabricated buildings shall be on a unit price basis for each building installed. Refer to Specification 271100.

END OF SECTION


G-115-8 ver. 2016-09-20


JFK Cell Phone Lot Project No. 721 DECORATIVE FENCING

G-116-1 ver. 2016-08-29

ITEM G-116

DECORATIVE FENCING

DESCRIPTION 116-1.1 This specification covers the installation of a decorative fencing system and associated gates, reinforced concrete pad, reinforced concrete barrier, hardware, and other associated appurtenances.

SUBMITTALS 116-2.1 Conform to the requirements of Section 01330 – Submittal Procedures. Submit details of proposed form work for approval.

PRODUCTS

116-3.1 MATERIALS. a. Concrete. Conform to material and proportion requirements for concrete of Section 02751 – Concrete

Paving. b. Reinforcing Steel. Conform to material requirements for Reinforcement for Concrete of TxDOT Item

440. c. Grout. Nonmetallic, nonshrink grout containing no chloride producing agents conforming to following

requirements. 1. Compressive strength

a. at 7 days: 3500 psi b. at 28 days: 8000 psi c. Initial set time: 45 minutes d. Final set time: 1.5 hours

d. Preformed Expansion Joint Material. Conform to material requirements for preformed expansion joint

material of Section 02752 – Concrete Pavement Joints. e. Expansion Joint Filler. Conform to material requirements for expansion joint filler of Section 02752 –

Concrete Pavement Joints. f. Metal Fabrication. Conform to material requirements of Section 05501 – Metal Fabrications.

1. Fencing pickets shall be a 7’x3/4”x3/4” 14 gauge Tube Steel picket, spaced four inches, on-center, bending toward the public side at the top at a 24 inch radius.

2. Two fence posts shall be embedded in the concrete barrier and spaced at 8 feet, on center. A cap plate shall be installed on top of each post.

3. Two tube steel, 2-inch by 2-inch, 14 gauge fencing rails, installed continuously along the fenceline and attached to the fence posts.

EXECUTION

116-4.1 Preparation. Prepare subgrade in accordance with applicable portions of sections on excavation and fill, embankment, and subgrade and roadbed. 116-4.2 Placement. a. Forms. Brace to maintain position during pour. Use metal templates cut to section shown on Drawings. b. Reinforcement. Secure in position so that steel will remain in place throughout placement. Reinforcing

steel shall remain at approximate center of base or pavement as indicated on Drawings.

JFK Cell Phone Lot Project No. 721 DECORATIVE FENCING

G-116-2 ver. 2016-08-29

c. Joints. Place in accordance with Section 02752 - Concrete Pavement Joints. Place dummy groove joints at to match concrete pavement joints at right angles to curb lines. Cut dummy grooves 1/4 inch deep using approved edging tool.

d. Place concrete in forms to required depth. Consolidate thoroughly. Do not permit rock pockets in form. Entirely cover top surfaces with mortar.

116-4.3 Manual Finishing. a. Light broom finish on top of footing, steel trowel finish on top of wall, smooth dorm finish on formed

surfaces. b. Finish visible surfaces and edges of finished barrier free from blemishes, form marks and tool marks.

Finished barrier shall have uniform color, shape and appearance. 116-4.4 Mechanical Finishing. a. Mechanical forming and finishing machines may be used instead of, or in conjunction with, previously

described methods, when approved by Project Manager. Use of mechanical methods shall provide specified curb design and finish.

116-4.5 Curing. a. Immediately after finishing operations, cure exposed surfaces of barrier and pad in accordance with

Section 02753 – Concrete Pavement Curing. 116-4.6 Tolerances. a. Top surfaces of pad and barrier shall have uniform width and shall be free from humps, sags or other

irregularities. Surfaces of barrier top, barrier face and pad shall not vary more than 1/4 inch from edge of straightedge laid along them, except at grade changes.

116-4.7 Protection. a. Maintain decorative fencing in good condition until completion of Work. b. Replace damaged decorative fencing to comply with this Section.

BASIS OF MEASUREMENT AND PAYMENT

116-5.1 Payment for the proposed fencing system to be installed shall be made at the contract unit price per lump sum, including all fencing, associated gates, reinforced concrete pad, reinforced concrete barrier, hardware, and other associated appurtenances as required to install a complete fencing system. The price shall be full compensation for furnishing all materials, and for all preparation, erection, and installation of these materials, and for all labor equipment, tools, and incidentals necessary to complete the item.

END OF SECTION


G-117-1 ver. 2016-08-29

ITEM G-117

PURCHASE OF EXTERIOR GRADE FURNITURE

DESCRIPTION 117-1.1 This item covers the requirement for utilizing a discretionary cash allowance set up in the Bid Form for the purchase and installation of exterior grade furniture for the proposed picnic canopy area. 117-1.2 Prior to initiating work under this bid item: a. The Contractor coordinate the type, number, and location of each furniture item to be purchased and

installed by the Contractor; and b. The Owner and Contractor shall agree as to the scope of work to be performed and the amount of

payment to be made for the particular work under consideration.

BASIS OF MEASUREMENT AND PAYMENT 117-2.1 Measurement and payment of this item shall be paid as a reimbursable expense of a discretionary cash allowance. A preliminary cost has been provided in the Bid Form for allowable charges. Reimbursement expenses may include any services provided by the Contractor as required by the Owner to complete the necessary work and direct costs (+10% for material purchase coordination) from the Owner. Scope of work and expenses for any services provided by the Contractor shall be first approved by the Owner in writing. The Contractor shall provide the Owner with proof of purchase of materials for reimbursement.

A contract amendment will be provided to the Contractor to modify the actual expenses of this item, if required. If no extra work is identified, and approved by the Owner, the allowance funds will not be expended.

Payment will be made under Section 01210 – Cash Allowances.


END OF ITEM G-117


G-117-2 ver. 2016-08-29
