section 265010 lighting fixtures

LIGHTING FIXTURES 265010-1

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SECTION 265010 LIGHTING FIXTURES PART 1 - GENERAL 1.01 DESCRIPTION

A. Description of System 1. Light fixtures furnished under this Division shall be furnished complete

with lamps and all necessary trim and mounting hardware, and installed as shown on the drawings.

2. Light fixtures shall be neatly and firmly mounted, using standard supports for outlets and fixtures. See special mounting requirements as detailed on the drawings.

3. Lamps shall be included in the system guarantee for a period of ninety (90) days after final acceptance of the building.

1.02 CODES

A. The WORK of this Section shall comply with the current editions of the following codes 1. National Electrical Code (NEC), NFPA 70 2. Florida Building Code (FBC)

1.03 SPECIFICATIONS AND STANDARDS

A. Except as otherwise indicated, the current editions of the following apply to the WORK of this Section 1. UL Underwriters Laboratories 2. CBM Certified Ballast Manufacturer's Association

1.04 SUBMITTALS A. Shop Drawings

1. Shop Drawings and manufacturers data shall be submitted for the following items

a. Luminaire data shall show full-size cross sections. Indicate finished dimensions, metal thickness, U.L. Label, finish, lens/louver thickness and materials.

b. Show mounting details, including hung ceiling construction. c. Indicate type of ballast and manufacturers and ballast quantity and

location. Include information as to power factor, input watts and ballast factor.

d. Indicate lamps to be utilized and quantity. e. Include a complete listing of all luminaries on a single sheet. This

listing shall contain the luminaire type, manufacturer’s catalog number, applied voltage, lamps, ballast type and luminaire quantities.

f. The Engineer reserves the right to require submittal of a complete sample fixture for any fixture type.

g. For exterior post/pole mounted light fixtures, clearly indicate hand hole and lightning protection ground lug mounted to post/pole at hand hole inside post/pole.

h. Signed and sealed shop drawings and calculations shall be submitted for all exterior pole mounted fixtures. The seal must be of a registered professional engineer certifying that the foundation and pole/fixture assembly meets or exceeds the wind load criteria of the Florida Building Code 2008. The foundation details shown on the


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plans are for bidding purposes only; the contractor shall provide the foundation and pole assembly necessary for compliance as submitted at no additional cost to owner.

i. Product data shall be submitted showing manufacturer’s written recommendations for storage and protection, and installation instructions.

PART 2 – PRODUCTS 2.01 APPROVED MANUFACTURERS

A. Luminaires 1. Acceptable manufacturers are listed in the lighting fixture schedule shown

on the Drawings. 2. The designations indicated on the lighting fixture schedule are a design

series reference (not necessarily a complete catalog number) and do not necessarily represent the number, size, voltage, wattage, type of lamp, ballast, finish trim, ceiling type, mounting hardware of special requirements as specified hereinafter on as required by the particular installation(s) and code. Contractor shall verify these requirements and order fixtures as required to give proper installation per the contract documents and per codes.

B. Ballasts 1. It is preferred that all ballasts shall be of the same manufacturer. Every

effort shall be made to eliminate ballasts from multiple manufacturers. Ballasts within luminaires of a given type must however be of the same manufacturer. Multiple manufacturers will not be permitted.

2. Approved Manufacturers: a) Motorola b) Advance Transformer Co. c) Magnetek d) General Electric

C. Lamps 1. All lamps shall be of the same manufacturer. Multiple manufacturers are

not permitted. 2. Approved Manufacturers:

a) General Electric b) Philips c) Osram Sylvania

2.02 MATERIALS A. All lighting fixtures mounted outdoors subject to dampness and insects shall have

gasketing material between lens door and frame to completely seal interior of fixture. Knockouts and holes in fixtures housing shall be closed and sealed. All fixtures shall be complete with lamps, shielding brackets, concrete bases, anchor bolts, and all necessary fittings and accessories for a complete installation.

B. Plastic Lenses and diffusers: 1. Virgin acrylic unless otherwise noted. De-staticize after cleaning. Install

and leave with no finger prints or dirt marks on the lens or diffuser. Lenses shall be provided on all recessed metal halide luminaires.

2. Minimum unpenetrated thickness for Parabolic or conical element diffuser: 0.085 inch.

3. Minimum nominal thickness: 0.125 inch. C. Parabolic Luminaire Care: Parabolic luminaires to be installed with mylar cover

over louvers. Cover shall be U.L. listed for temporary lighting. Upon completion of work, remove mylar cover with white gloves and blow clean reflectors.

D. Finish: Porcelain or baked enamel finish matte white on interiors with minimum


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tested reflectance of 90 percent matte white finish or as specified in visible exterior. Thoroughly clean base metal and bonderize after fabrication.

E. Sockets: Incandescent lamp sockets - porcelain housings over copper screw shells, with medium base sockets rated at 660 watts and 250 volts. Insulating joint in pull chains. Fluorescent lampholder - white, heat-resistant plastic rated 660 watts and 600 volts. Fluorescent industrial sockets - heavy-duty, multi-socket, metal-clad, spring-loaded. Provide heavy-duty sockets for H.I.D. luminaires where mounted less than 8'-0" AFF.

F. Luminaire Wiring: Minimum individual luminaire wiring - number 18 gauge with insulation at rated operating temperature of 105 degrees Centigrade or higher. Terminate wiring for recessed luminaires, except fluorescent units, in an external splice box.

G. Ballasts 1. Ballasts for F32T8 lamps shall be:

a) High frequency solid state electronic. b) Instant start, parallel operation. c) 50 F minimum starting temperature unless otherwise noted d) Minimum 0.87 ballast factor e) aximum total harmonic distortion (THD) 10% f) High power factor, minimum 95 % g) Sound rated A

2. High-power factor (over 90 percent). Certified Ballast Manufacturers' Certification, ballast case temperature not to exceed 90 degrees Centigrade during normal operation in 30 degrees Centigrade ambient temperature. Ballast voltage: 120 or 277 volts, as required by circuiting. Ballast shall be provided with the best sound rating available.

3. Built-in self-resetting thermal actuated device will remove ballast from line when excessive ballast temperature is reached. U.L. Class P, CBM certified 100% output.

4. The conductors between ballasts and lampholders shall have an approved insulation for 1,000 volts. This includes conductors to and from remote ballasts.

5. High-intensity discharge ballasts shall be constant wattage autotransformer type with built-in thermal protection, minimum power factor of 80%. 12" min. leads.

6. Provide ballasts with voltage characteristics to match that of all related circuitry indicated on the Drawings. No extra compensation will be allowed for failure to properly coordinate ballast voltage with circuitry.

7. Ballasts for control of lamps in one housing or fixture unit shall not control lamps of an adjoining unit, except as otherwise noted.

8. Guarantee ballast for one full year and one year prorated as per standard manufacturer's warranty against defects for a period of 2 years. Guarantee to include replacing defective ballast with new ballast.

9. Provide dimming ballasts as required for fixtures controlled by individual dimming or dimming systems.

H. Lamps 1. Provide a complete set of new lamps in each fixture. 2. Unless noted otherwise lamps must conform to the following:

a) Fluorescent: T-8, 35k color. b) Incandescent: "A" lamps to be inside frosted rated at 130 volts. c) Compact Fluorescent: triple Twin tube, 4-pin d) HID: Metal Halide, clear, universal base

I. Luminaires installed recessed in a metal pan ceiling shall have a flange type trim to overlap abutment of adjacent pans.

J. Where utilized as raceways, luminaires shall be suitable for use as raceways.


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Provide feed through splice boxes where necessary. K. Where ceiling mounted fixtures are called for in the Light Fixture Schedule and

on the drawings, this contractor shall provide fixture trims and supports as required to match type of ceiling system which will be furnished. No ceiling fixtures shall be ordered until the Ceiling System Installer has given written approval of the method and location of fixture hanging and fixture type. Fixtures supported by suspended ceiling systems shall be securely fastened to the ceiling framing member by mechanical means, such as bolts, screws, or rivets. Clips identified for use with the type of ceiling frame member(s) and fixture(s) shall also be permitted. Where fixtures are supported by the suspended ceiling system; the ceiling system shall have a minimum (2) opposite corners tied to structure at each fixture location; this contractor shall be responsible for doing this work or for having the ceiling contractor perform it.

L. All exterior post/pole mounted light fixtures shall have a hand hole at the base, lightning protection in hand hole and ground conductor connected to ground rod at base. Hand hole shall provide easy access to light fixture fusing and lightning protection ground lug. Lightning protection ground lug shall be provided inside post/pole, electrically in contact with pole, for connection to ground rod. Provide and install ground wire from ground lug to ground rod, concealing ground wire through post/pole base. Anchor bolts to be galvanized.

M. All interior and exterior light fixtures shall not have any labels exposed to normal viewing angles. This includes manufacturer labels and U.L. labels. All labels shall be concealed within the body of the fixture and/or luminaire. No manufacturers name or logo shall appear on the exterior of any light fixtures unless approved in writing by engineer.

N. All light fixtures shall adhere to U.L. Test Standard #1571 and Section #410-65C of the National Electric Code. All manufacturers shall provide the required thermal protection as required.

PART 3 – EXECUTION 3.01 INSTALLATION

A. Install luminaires in mechanical and unfinished areas after ductwork and piping installation. Adjust fixture locations to provide the best lighting for equipment access and service locations. Locate fixtures 8 feet 6 inches above floor, or at suitable locations within space on walls but not lower than 7'-0" AFF.

B. The Contractor shall protect luminaires from damage during installation of same and up to time of final acceptance. Any broken luminaires, glassware, plastics, lamps, etc., must be replaced by the Contractor with new parts, without any additional expense to the Owner.

C. The contractor shall verify prior to ordering fixtures that each fixture scheduled has correct type trim and support arrangement for the proposed ceiling construction.

D. Install all fixtures in accordance with manufacturer’s written instructions and the NEC.

E. Pendant mounted units shall comply with the following: 1. Each stem shall have a brass or steel swivel or other self-aligning device

of type approved by the Engineer. The entire luminaire mounting (hickey, aligner, swivel, stem, etc.) shall be submitted to and approved by the Engineer before installation.

2. An insulated malleable iron bushing shall be placed at luminaire end of stem through which wire passes.

3. A pendant support using an approved sliding clevis bracket which firmly grips an indentation in rigid sides of the wiring channel will be acceptable.

4. Connections between outlet boxes and luminaires shall be by means of


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approved flexible raceways. The application of raceways directly between luminaires is unacceptable.

F. Where luminaires are mounted upon surface-mounted outlet boxes in surface mounted conduit runs, this Contractor shall furnish and install a luminaire canopy sufficiently deep to permit exposed conduits to pass through. Canopy shall have proper openings cut by luminaire manufacturer through which conduits may pass. Submit sample of canopy for approval before installation.

G. Ceiling surface mounted fluorescent fixtures installed in exposed ceiling areas are to be suspended from ceiling structure with all-thread rods and 1-1/2”x1-1/2” Kindorf channels, full length of fixture/row. Mount outlet box at structure with flexible connection to fixture.

H. Ducseal shall be installed to seal all conduits entering exterior light fixtures from underground.

I. Install exit light as indicated on the drawings but not higher than 10'0" AFF. Size and color of lettering shall comply with local codes.

J. Outdoor lighting shall be aimed in periods of darkness in front of the owner/engineer.

3.02 COORDINATION WITH AMBIENT CONDITIONS

A. The Contractor is responsible for coordinating the characteristics and the U.L. labeling of the luminaires and their components with the ambient conditions which will exist when the luminaires are installed. No extra compensation will be permitted for failure to coordinate the luminaires with their ambient conditions. These areas of coordination include but are not limited to the following: 1. Wet location labels 2. Damp location labels 3. Low temperature ballasts 4. Dimming ballasts 5. Very low heat rise ballasts 6. Explosion proof 7. Plenums and air handling spaces 8. Fire rated ceilings 9. Low density ceilings 10. Insulated ceilings

3.03 CLEAN-UP A. Luminaires:

1. Clean free from dust and dirt. Wash lens and glassware using cleaner such as “Windex” and dry with absorbent paper. Clean plastic per manufacturer’s recommendations; do not wipe. Lenses which are kept in original containers until immediately prior to final inspection may not require cleaning. Clean “Alzak” aluminum surfaces (reflectors, fixture cones and the like) per mfr’s recommendations being careful to remove finger prints and smudges.

2. It is the contractor’s responsibility to remove any U.L. labels or manufacturers labels from areas of fixture exposed to view and relocate label to non-obtrusive area on fixture.

END OF SECTION

LIGHTNING PROTECTION SYSTEM 266100-1 60060986 - March 24, 2010

SECTION 266100 LIGHTNING PROTECTION SYSTEM PART 1 - GENERAL 1.01 DESCRIPTION

A. Description of Systems: 1. A Lightning Protection System shall be placed on the structures by

experienced installers in compliance with provisions of Code for Lightning Protection Systems as adopted by the National Fire Protection Association and Underwriters' Laboratories. Intent of the lightning protection systems shall be to protect the structures against damage by lightning. All equipment to that result shall be included whether or not specifically called for herein. Installers shall be Underwriters Laboratories certified as Master Label installers or of equal qualifications as approved by Engineer.

2. Provide lightning protection system for the telemetry antenna system as noted on the drawings. Provide complete bonding and grounding systems as shown on the drawings and as specified. All systems shall be in conformance to NFPA-780, UL-96, UL96-A and as shown on the contract drawings.

3. Materials shall comply in weight, size and composition with the requirements of Underwriters' Laboratories and the National Fire Protection Code relating to this type of installation, and shall be U.L. labeled.

4. All installations shall be performed to meet Underwriters Laboratories Master Label standards.

1.02 SUBMITTALS

A. Shop Drawings and Product Data: 1. Shop Drawings: Shop drawings shall be submitted before work is started.

Drawings shall include full layout of cabling and points, and connections. The drawing shall show the type, size and location of all equipment, grounds and cable routing. The drawing shall show all grounds and air terminals that are shown on the contract drawings. See additional requirements for shop drawings in section 16050.

2. Product Data: Product Data shall be submitted on all equipment to show compliance with this section of the specifications and shall include manufacturer's written recommendations for installation. Provide a sample of the air terminal to be used with the shop drawing submittal.

1.03 SYSTEM DESIGN

A. The system shall be an effective, aesthetically acceptable streamer-delaying lightning protection system to the standards of Underwriters Laboratories UL 96 & UL96A. The purpose of the system shall be to reduce the likelihood of a direct strike to the protected structure by delaying the formation of streamers from that structure. Secondarily the system shall be designed in such a manner that it affords protection to the structure upon which it is installed in the event a direct lightning strike to the structure does occur.

B. The system components shall not require mounting in a specific configuration or impose any other mounting limitations which may interfere with utility use of structure space or otherwise preclude or limit the intended use of the structure.


C. All components shall be attached to the structure in such a manner as to reduce the possibility of corrosion between dissimilar metals. If installed on a metallic or otherwise electrically conductive structure, the system shall be electrically bonded to the structure upon which it is installed through mounting clamps and brackets, with additional bonding to grounded objects and to the structure, as required or as indicated on the drawings.

D. The system shall be composed of components that meet the requirements of Underwriters Laboratories UL 96. Aluminum and Stainless Steel components shall be employed on structures and portions of structures subject to corrosive elements, where the use of copper components could be rendered ineffective, due to the surrounding environment. No dissimilar metals shall be allowed to be in contact.

E. Air Terminals shall be mounted on all outside corners of each structure, around the perimeter of each structure at intervals not to exceed twenty (20) feet, and on the interior of each structure in such a manner that no two Air Terminals are separated by a distance of more than fifty (50) feet. In the event this is not practical, such as on a large open tank, Air Terminal spacing around the perimeter shall be decreased to not more than fifteen (15) feet, with a total number around the perimeter not less than the total of the normally required perimeter Air Terminals, plus the additional number of Air Terminals if Air Terminals had been installed on the interior at intervals not greater than fifty (50) feet.

F. Each Air Terminal shall be provided with two (2) contiguous paths to ground. On structures with handrails, exposed structural members, or other conductors, provide a bond to structural conductors from the lightning protection system. Handrails shall not be used as a main lightning protection conductor. Provide a continuous lightning protection conductor parallel with handrails and bond from it to each handrail section and a minimum of 10’ on center. In the case of a structure or a portion of the structure where the structure itself is electrically conductive, such as a light pole, tower, etc, that structure or portion of the structure itself may be employed as part of the lightning protection system, provided it meets the minimum requirements of UL 96 or UL 96A, and down conductors are specifically not required on such structures.

PART 2 - PRODUCTS AND INSTALLATION 2.01 AIR TERMINALS

A. Air Terminals shall be of the streamer delaying type. Each air terminal shall have a minimum of five hundred dissipater electrode wires, none of which exceed ten thousands of an inch diameter. Electrode material shall be high quality 316 series stainless steel and shall have proper base support for surface on which they are attached, and shall be securely anchored to this surface. Terminals shall project a minimum of 18" above top of object to which attached.

B. Streamer-delaying Air Terminals shall be manufactured by Lightning Master Corporation.

2.02 CONDUCTORS

A. Roof conductors shall consist of rope lay tinned copper conductor complying with the weight and construction requirements for Class II lightning protection systems (115,000 CM). Conductors shall be coursed to interconnect with air terminals, and in general, provide a two-way minimum path to ground. The angle of any turn shall not exceed 90 degrees, and shall provide an approximately horizontal or downward course. Down conductors shall be copper, and shall be installed in PVC conduit and hidden within the structure. Approved bi-metal transitions from


aluminum conductors for bonding of aluminum roof structures (exhaust fans, etc.) to copper down conductors shall be provided.

B. Only in the case where aluminum building flashing, aluminum handrails, aluminum catwalks is specified, will aluminum roof conductors be acceptable; otherwise provide copper system throughout. All down conductors shall be copper. Radius of bends shall not be less than 8 inches.

C. Counterpoise loop ground conductors shall be tinned copper and be a minimum size equal to the main roof conductor size (115,000cm) or 2/0.

2.03 FASTENER

A. Conductor fasteners shall be of the same material as the conductor, having ample strength to support conductor. Where fasteners are to be mounted in masonry or structural work, they shall be furnished to the Masonry or Structural Contractor so they may be installed during construction of the project.

B. All fasteners shall be of a heavy-duty bolted type typically used for Class II lightning protection systems. Conductor to conductor connections shall be through heavy-duty pressure type bolted fasteners. Splice and bimetal connections shall be through four bolt pressure type heavy-duty connectors. Crimp fasteners shall not be used.

C. Dissimilar metals shall not be allowed to be in contact. Aluminum fittings shall be mounted on aluminum where necessary, and bonded to the main system using bi-metal connectors. Lead coating shall not be acceptable as a bi-metal transition.

D. All mechanical termination points and lugs shall have an anti-corrosive coating applied. In areas subject to chemical corrosion (odor control, degasifiers, chem. Rooms, etc.) apply Glyptal 1201 red enamel coating after termination is made. In other less corrosive areas apply Permatex battery protector sealer (SA-9) or Glyptal 1201 or equal.

E. Lugs for copper cable shall be high copper alloy terminals or stainless steel equal to Burndy type QDA Qiklug. Lugs of aluminum alloy are not acceptable.

2.04 GROUND CONNECTIONS

A. Ground rods shall be installed in the quantities as indicated on the drawings and as required by NFPA-780. Ground rods shall be placed a minimum of two (2) feet from building foundations. In addition to above artificial grounds, one down conductor of each two-path system shall be connected to water piping system with approved water pipe type strap connector. All ground rods shall be 5/8" X 20' copperweld type. All connections made below grade shall be exothermically welded (cadweld) connection and placed in a ground rod inspection well as detailed.

B. Soil type in the area is primarily sand with rock layer below. The rock layers on site will require drilling of ground rod holes. All ground rods shall be installed vertically. After drilling and installation of rod, back fill with sand and hydro compact around rod to provide low resistance to ground.

2.05 GROUND ROD & GROUND SYSTEM TESTING

A. The contractor shall utilize a clamp on ground loop tester during construction to check the system for high resistance connections. The resistance at any point below the air terminal shall be less than 5 ohms. The resistance at grade level on the down conductors should be less than 2 ohms. The contractor shall investigate and correct high resistance readings within the system. Demonstrate


to the engineer’s satisfaction with witness testing, provision of a low resistance installation meeting this specification.

B. Provide three point fall of potential ground testing on a minimum of one ground rod on each facility prior to connection to the counterpoise system. As an alternate provide ground rod selective method testing with appropriate ground testers. The complete ground system shall be three point fall of potential tested after completion of work. The system shall be tested at a minimum of three points spaced around the site using the “Tagg Slope” technique. Total grid system grounds should be less than one ohm.

2.06 INSTALLATION

A. Installation shall be made in an inconspicuous manner with conductors coursed to conceal equipment as much as possible. Down conductors shall be concealed within structure, and shall be run in 1" PVC conduit. Surface mount down conductors to existing structures in a neat and workmanlike manner. All metallic equipment within 6 feet of any lightning conductor shall be bonded to conductor. System shall also be tied to the main service electrical ground and other ground systems in the area.

2.07 COORDINATION

A. The installer shall coordinate the lightning protection work to insure a correct, neat, and unobtrusive installation.

B. Any electrical service grounding system and metallic water service piping to the structure shall be electrically bonded to the lightning protection system.

C. The contractor shall coordinate his work in such a manner as to not interfere with the normal operation of the structure upon which the installation is performed.

2.08 Material Manufacturers

A. Equipment shall be as manufactured by Thompson Lightning Protection, Inc. Independent Protection Company, Inc., Heary Brothers Lightning Protection, Harger Lightning Protection, Robbins Lightning Protection or Lightning Master Corporation.

END OF SECTION

SURGE SUPPRESSION BONDING AND GROUNDING 267090-1 60060986 - March 24, 2010

SECTION 267090 SURGE SUPPRESSION, BONDING & GROUNDING PART 1 - GENERAL 1. APPLICABILITY

A. Surge suppression, grounding and bonding requirements outlined herein shall be fully applicable to all electrical and electronic systems which are provided as part of this contract under this division. It is intended that surge suppressors, grounding and bonding provisions as described herein be provided for each system or device by the contractor installing the system or device. Under certain circumstances, Surge suppression devices, bonding and special grounding may be required as provision for owner provided systems or equipment. Specific requirements for such additional surge suppression, bonding, and grounding will be indicated on the contract drawings or described elsewhere in this specification.

B. Surge suppression, bonding and grounding shall be required on electrical and

electronic systems apparatus residing outside the confines of a protected building. Tower mounted lighting, RF transmitters and active repeaters are examples of these types of devices. Devices mounted on the exterior wall of a protected building below the roof line shall be considered as being within the protected building.

C. Requirements of this section shall be fully applicable to systems furnished under

other divisions when reference is made to this section. References shall be by section number, name, or both.

2. REFERENCE STANDARDS AND PUBLICATIONS

A. The following standards and publications are referenced in various parts of this section and shall apply to this work:

1. ANSI/IEEE C62.41-1980 (IEEE 587) Guide for Surge Voltages in Low-

Voltage AC Power Circuits. For purposes of this specification, category A and B exposures shall be as described. Category C exposure shall be assumed to be similar to category B in terms of surge waveforms, however, maximum voltage amplitude shall be assumed to be ten kilovolts and maximum current amplitude shall be assumed to be ten kiloamperes.

2. ANSI/IEEE C62.31-1977 (IEEE 465.1-1977) Standard Test Specifications for

Gas Tube Surge Protective Devices.

3. ANSI/IEEE C62.1-1984 Standard for Surge Arresters for AC Power Circuits.

4. ANSI/IEEE C62.32-1981 Standard Test Specifications for Low-Voltage Air Gap Surge-Protective Devices.

5. ANSI/IEEE C62.33-1982 Standard Test Specifications for Varistor Surge-

Protection Devices.

6. ANSI/IEEE Standard 81-1983 Guide for Measuring Earth Resistivity, Ground Impedance, and Earth Surface Potentials of a Ground System.


7. Lightning and 60 Hz Disturbances at the Bell Operating Company Network

Interface. Bell Communications Research Technical Reference TR-EOP-000001, Issue 1, June 1984

8. UL-1449 Standard for Transient Voltage Surge Suppressors

B. ANSI/IEEE standards may be obtained from the Institute of Electrical and

Electronics Engineers, Inc. 345 East 47th Street, New York, NY, 10017.

C. Qualified surge suppression and equipment manufacturers may obtain a copy of the Bell Communications Research Standard through a Bell Operating Company representative. This document is also on file at the Engineer's office for review by interested parties. Permission to copy this document has not been granted.

3. SYSTEM PERFORMANCE CRITERIA

A. Surge suppression, grounding and bonding required by this specification for protection of electronic systems shall effectively protect the systems to which it is applied against lightning and other surge transients throughout the useful life of the system. Surge suppression devices and related grounding and bonding systems shall be designed and installed in such a manner that normal operation of the system is not impaired due to installation of such devices.

B. Calculations for suppressor pulse-lifetime ratings shall assume the devices are

installed in areas of medium exposure when such devices are installed in ANSI/IEEE 62.41-1980 category A or B locations. Devices in category C locations shall be considered to be in an area of high exposure. Frequency of surge occurrence and surge amplitudes shall be as outlined in this standard with a required minimum suppressor lifetime of fifteen years.

C. Electronic system equipment shall be protected by dealing with each group of

related devices as a "cluster" of equipment and protecting all metallic circuits which enter and leave the cluster. The cluster may be as large as a computer room, control room or equipment room or as small as an individual equipment cabinet. For purposes of establishing maximum size, all equipment within a protected cluster shall fall within a circular area of not greater than twenty-five feet in radius around a common point. All metallic circuits entering and leaving the equipment cluster shall be grouped together at a common point or "window" not larger than four by eight feet in dimension and protected with one exception. Circuitry which is supported by equipment within the cluster and extending beyond the cluster to serve devices within the building shall not require protection provided all of the following conditions are met:

1. Circuitry is enclosed within ferrous metal conduit.

2. No wiring within the raceways containing such circuits extends beyond the

confines of the building.

3. No connection is made between this wiring and conduit ground outside of the protected perimeter established for the equipment cluster.

4. All devices connecting to such circuits shall have no connections to conduit,

other grounds or other power sources outside the perimeter established for


the equipment cluster.

5. All wiring to devices (and circuitry within devices) must be insulated from conduit and other grounds to a minimum impulse breakdown level of 5000 (five-thousand) volts or greater.

D. All equipment chassis within a protected equipment cluster shall be effectively

isolated from stray grounds and bonded only to a ground bar at the "window" location for the cluster. The ground terminals of the suppressors protecting the equipment cluster shall also connect to this bar using a short direct route. The ground bar for each equipment cluster shall interconnect with each of the following external grounding systems:

1. Electrical "Green-Wire" grounds serving equipment within the cluster.

2. The building metallic structure at the closest point.

3. The nearest point of attachment to the building cold water piping system (if

metallic). 4. SPECIAL CABLING REQUIREMENTS

A. Cabling extended beyond the protected confines of a building, either direct burial or enclosed in non-ferrous conduit shall be designed for direct burial in a high lightning environment.

B. Cables shall be expected to carry significant potentials associated with the direct or

induced effects of lightning and protection from pinhole sheath damage and subsequent electrolytic action shall be provided.

C. Cable design shall include a metallic shield and high density polyethylene outer

jacket. Flooding compound shall be provided between the jacket and shield to heal pinhole jacket penetrations resulting from lightning. Standard direct burial telephone cables and CATV cables are acceptable for this application.

5. EXEMPTION FROM EXTERNAL SURGE SUPPRESSION REQUIREMENTS

A. It is recognized that equipment and system manufacturers are beginning to address surge suppression as an inherent part of their equipment design and it is the intent of this specification to permit the use of such equipment without requiring supplementary external surge suppression.

B. Specific exemption will be granted for such systems and equipment upon receipt of

documented tests from the manufacturer certifying the ability of the equipment or system to withstand common and differential mode surges on all metallic circuits using levels and waveforms described in ANSI/IEEE C62.41-1980 and as extended in the standards paragraph of this section. Pulse lifetime and withstand ratings for equipment shall be certified based on the appropriate category of exposure for a medium or high exposure location as appropriate to the location in which the equipment will be installed.

C. Exposure for circuits which connect to telephone company lines shall be

determined from the Bell Communications Research Standard listed herein. Frequency of surge occurrence shall also be determined from this standard.


D. Surge suppression furnished as an integral part of the equipment or system shall be

designed for a useful lifetime of fifteen years under conditions of exposure as outlined in the appropriate standard.

E. Grounding and bonding provisions described herein shall apply to all equipment

which is internally protected by the equipment manufacturer.

F. In absence of a more relative standard, ANSI/IEEE C62.41-1980 exposure categories and waveforms shall be utilized in determining protective requirements for both power and signal wiring. The branch circuit wiring systems providing power to various electronic systems are quite similar to signal wiring in terms of topography and electrical characteristics which determine their ability to propagate surge energy.

6. MANUFACTURER QUALIFICATIONS

A. All surge suppression devices shall be manufactured by a company normally engaged in the design, development, and manufacture of such devices for electrical and electronic systems equipment.

B. The surge suppressor manufacturer shall offer factory repair service for all non-

encapsulated assemblies and replacement for all encapsulated units. 7. WARRANTY

A. All surge suppression devices and supporting components shall be guaranteed by the installing contractor to be free of defects in materials and workmanship for a period of one year from the date of substantial completion for the system to which the suppressor is attached.

B. Any suppressor which shows evidence of failure or incorrect operation during the

warranty period shall be repaired or replaced at no expense to the Owner. Since "Acts of Nature" or similar statements include the lightning threat to which these suppression devices will be exposed, any such clause limiting warranty responsibility in the general conditions of this specification shall not apply to this section.

8. SUBMITTAL

A. Surge suppression devices shall be submitted as an integral part of the equipment submittal for the system or equipment which they protect. Surge suppressors and their wiring, bonding, and grounding connections shall be indicated on the wiring diagrams for each system. Equipment grouped in clusters for the purposes of protection shall be indicated on the drawings by cluster and all bonding and grounding connections for the cluster shall be shown.

B. The surge suppression submittal shall also include, but shall not be limited to, the

following additional data:

1. Complete schematic data for each suppressor type indicating component values, part numbers, conductor sizes, etc.

2. Dimensions for each suppressor type indicating mounting arrangement and


required accessory hardware.

3. Manufacturers certified test data indicating the ability of the product to meet or exceed requirements of this specification.

4. If requested, a non-encapsulated sample of each suppressor type to be used

for testing and evaluation. If requested by the manufacturer, sample will be held confidential unless cause is found to suspect that actual devices furnished do not match sample. Samples will not be returned.

5. It is recognized that certain manufacturers do not wish to divulge the contents

of their products. Under these conditions, and in lieu of the required sample, the suppressor manufacturer may submit certified test data from a recognized independent testing laboratory indicating compliance with each element of this specification.

PART 2 - PRODUCTS 1. POWER SUPPRESSORS FOR ELECTRONIC EQUIPMENT

A. Each item of electronic equipment provided under this contract and connected by line cord or direct wired to the building electrical system shall be provided with a three-stage single or multi-phase hybrid suppressor. Fusing shall be provided which removes the protective elements from the circuit upon failure. Visual indication or loss of output power shall be used to notify the user of device failure.

B. Suppressors shall be rated for a minimum of 125% of their continuous electrical

load. Suppressors for cord connected equipment shall be equipped with standard NEMA cordsets one of which includes a molded grounding receptacle and the other, a molded grounding plug. Suppressor shall be installed in series with the power cord for the protected equipment. Where several items of equipment are grouped within the same cluster of equipment, one suppressor may be used in conjunction with properly sized grounding plugstrip to serve the equipment.

C. Suppressors for direct wired equipment shall be identical in internal design to the

unit described for cord connected applications, however, protected screw terminals suitable for termination of solid copper wire shall be used for wiring terminations. One suppressor may be used to support several equipment cabinets provided all cabinets are located within the same equipment cluster and the maximum connected load shall not exceed eighty percent of the rated suppressor capacity.

D. Suppressors shall be constructed with a phenolic non-flammable exterior housing

with provisions for mounting to the interior of equipment racks, cabinets, or to the exterior of free-standing equipment. Suppressors shall be constructed as three-stage devices. The first stage shall include a high-energy varistor clamp between line and neutral and from neutral to ground. The second stage shall consist of series air-core inductor installed in the line conductor(s) to properly coordinate the action of the first and third stages. The third, fast acting, hard clamping stage shall consist of a network of silicon avalanche bipolar surge suppression diodes between the neutral and line conductor(s).

E. Minimum suppressor performance characteristics shall be as follows:

1. Maximum single impulse line-to-neutral current withstand: 15,000 Amperes


(8 x 20 us waveform)

2. Maximum single impulse neutral-to-ground current withstand: 10,000 Amperes (8 x 20 us waveform)

3. Pulse lifetime rating Category B worst case current waveform (8 x 20 us @

3000 Amperes): 1200 occurrences

4. Pulse lifetime rating for 200 Ampere (8 x 20 us waveform): 10,000 occurrences

5. Worst case response time: Five Nanoseconds

6. Worst case (Maximum Single Impulse Current Conditions) clamping voltage:

400% of nominal phase-to-ground RMS voltage.

7. Initial breakdown voltage: 200% of nominal phase-to-ground RMS voltage. 2. SUPPRESSORS FOR SINGLE CONDUCTOR PROTECTION

A. Suppression devices for single conductor protection shall be provided in multi-circuit pluggable packages suitable for the circuitry to be protected. Units for protection of data circuits which utilize standard connector configurations shall be equipped with connectors which install in series with the data cable to the protected equipment. Units intended for use with individual wiring conductors shall be equipped with accessory terminal blocks or strips suitable for the type of wiring being used. Suppressors installed outside of terminal or equipment cabinets (except at designated terminal boards) shall be provided with a housing approved for the location.

B. Suppression for each circuit shall consist of a two-element gas tube first stage, a

series isolating element, and a silicon avalanche second stage. Resistive limiting elements may be used where the voltage drop across the series resistance has no effect on circuit operation. Inductive series elements may be used on other circuits to effectively pass direct or low frequency alternating currents while limiting passage of fast risetime surge waveforms. Silicon avalanche devices shall be designed for surge suppressor applications and shall be polarized or bipolar as appropriate for each circuit.

C. Minimum performance criteria (each circuit) shall be as follows:

1. Maximum single impulse conductor-to-ground current withstand: 12,000

Amperes (8 x 20 us waveform)

2. Pulse lifetime rating Category B worst case current waveform (8 x 20 us @ 3000 Amperes): 1200 occurrences

3. Pulse lifetime rating for 100 Ampere (10 x 1000 us waveform): 1,000

occurrences


5. Worst case (Maximum Single Impulse Current) clamping voltage: 200% of normal operating voltage amplitude and polarized or bipolar as appropriate


for each circuit type.

6. Initial breakdown voltage: 150 percent of normal operating voltage peak amplitude plus or minus five percent.

7. Capacitance: Capacitance for DC or low frequency lines shall not exceed

2000 picofarads measured line to ground at the rated diode breakdown voltage. Suppressors intended for use on high frequency or high baud rate circuits shall be designed for use on such lines. Capacitance of such units shall be equated to equivalent cable feet based on the type of cabling used for the particular circuit. The sum of equivalent cable feet for suppressors and actual cable footage shall not exceed manufacturers recommended maximum values for the system on which these devices are installed.

8. Circuit compensation: Any additional circuit compensation (gain or

equalization) required to compensate for the insertion of surge suppression devices shall be provided as part of this contract.

3. SUPPRESSORS FOR CONDUCTOR PAIR PROTECTION

A. Suppression devices for conductor pair protection shall be provided in multi-circuit pluggable packages suitable for the circuitry to be protected. Units for protection of data circuits which utilize standard connector configurations shall be equipped with connectors which install in series with the data cable to the protected equipment. Units intended for use with multiple wiring pairs shall be equipped with an accessory terminal blocks or strips suitable for the type of wiring being used. Single pair units shall be configured as encapsulated units with wire leads or screw-terminal wiring terminations. Suppressors installed outside of terminal or equipment cabinets (except at designated terminal boards) shall be provided with a housing to afford physical protection for the surge suppression modules.

B. Suppression for each pair shall consist of a three-element gas tube first stage, an

isolating element in series with each conductor of the pair, and a silicon avalanche second stage. Second stage clamping shall be provided across the pair for differential mode protection and from each side of the pair to ground for common mode protection. Resistive limiting elements may be used on low current circuits where the effect of voltage drop across the series resistance has no effect on circuit operation. Inductive series elements shall be used on higher current circuits to effectively pass direct or low frequency alternating currents while limiting passage of fast risetime surge waveforms. Silicon avalanche devices shall be designed for surge suppressor applications and shall be polarized or bipolar as appropriate for each circuit.

C. Minimum performance criteria (each circuit) shall be as follows:

1. Maximum single impulse conductor-to-ground or conductor to conductor

current withstand: 10,000 Amperes (8 x 20 us waveform)

2. Pulse lifetime rating Category B worst case current waveform (8 x 20 us @ 3000 Amperes): 10 occurrences

3. Pulse lifetime rating for 100 Ampere (10 x 1000 us waveform): 1,000

occurrences



5. Worst case (Maximum Single Impulse Current) clamping voltage: 200% of normal operating voltage amplitude and polarized or bipolar as appropriate for each circuit type.

6. Initial breakdown voltage: 150 percent of normal operating voltage peak

amplitude plus or minus five percent.

7. Capacitance: Capacitance for DC or low frequency lines shall not exceed 2000 picofarads measured line to line or line to ground at the rated diode breakdown voltage. Suppressors intended for use on high frequency or high baud rate circuits shall be designed for use on such lines. Capacitance of such units shall be equated to equivalent cable feet based on the type of cabling used for the particular circuit. The sum of equivalent cable feet for suppressors and actual cable footage shall not exceed manufacturers recommended maximum values for the system on which these devices are installed.

8. Circuit compensation: Any additional circuit compensation (gain or

equalization) required to compensate for the insertion of surge suppression devices shall be provided as part of this contract.

4. BONDING AND GROUNDING CONDUCTORS AND MATERIALS

A. Conductors utilized for surge suppressor bonding shall be a minimum of #6 AWG solid insulated copper unless otherwise specified.

B. Ground bus or strip material shall be copper, a minimum of 26 gauge in thickness

and three inches wide unless otherwise specified. Bus materials may be secured to surfaces with an appropriate mastic material or mechanical fasteners. Bus connections shall be bolted or brazed and reinforced as necessary on thin bus material to provide a permanent and secure connection.

C. Unless otherwise specified, all surge suppression grounding electrodes shall be

5/8" diameter copperweld rods, twenty feet in length.

D. Connectors, splices, and other fittings used to interconnect grounding conductors, bond to equipment or ground bars, shall comply with requirements of the National Electric Code and be approved by Underwriters Laboratories for the purpose.

E. Connectors and fittings for grounding and bonding conductors shall be of the

compression or set-screw type in above grade locations. Connections below grade shall be exothermically welded or brazed.

F. Bonding connections between electrically dissimilar metals shall be made using

exothermic welds or using bi-metal connectors designed to prevent galvanic corrosion.

PART 3 - EXECUTION 1. SEGREGATION OF WIRING

A. All system wiring shall be classified into protected and non-protected categories.


Wiring on the exposed side of suppression devices shall be considered unprotected. Surge suppressor grounding and bonding conductors shall also fall into this category.

B. All wiring between surge suppressors and protected equipment shall be considered

protected. Isolated circuitry exempted from surge suppression requirements in part one of this section shall also be considered protected.

C. A minimum of three inches of separation shall be provided between parallel runs of

protected and unprotected wiring in control panels, terminal cabinets, terminal boards and other locations. In no case shall protected and unprotected wiring be bundled together or routed through the same conduit. Where bundles of protected and unprotected wiring cross, such crossings shall be made at right angles.

2. INSTALLATION OF SUPPRESSORS

A. Suppressors shall be installed as close as practical to the equipment to be protected consistent with available space. Where space permits and no code restrictions apply, suppressors may be installed within the same cabinet as the protected equipment. Suppressors installed in this manner shall utilize the equipment chassis as a medium for bonding of their ground terminals. Bonding jumpers not exceeding two inches in length shall be installed between the chassis and suppressor ground terminals. Bolted connections with star washers shall be used to insure electrical and mechanical integrity of connections to the equipment chassis.

B. Suppressors shall be installed in a neat, workmanlike manner. Lead dress shall be

consistent with recommended industry practices for the system on which these devices are installed.

C. Bonding between ground terminals for power and signal line suppressors serving a

particular item or cluster of equipment shall be kept as short as possible. Where practical, suppressors shall be installed in a common location for the cluster with their ground terminals bonded closely together. For installations requiring separation between the various suppressor grounds and equipment chassis within an equipment cluster, the following table shall be used to determine bonding conductor requirements (distances are measured between most distant suppressor or chassis grounds):

BONDING DISTANCE MATERIAL

----------------------------- --------------- 0 - 10 feet #6 AWG Bare Copper (Solid)

10- 25 feet 1-1/2" Copper Strip 26ga. Min. 25- 50 feet 3" Copper Strip 26ga. Min.

Over 50 feet 6" Copper Strip 26ga. Min.

Care shall be exercised to avoid connection of incidental grounds to the bonding bus system.

D. Where terminal cabinets are used to house surge suppressors, painted steel

backboards shall be used to serve as a low impedance ground plane for bonding surge suppressor leads together. Terminal boards used for the same purpose shall be laminated with a single sheet of 14 ga. galvanized steel to serve as a ground plane for suppressors. Suppressors with ground


terminals not inherently bonded to the ground plane through their mounting shall be bonded to this plane using a two-inch maximum length of #12AWG copper wire and suitable lug. Ground planes and backboards shall be drilled to accept self tapping screws, any paint in the area of the bond shall be removed and star washers shall be used.

E. Supplementary grounding and bonding connections required between the

bonding bus or ground plane for each equipment cluster and other locations as indicated herein shall be accomplished using #6 AWG bare copper conductor and approved connections unless otherwise noted.

END OF SECTION

INSTRUMENTATION AND CONTROL SYSTEM 268500-1 60060986 - March 24, 2010

SECTION 268500 INSTRUMENTATION AND CONTROL SYSTEM PART 1 GENERAL 1.1 SCOPE

A. Furnish and install, complete with all accessories, a programmable logic control based monitoring and control system with its associated instrumentation as described herein and shown on the contract drawings. The system shall serve as a self-contained monitoring and control system for all aspects of pumping station operation. It shall also be capable of integration with the existing City of Sarasota central telemetry site.

B. This Specification has been developed to establish minimum requirements for a

pump controller. This system shall be designed, constructed, tested and documented in strict accordance with the guidelines of this document. All system construction and programming will be the responsibility of the instrumentation and control (I&C) system supplier. All materials and labor shall be provided for a fully functional system including any items which are required for system operation but are not specifically addressed in this document or on the contract drawings.

C. This specification is intended to be used in conjunction with all drawings supplied

and is not intended to be complete without reference diagrams on system configurations, etc. All bidders must conform to all areas of the documentation. It is the intent of this specification that the monitoring and control system contractor have single source responsibility for the complete control and instrumentation package for the project; including but not limited to flow, pressure, level instrumentation and control, Variable Frequency Drives, and interconnecting conduit and control wiring for total system responsibility.

1.2 CONTRACTOR QUALIFICATIONS AND ADDITIONAL RESPONSIBILITY

A. The contractor providing this system shall be an instrumentation and control systems contractor who is experienced in and regularly engaged in engineering, installation and service of systems of similar size and complexity within the water treatment industry.

B. The contractor shall assume total systems responsibility for all aspects of this

system including installation, commissioning and start-up of the system, training of operating personnel and coordinating interfaces between this system and equipment provided by others. This responsibility shall include mounting and wiring of relays, transformers, disconnecting means, and other control devices as required forming a complete system.

C. The installing contractor shall maintain an office with full time sales and service

staff within a one hundred and fifty-mile radius of the site. Emergency warranty service response shall be guaranteed to be a maximum of four-hours between the time of emergency notification and arrival of service personnel on site. An emergency service condition shall be considered to exist when any failed system hardware or software prevents or threatens to prevent the pumping station from fulfilling it's intended purpose as determined by the owner or engineer.

D. Non-emergency service requests shall be responded to within 2 business days.

Telephone support for operating procedures and non-hardware problems shall be provided on an unlimited basis during the warranty period.


E. An unconditional warranty shall be provided for all equipment supplied for Two

years from date of final acceptance of system by the owner. THIS WARRANTY SHALL INCLUDE ANY DAMAGES CAUSED BY LIGHTNING INDUCED ELECTRICAL SURGES; ONLY DAMAGES CAUSED BY DIRECT LIGHTNING STRIKES TO THE BUILDING STRUCTURE (AS DETERMINED BY THE ENGINEER) SHALL BE EXCLUDED FROM THE WARRANTY. Theft, fire, vandalism and floods shall be excluded from the warranty except for fire damage which originates at equipment which is provided as part of this work.

F. Provide the services of a qualified system integrator that has demonstrated

competence in providing controls system integration on this type of facility. Submittal qualifications with submittal of bid. Submit 10 example projects of installed history of the type and complexity of this project. Submit project data, and reference contacts.

1.3 SUBMITTALS

A. Shop Drawings shall be submitted in accordance with Section 16050, Shop Drawings, Product Data and Samples. These drawings shall include:

1. A cover sheet consisting of a Bill of Material, purchase order number,

manufacturer's job number, Owner's name, location, application and shipping address.

2. Mechanical layouts detailing the overall external dimensions of all

enclosures. Include all pertinent information such as location of door handles, windows, lifting lugs and enclosure mounted items such as pump controller chassis and I/O modules (show cable connections on modules), relays, cooling fans, etc.

3. Details for mounting of the processor, I/O racks, relays, motor starters,

disconnect switch, fuse blocks, wireways, etc. All materials shall be labeled to provide easy cross-reference to the Bill of Material listing.

5. Electrical drawings detailing all hardwiring, done by the supplier, to

devices such as relays, pump controller modules, disconnect switches, fuse blocks, etc. Provide individual wire numbers and relay contact cross-reference designations.

6. A description of all input and output modules by name, rack, module and

terminal location.

7. The last sheet(s) in the set shall describe all terminal block designations and individual terminal numbers.

B. Shop Drawings:

1. Complete master wiring diagrams, elementary schematics and control

schematics shall be submitted for approval before proceeding with manufacture. Suitable outline drawings shall be furnished as part of this submittal. Standard or typical pre-printed sheets or drawings simply marked to indicate applicability to this contract will not be acceptable. Shop drawings shall be on standard 24" X 36" or 11" X 17" media; drawn with a computer aided design package. The computer aided design package shall be AUTOCAD version 2004 or converted to Autocad version 2004. Engineering plan backgrounds of the facility shown on the contract documents will be available to the contractor on request.


Submittals shall include reproducible plots of the drawings on paper translucent bond and CD-ROM electronic copies.

2. A complete drawing indicating each point of interface with the process

control system and the type of signal provided or accepted at each point. This drawing shall depict the actual interface terminal block including all circuit designations.

3. A complete sequence of operation describing the control strategy in

response to external signals and the signals which will be provided to the process control system during operation of the plant. All interlocks and limits which are internal to the operation of the controls shall be included in this description.

4. A drawing showing the layout of the control panels indicating every device

with complete identification. PART 2 PRODUCTS 2.1 PUMPING SYSTEM CONTROLLER OPERATION

A. The pump control panel (PCP) system shall perform all logic operations necessary to sequence and alternate the pumps to accomplish proportional level control and to ensure equal run times on all pumps. The pump controller shall also automatically select one or multiple backup units in the event of a single or multiple pump failure. The pump controller shall interface with the VFD's through an analog module interface. The pump controller coordinates the operation of the pump drive system; monitors status of the complete plant operation and provides the telemetry interface. In normal operation the controller shall schedule the pumps on and off to maintain wetwell level. The level control parameters will be based on values set by the operator from the PCP graphic screen. The initial wetwell proportional values are as indicated on the drawings. The control levels set by the operator are to be checked by the PCP to be within the minimum and maximum limits established. Minimum low level limits will be 3.4 feet above wetwell floor to protect pumps from running dry which is also the low alarm point. Maximum high level control limit will be 10.4 feet above wetwell floor which is also the high level float. The high high level float is initially set for 11.4 feet above the wetwell bottom and will activate the backup pump controller. Also provide virtual high level alarms from the level transmitter signal at 3” below the “start diesel pump1 start” level and 3” below the “start diesel pump2 start” level.

B. The following operating modes shall be required for the pump controller:

1. Maintain the wetwell level established by the proportional level control

system, automatically and without regard to system flow within a 0.2 feet level deviation. The turn on and turn off level values for each pump (lead, lag and lag-2 and lag-3) will be operator configurable with the initial values as indicated on the drawings. The pump controller shall insure speed matching of all pumps.

2. Allow or disallow automatic operation of each pump via

telemetry or locally from the operator interface. 3. Provide for sensing of VFD current. 4. Provide for pump shutdown on fault indication from pump

control and status module (Fairbanks Morse SubGard).


C. For each Drive in the system, the controller program shall control the RUN

command and specify the operating mode (LEAD, LAG, LAG-2, LAG-3) of the Drives. The software internal to the controller shall coordinate the Drives to allow a lower priority pump to move up in the priority string in the event of the next higher pump drive has faulted.

D. As the level in the wetwell increases and the lead pump is running at full speed,

the level reaches the “start lag pump” setpoint, a signal shall activate and latch to call on the lag pump. The lag pump will come on line and quickly ramp up and match the speed of the lead pump. The pumps will operate as a speed matched pair. As the level continues to rise and the Lead and Lag pumps are running at full speed, the level reaches the “start lag-2 pump” level, a signal shall activate and latch to call on the Lag-2 pump. Same for the Lag-3 pump.

E. As demand increases and decreases, the Pump controller shall stage on and off

the lag and lag-2 &3 pumps based on “lag pump stop” elevation, lag-2 & lag-3 pump stop elevation. As flow decreased further the lead pump ramps down based on level to minimum speed. The minimum speed is maintained until the level drops further to a “stop lead pump” wetwell level setpoint. The lead VFD pump shall be alternated on each operation based on the pump with the least hours. The PCP monitors the flow rate of the pump station through the magnetic flowmeter, and totalizes the pulsed volume. If the flow rate drops below a setpoint initially set for 50gpm after a time delay (initial setting of 30sec) with the pump running, an alarm is initiated and the lead pump is shutdown. The VFD minimum speed programmed into the VFD shall be set to maintain a flowrate with an initial setpoint of 50gpm for all head conditions.

F. The pump controller shall monitor the signals of two (2) redundant level

transmitters using either as a backup or check of the other. Each transmitter shall be totally independent of each other with independent power supplies. The pump controller will generate an alarm if the transmitter signals are more than a predetermined (operator) configurable percent deviation from each other. The operator shall be able to select either level or an average of both level transmitters to control from. The selection shall be locally at the pump controller. Normally the average of the level transmitters shall be used for control. In the event the levels are more than 10% apart the higher of the two shall be used for control and an alarm shall be indicated to the operator. Signals less than 4ma or greater than 20ma shall be ignored and the other used for control. A backup pump controller shall override the control to the VFDs on initiation of a high-high level switch operation. The VFDs shall be programmed to start and run at a pre-determined speed until a second low level float activates.

G. The control signals to and from the PCP controller shall be as shown in the I/O

PCP appendix. 2.2 PUMP CONTROLLER ENCLOSURE

A. The pump system controller shall be housed in a free standing NEMA type 12 enclosure of approximately 36" wide, 24” depth and 72” height. The enclosure shall accommodate all associated new equipment and instrumentation for the plant. The enclosure shall be ventilated as required by the application. A matching adjacent 36”x24”x72” termination/surge suppression cabinet shall be provided for all field cable terminations.

B. Fused terminal blocks shall be provided for all inputs and outputs. Blocks shall

be permanently marked to indicate the appropriate I/O address of each circuit on the pump controller. Surge suppressors shall be provided for all analog inputs


and outputs. Surge suppressors shall be provided for all digital inputs and outputs that leave or enter the pump building.

C. The assembled system shall include circuit breakers, fuse blocks and other

electrical components as required by the application and in accordance with the standard requirements of the National Electric Code as well as all State and Local electrical code requirements.

D. All I/O racks, processor racks and power supplies shall be grounded in

accordance with the manufacturer's specifications.

E. All push-buttons, switches and other operator devices shall be UL listed and/or CSA approved and sufficiently large and durable to provide dependable, long life operation.

F. All cables, plugs, connectors and receptacles requiring user field installation shall

be designed to withstand an industrial environment.

2.3 PUMP CONTROLLER: SYSTEM

A. Provide Multitrode Multismart Pump Controller with an intuitive user-interface. The product shall come with pre-built configuration parameters which are selectable via the user interface and a PC configuration program, including: Setpoint adjustment for pump activation/deactivation and level alarms; Level device from 4-20mA; Redundant level device handling; Selectable between fill / empty; Functionality for advanced pump control of up to 9 pumps including grouping and alternation; Station optimization including, Max off time (odour reduction). Maximum starts per hour (pump protection), Inter-pump start and stop delays. Maximum run time (turn off inefficient or partially blocked pumps), Blocked pump detection, Well clean out (periodic pump down to snore point), Multiple profiles of setpoints for spill management, off peak pumping, Datalogger of 50,000 events, 3-phase supply monitoring and supply protection, Under-voltage, Over-voltage, Phase fail, Phase rotation, Monitoring of dc supply, battery voltage, and internal temperature. Provide for optional VFD control algorithms.

B. The I/O shall be expandable to many hundreds of I/O points per unit. Available

I/O types shall include: Digital inputs (voltage free input), also configurable as counters. Digital outputs (240V, 5A resistive); Analog inputs (10bit); Analog outputs (10bit). The product shall include: Ethernet 10Mbit/s; Multiple RS232 ports to 115kBit/s. The system shall support a variety of communications networks including: Private radio over RS232; PSTN; Wireless LAN; Cellular voice and cellular data. The communications protocol will be an open protocol such as DNP3 which includes: Change of state reporting; Native date/time and quality stamps for each data point; Event buffering for different classes of data; Modbus master/slave protocol will also be provided

C. The field hardware shall include a user interface for operations and configuration.

The display shall provide status of most aspects of the pump station, control of pumps, resetting of faults, and configuration of parameters. The following parameters shall be displayed on the main screen: Level, Setpoints for alarms and pump start/stop, Pump running/stopped, Pump available, Pump fault. The screen will also have buttons to allow the user to access Faults, History, Information and Settings. The following parameters shall be available via a user key press from the main screen: Hours Run accumulators for each pump & the station with the following comparisons, last minutes run, this hour, last hour, today, yesterday, this week, last week, total hours run; Starts accumulators for each pump & the station with the following comparisons Flow values, either derived from calculations or via a flowmeter, including inflow, pump flow rate,


total volume. Any overflow information, including start time, duration, estimated volume; Insulation resistance value for each motor; Status of all I/O

D. The following aspects of the system, as a minimum, shall be controlled intuitively

through the user-interface: Pump mode, for each pump, between Auto/ Manual (Hand)/ Off; Pump fault reset; Level alarm reset.

E. The main screen shall include a Fault button which takes the user to a Fault

screen and allows them to check all current and unacknowledged alarms. The fault screen will detail the fault (e.g. contactor fail, seal fault, motor overtemp, over-current, etc) along with date/time each fault occurred and cleared. A reset option for a fault will be presented to the user when faults can be acknowledged/reset.

F. The main screen shall include a History button which takes the user to a History

screen and allows them to check all faults and events along with date/time. The History screen shall include the ability to filter to view only faults, only events, or narrow down to events relating to specific types of data.

G. The user interface should allow intuitive configuration of the system, including as

a minimum: 1. Set-points, including alarm and pump setpoints. 2. Enable/disable level alarms (so that for example, the low level alarm can

be easily activated or deactivated) 3. Start, stop and alarm delays 4. Alternation/ fixed sequence and grouping of pumps where necessary 5. Assign primary/backup level to any input, e.g. 4-20mA or conductive

probe 6. Assign pre-defined (or user-defined) faults, e.g. thermal overload,

contactor fail, to any digital input 7. Zero and span analog inputs 8. Set Digital outputs to change state with any digital tag in the system 9. Set Analog outputs to follow any analog value, including primary level 10. Set each fault as either: display only; manual/SCADA restart; auto restart

with configurable restart time 11. Pump station optimisation parameters such as: 12. Max off time (odor reduction) 13. Maximum pumps to run (overload protection) 14. Maximum starts per hour (pump protection) 15. Inter-pump start and stop delays 16. Maximum run time (turn off inefficient or partially blocked pumps) 17. Well washer controls 18. Well clean out (periodic pump down to snore point) 19. Supply protection 20. Under- and over-voltage alarm points 21. DC-supply alarm point 22. Motor protection parameters, including under- and over-current,

ground/earth fault, phase fail.

J. Lightning and transient surge protection shall be provided for all analog circuits and all digital circuitry entering or leaving the pumping unit controller room. AC line noise filtering shall be provided.

K. Provide six spare digital inputs and five spare digital outputs; two spare

analog inputs and analog outputs for future designation. 2.4 Radio Based Telemetry System


A. Provide a radio telemetry system for this project to match the existing City of Sarasota telemetry systems. The telemetry system shall include a Dataflow model RTU 204 with Modbus Communications link PLC033. The integrator shall include the VTSCADA software integration at the existing City of Sarasota Central Telemetry System.

B. Provide for communications with the pump station PCP through a Modbus

communications module. Telemetry Control/Monitoring/Alarm Signals communicated through the Modbus link with the pump station PCP shall include but not be limited to the signals shown in the PCP I/O appendix and shall be provided to the RTU for transmission to the Master Telemetry Unit.

C. Provide 30’ to 50’ concrete pole antenna structure where shown on the drawings.

Provide a field propagation study demonstrating fade margins obtained at the project site from 20-60 feet in 5 foot increments with the exact proposed telemetry radio and antenna equipment. The height of the structure shall be no less than 30 feet and have a minimum of a 20db fade margin to and from the Central Telemetry site. Provide all required hardware. Provide structure certified for 140mph wind loading per FBC2007. Provide drilled pier type structural foundation. Provide design by a registered structural engineer in the state of Florida. Provide lightning protection, grounding and surge suppression as detailed on the drawings.

D. Provide a Dataflow radio modem for the owners existing frequency 217.925mhz).

DFS will provide a Remote Terminal Unit (RTU) as required to interface with the Multismart PCP. The RTU will interface with the automation PLC using Modbus TCP over a network cable, cable and connectors to be provided by others (RJ45connector). Standard 5 digit registers must be used and formatted with 0XXXX for digital outputs, 1XXXX for digital inputs, 3XXXX for analog inputs, and 4XXXX for analog outputs. Packing Modbus digital input, digital output, and analog input registers into the 4XXXX range is not permitted. All analog points over the Modbus link must be provided as the raw value (0-4095, 12 bit) number with 0 representing 0ma (-25% of full scale) and 4095 representing 20ma (100% of full scale); with the exception of integers in which the value will not exceed 4095 in this case the transmission can be direct. The translation of the Multismart to Modbus protocol is the responsibility of the integrator or Multitrode provider. The integrator shall supply to DFS the Modbus addressing I/O map (including the type of digital outputs from telemetry, momentary or maintained) and P&ID drawing for the site must.

E. The antenna system shall be yagi type of heavy wall black anodized construction

rated for 140MPH minimum equal to Sinclair SY307 series with a peak gain of not less than 10dB. The RTU antenna coaxial cable shall be equal to or better than RG-8U 0.405"OD closed cell foam filled with an attenuation of 2.7db/100 feet at 400Mhz or less and equal to Belden #9913.

2.5 Master Telemetry Computer Software Integration

A. At the existing master telemetry computer for the City of Sarasota, provide graphic screen programming utilizing the existing VTSCADA software. Construct and link graphic screens depicting each element. Screen presentation shall be constructed with full use of dynamic colors, levels and numeric values and tied to real time data. All pumps etc, shall be controllable from the computer operator interface pointing device with on and off indications on the video terminal.

B. Provide a color graphic screen depicting all pumps, flows, levels, alarms, etc. All

pumps shall be red when running, green when off and flash amber when in alarm. Valves shall be red when open and green when closed. All analog values


shall be displayed in engineering units. Graphic levels shall be animated in blue with levels that raise or lower in proportion to their signal values. Critical analog and digital values shall flash amber when outside normal limits or when in an alarm state.

C. The operator work station shall scan the database as necessary to retrieve and

send analog and digital information for displays, control, logging and related operator work station functions. Create internal registers and signals as required to link real signals to graphics for monitoring and keyboard for control. Each signal shall be individually defined and assigned to a new device file. Incorporate all required signals into the database and set limits and alarm values based on owner requests and operational testing.

D. Individual RTU and global system screens will be configured for each system.

The graphic screens shall have a graphic control switch indicating "on", and "auto" position for each pump. The "on" position shall symbolize the operator manual on (call) condition. The pumps shall be animated when the running indication is detected. The normal "auto" position shall allow start and stop from the computer control logic.

E. Provide Historical logging of all data received by CTU. Provide historical trending

screens for operator selected parameters from the historical files; hourly, daily, weekly, monthly and yearly averages and peak values. Elapsed running time values shall be maintained in the distributed database for all pumps. This data shall be expressed in hours and tenths of hours and shall be updated every sixty seconds using the last scanned value for each associated discrete input. For reporting purposes, the database shall perform averaging and integration on a point basis over one of the following time periods: one minute, five minutes, hourly, shift, or daily, weekly, monthly with the following averages provided.

1. One minute - derived from readings accumulated at scan rates. 2. Five minutes - derived from above one minute values.

3. Hourly - derived from above five minute values. 4. Shift - derived from above one hour values. 5. Daily - derived from above shift values. 6. Weekly - derived from above daily values. 7. Monthly - derived from above daily values.

2.6 UNINTERRUPTABLE POWER SUPPLY SYSTEM

A. A UPS system shall be provided for support of electronic equipment through the normal-to-emergency power transfer interval. The UPS shall operate in an on line mode and supply power continuously with no interruption in CPU operation when normal power fails. The UPS shall be based on a constant voltage transformer technology. The UPS shall support all I/O, transmitters power supplies, pump controller and associated controls and operator interface for a minimum of 45 minutes (but in no case less than standard battery pack run time) upon interruption of normal power.

B. Lightning and surge protection shall be provided at the input to the UPS. C. Batteries shall be a sealed lead acid or gelled electrolyte type which require no

special ventilation provisions. D. Transfer time shall be 5 ms or less. E. The UPS back up system shall be contained within a NEMA-1 enclosure. F. The UPS shall be Best Power Technologies Microferrups.

2.7 Ball Float Switches

A. Units shall be direct-acting float type level sensing device with a 5-1/2" diameter, 316 stainless steel float. The switch shall be mercury free. The switch shall be


SPDT, rated 1 Amps at 150 VAC/VDC non-inductive with a mechanical life of 10 million operations. The float cable shall be rated "continuous service" for high flexibility. The float switch(es) shall be cable/pipe mounted. All mounting hardware shall be 316 SS. All float fittings shall be flared and incorporate strain relief jacketing.

B. Cable shall be rugged and flexible with heavy neoprene or PVC jacket. The actuation/deactuation differential shall not exceed 4 inches. Units shall be pipe mounted or suspended type as noted, and provided with 40 feet of cable unless otherwise noted. Each pipe mounted type shall be provided with a clamp to secure the cable to 1-inch support pipe.

C. Each suspended type shall be provided with necessary brackets and clamps to

suspend the unit from the top of a tank or vessel. The suspended type shall include an integral or attached weight assembly for stabilization and positive operation of the unit. All mounting clamps shall be PVC or neoprene.

D. Provide Contegra model FS90 mercury free switch with suspended cable kit or

approved equal. 2.8 TRANSMITTER POWER SUPPLIES

A. Provide dc power supplies as required to power instruments requiring external dc power. Provide individual power supplies for each instrument or provide redundant monitored power supplies for multiple instruments. Each redundant power supply shall automatically backup the other in case of failure of one supply.

B. Power supplies shall convert 120V ac, 60-Hz power to dc power of the

appropriate voltage(s) with sufficient voltage regulation and ripple control to assure that the instruments being supplied can operate within their required tolerances.

C. Output overvoltage and overcurrent protective devices shall be provided with the

power supply to protect the instruments from damage due to power supply failure and to protect the power supply from damage due to external failure. Provide NEMA 1 enclosure for all power supplies. Power supplies shall be mounted such that dissipated heat does not adversely affect other components.

2.9 PROCESS METERS

A. Process Meters: Provide digital programmable process meters designed for a 4-20MA current loop display and isolated retransmission of displayed output. Provide minimum 0.5" high, 4-1/2 digit LED display to indicate amplitude of current in the current loop and calibrated to engineering process units. In general, a loop current of 4ma corresponds to a display indication of 0 percent and a loop current of 20ma corresponds to a display indication of 100 percent. The meter shall be provided with programmable internal scaling adjustment. Provide units with NEMA-4X faceplate rating constructed of silicone coated Lexan and gasketed for NEMA 4 requirements; circuit boards coated for moisture resistance. Provide Yokogawa Model UM330; no equal.

2.10 Isolating transmitters: Current-To-Current Isolating Transmitter A. Unit shall receive 4 to 20 mA dc input signal and shall produce a isolated,

proportional 4 to 20 mA dc output signal into loads in the range of 0 to 1200 ohms minimum without load adjustments for a 24V dc supply. Input impedance


shall be less than or equal to 50 ohms. Unit accuracy shall be plus or minus 0.25 percent of span, minimum. Unit shall be provided with multi-turn span and zero adjustments.

B. Unit shall be housed in a NEMA 1 rated enclosure and shall be furnished with an integral bracket for rear-of-panel mounting, unless otherwise noted. Unit shall have input/output and power isolation. Unit shall operate on 120-volt, 50/60-Hz power.

C. Unit shall be Moore Industries SCT/ECT/MIX or equal. 2.11 Control Panel Operating Controls and Instruments: A. All operating controls and instruments shall be securely mounted on the control

compartment door or backplane. All controls and instruments shall be clearly labeled to indicate function.

B. Indicator lamps shall be LED full voltage type and mounted in NEMA 4X (800H) modules, as manufactured by Allen Bradley or SKPI as manufactured by Square D. Lamp modules shall be equipped to operate at 24 or 120 volt input. Lamps shall be easily replaceable from the front of the control compartment door without removing lamp module from its mounted position. Units shall be heavy-duty, oiltight, industrial type with screwed on prismatic glass lenses in colors as shown, and shall have factory engraved legend plates. LED's shall be high illumination type (5ma at 130V ac).

C. Selector switches shall be heavy-duty, oiltight, industrial type selector switches with contacts rated for 120V ac service at 10 amperes continuous. Units shall have standard size, black field, legend plates with white markings, as indicated. Operators shall be black knob type. Units shall have the number of positions and contact arrangements and spring return function (if any) as shown. Units shall be single-hole mounting, accommodating panel thicknesses from 1/16-inch minimum to 1/4-inch maximum. Units with up to four selection positions shall be Allen Bradley 800H, Square D Type K, Cutler-Hammer Type T, or equal. Units with up to 12 selection positions shall be Rundel-Idec Standard Cam Switch, Electroswitch 31, or equal.

2.12 RELAYS A. Control circuit switching shall be accomplished with relays. These relays, for

interfacing and control applications, shall be the compact general purpose plug-in type having low coil inrush and holding current characteristics. A neon status-indicating light shall be provided with each relay. Contact arrangements shall be as noted or shown, and shall be rated for not less than 10 amperes at 120V ac or 28V dc. Coil voltage shall be as noted or shown. Non-latching relays shall have a single coil. Latching relays shall have two coils, unlatching being accomplished by energizing one coil, and latching being accomplished by energizing the other coil. Relays shall have plain plastic dust covers, test buttons, and mounting sockets with screw terminals and holddown springs. Relays shall be UL recognized. Relays shall be Potter and Brumfield, Struthers-Dunn, or equal.

B. Time delay functions shall be accomplished with time delay relays. Units shall be adjustable time delay relays with the number of contacts and contact arrangements as shown. A neon status-indicating light shall be provided with each relay. Contacts shall be rated for 10 amperes at 120V ac. Integral knob with calibrated scale shall be provided for adjustment of time delay. Initial setting shall be as shown with time delay range approximately three times the initial setting. Time delay rangeability shall be at least 10:1. Operating voltage shall be 120V ac, plus 10 percent, -15 percent at 60-Hz. Operating temperature shall be -20 degrees F to 165 degrees F. Repeat timing accuracy shall be plus or minus 10 percent over the operating range. Units shall be Amerace Corp., Control Products Division, Agastat Series 7000, Cutler-Hammer Series D87, or equal.


C. All relays shall have a screw terminal interface with the wiring. Terminals shall have a permanent, legible identification. Relays shall be mounted such that the terminal identifications are clearly visible and the terminals are readily accessible.

2.13 ELECTROMAGNETIC FLOWMETER

A. Provide a dual excitation electromagnetic flow meter suitable for measurement of flow in a full pipe. The flow meter shall consist of a flow tube and a converter, which shall indicate, totalize and transmit flow. The flow tube shall use a spool piece configuration with sensor coils and electrodes. The nominal diameter of the flow tube shall be as shown on the piping drawings. Provide flow tube with standard PFA lining unless otherwise indicated.

B. The spool piece flow tube shall be made of carbon steel and shall be epoxy

enamel painted. O ring seals shall be made of Viton, and standpipe gaskets shall be made of nitrile rubber. The flow tube shall be supplied with raised face carbon steel flanges. The flow sensors shall contain a coil, a pair of sensing electrodes, and an integral grounding electrode. The sensors shall use solid state design, with the coils, electrodes, and other sensor components encapsulated in polyurethane. The electrodes shall be made of Type 316 stainless steel. The flow tube shall be rated for continuous submergence (NEMA 6).

C. The wiring from the converter to the sensors shall be 2 separate 2-conductor

cables, 18 gauge, twisted and shielded The converter shall contain a 3-1/2 digit liquid crystal display (LCD). The LCD shall display flow rate based on discharge units or flow rate percentage. The converter shall have the capability to dampen the flow rate display to provide an average value of readings over a selectable time interval from 0 to 60 seconds. The converter shall include a 6 digit, non-resettable LCD totalizer. The converter shall include an isolated 4 to 20 mA output based on flow and a pulsed volume output. The converter shall operate on 120 VAC, 50/60 Hz line power. The converter shall be housed in a rugged, lockable, watertight, dust-tight, corrosion resistant (NEMA 4X) polyester fiberglass enclosure suitable for conduit connections. The enclosure shall include a clear polycarbonate window for viewing the LCD and totalizer without opening the enclosure. Provide an EDCO model SLAC TVSS unit and 316 stainless steel ground rings with the flow meter. Provide factory built in surge protector power option.

D. The flowmeter transmitter shall be calibrated for 0-100%flow range; 4-20ma and

be rated for 0.35% of reading accuracy. Provide HART communication interface superimposed on the 4 to 20 mA DC signal. Flow Meters shall be factory calibrated to NIST traceable standards. Provide certified factory calibration records. Flow meters shall be ANSI/NSF 61 approved.

E. Provide Yokogawa Magnetic Flow Meters series AXF for sizes as shown on the

mechanical process drawings.

2.14 PRESSURE SWITCHES A. Pressure, vacuum, and differential pressure switches shall be single or dual

action with an adjustable setpoint for the process requirement and/or as specified herein. Switches shall be bourdon tube, diaphragm or piston operated and activate D.P.D.T. snap action switches on increasing or decreasing pressure. Minimum differential shall be less than 10 percent of the range. Deadband shall be adjustable. Allowable surge pressure shall be a minimum 1.5 times the range. Each pressure switch shall have visible scale.

B. Pressure switches shall have a contact rating of 10 amperes at 120 volts AC. Pressure switches shall be in NEMA 4X enclosures. Switches shall have a


repeatable accuracy of 1 percent of range. Pressure switches shall be isolated from the process fluid by a diaphragm seal or an isolation ring except for clean water applications. Wetted parts materials shall be compatible with the process fluid for corrosion resistance. Pressure switches shall be manufactured by Ashcroft, Mercoid or equal.

2.15 SUBMERSIBLE LEVEL TRANSDUCER (intrinsically safe)

A. Provide submersible level transmitters to sense the liquid level of the wetwell. The unit shall consist of a submersible sensor and encapsulated transmitter to provide a continuous monitoring of the wetwell level. Provide transducer housing fabricated of 316 stainless steel with a 3”” diameter oil filled diaphragm. Provide transducer with 1/2” NPT male thread for pipe mounting and stainless steel standoff to protect the diaphragm.

B. Provide transmitter with 4-20madc output, loop powered type, with output signal directly proportional to the measured level. Excitation range 9-36vdc.

C. Provide a NEMA-4X lockable weatherproof enclosure for the wiring termination. The enclosure shall house a sealed breather system that relieves the internal air pressure of the sensor assembly to atmospheric pressure and the Permanent

Desiccant Filter. D. Provide unit with 30+ foot 1” 316 stainless steel pipe and mounting provisions as

detailed. E. Provide intrinsically safe FM approved Wilkerson Instrument LS1000 Series with

0-15psi (0-34’) range. Provide total of four; two instruments for each half wetwell; one for the PCP system and one for the Standby Diesel Pump control.

2.16 Temperature Indicating Transmitters; Differential

A. Temperature indicating transmitters shall be microprocessor based with "smart"

electronics, capable of accepting direct inputs from 2-, 3-, or 4-wire, platinum, copper, or nickel resistance temperature detectors (RTD) from 10 to 1000 ohms, thermocouple inputs, direct millivolt sources, and resistance potentiometer devices. The indicating transmitter shall be a true 2-wire device capable of operating on voltages up to 45 VDC.

B. The accuracy of the transmitter's Digital-to-Analog converter shall be within 0.03

percent of span. An LCD digital display shall be provided, capable of displaying ma, degrees in any units, ohms, or mV. The indicator transmitter shall contain an analog-to-digital converter which shall convert the RTD input to a digital signal and send it to the transmitter's electronics for further processing. Factory set correction coefficients shall be stored in the sensor's non-volatile memory for correction and linearization of the sensor output in the electronics section. The electronics section shall correct the digital signal from the sensor and convert it into a 4-20 mA analog signal for transmission to receiving devices. The electronics section shall contain configuration parameters and diagnostic data in non-volatile EEPROM memory and shall be capable of communicating, via a digital signal superimposed on the 4-20 mA output signal, with a remote interface device. Output signal damping shall be provided, with an adjustable time constant of 0-36 seconds.

C. The transmitter assembly shall be furnished with all necessary hardware for

proper mounting as recommended by the manufacturer. Indicating transmitter shall be housed in a watertight enclosure meeting NEMA 4X requirements. Enclosure shall be suitable for wall or 2-inch pipe stand mounting.

D. The transmitter shall provide a linear isolated 4-20 mADC output proportional to


temperature. E. The temperature Indicating Transmitters shall be furnished complete with

temperature sensor RTDs, 100 ohms platinum type for pump room and outside air temperature. Calibrate for 4-20 degrees differential temperature to 4-20ma out.

F. Temperature measurement system shall be Model 3144P as manufactured by

Rosemount Engineering Co., or equal.

2.17 Electrical Surge And Transient Protection A. General: All instrument and control equipment mounted outside of protective

structures (field-mounted equipment) shall be equipped with suitable surge-arresting devices to protect the equipment from damage due to electrical transients induced in the interconnecting lines from lightning discharges and nearby electrical devices. Surge suppression equipment shall meet or exceed the requirements as specified herein. Surge suppressors shall be as manufactured by EDCO, Inc., of Ocala, Florida.

B. Suppressor Locations: Surge suppression equipment described herein and

indicated on the contract drawings shall be installed in the following locations: At the point of connection between each equipment item and its power supply conductors (direct wired equipment). In other locations where equipment sensitivity to surges and transients requires additional protection beyond that inherent to the design of the equipment.

C. Power Supply Suppressor Assemblies: Provide suppressors suitable for

connection to 120-volt, single-phase power supply. Suppressors shall be EDCO "HSP-121 SERIES", or equal, and shall meet or exceed the following requirements:

1. Suppressors for direct wired equipment shall be provided with two 3-

terminal barrier terminal strips capable of accepting no. 12 AWG solid or stranded copper wire. One terminal strip shall be located on each end of the suppressor unit.

2. Suppressors shall be epoxy encapsulated within a phenolic nonflammable enclosure with provision for mounting to interior of equipment racks, cabinets or to the exterior of free standing equipment. Epoxy encapsulation shall be flame retardant.

3. Suppressors shall be constructed as multistage devices. The first stage shall be a high energy metal oxide varistor element. The second stage shall consist of fast acting high power bipolar silicon avalanche devices. First and second stages shall be interconnected through a series air core inductor of sufficient current carrying capacity to permit a continuous operating current of 15 amperes.

4. Suppressors shall meet or exceed the following performance criteria based on a test surge waveshape of 8 times 20 microseconds.

Maximum Operating Voltage: 130V ac Minimum Breakdown Voltage: 150V ac Maximum Operating Current: 15 amps Response Time: 5 nanoseconds Peak First Stage Clamping Voltage: 20,000 amps Maximum First Stage Clamping Voltage: 350 Volts Maximum Second Stage clamping Voltage: 210 Volts Pulse Life Before Failure: 2,000 occurrences


D. Analog Signal Cable Suppressor Assemblies: Suppressors shall be EDCO SRA

or DRS Series, or equal. Provide EDCO type SS64 surge suppressors at all loop powered instrument locations. Suppressors shall be epoxy encapsulated within a phenolic enclosure and stainless steel for SS64 units. Suppressor Assembly shall be flame retardant. Suppressor assemblies shall be four lead devices and shall include a threaded mounting/grounding stud. Suppressors shall meet or exceed the following performance criteria based on a test surge waveshape of 8 times 20 microseconds:

1. Components: Hybird circuit consisting of a 3 electrode gas tube and

silicone avalanche devices to clamp each line to ground. High energy gas tube and silicone avalanche devices shall be separated by a series impedance.

2. Recovery: Automatic 3. Peak Surge Current: 10,000 amps 4. Pulse Life Before Failure: 100 occurrences 5. Response Time: 5 nanoseconds 6. Minimum Voltage Clamp Rating: 40 volts 7. Series Impedance: 24 ohms total 8. Temperature Range: -40 degrees C to +85 degrees C 9. Operating Voltage: Less than 30V dc 10. Operating Current: 4 to 20 Ma dc 11. Resistance Line to Ground: Greater than 1 megohm

E. Hybrid power and analog signal suppressor assemblies. Suppressors shall be

EDCO SLAC units or approved equal. F. Surge suppressor input (unprotected) and output (protected) wiring shall be kept

segregated at the point of connection to the surge unit and external to the unit. Do not route unprotected cable adjacent to protected cable.

2.18 SPARE PARTS

A. Provide as part of this contract a complete compliment of replacement spare parts for all component parts of this system. It shall be the supplier's responsibility to prepare a detailed suggested replacement parts list for review and approval by the owner.

B. As a minimum, the controls system supplier shall furnish one plug-in module for each type of control module used in the system; CPU module, one analog input module; one analog output module; two digital input modules; two digital output modules; two each relay; one each type power supply; 2 each type signal surge suppressor; two sets complete of each type fuse.

PART 3 - EXECUTION 3.1 INSTALLATION

A. The work included in this section consists of furnishing, installing and placing in operation the instruments and appurtenances, including all conduit, wiring and circuitry, necessary to provide the Owner with a fully operable system properly calibrated and installed.

B. Include the services of a factory trained, qualified service engineer of the

equipment manufacturer to inspect the complete equipment installation to assure that it is installed in accordance with the manufacturer's


recommendations, make all adjustments necessary to place the system in trouble-free operation and instruct the operating personnel in the proper care and operation of the equipment furnished.

C. All workmanship utilized in the manufacture and installation of this system shall

be of the highest quality and performed in a manner which is consistent with all accepted practices for industrial controls.

3.2 START UP SUPERVISION

A. The system supplier shall provide a qualified service technician to inspect all final connections and check the system prior to start-up of the system. The service technician shall coordinate with the owner's representative for functional check-out of the complete system.

B. A system software engineer shall be provided on site during start up of the plant

to make adjustments to the Control Computer/ Operator Interface and tune the system as deemed necessary by the engineer.

C. System verification marking end of suppliers on-site start-up obligations will be

issued after system functionality can be demonstrated for a period of 168 continuous hours without interruptions due to engineering error on the part of the supplier.

3.3 MOUNTING OF EQUIPMENT AND ACCESSORIES

A. Install and mount equipment in accordance with the Contract Documents, manufacturer's instructions and installation detailed shop drawings. Mount equipment so that they are rigidly supported, level and plumb, and in such a manner as to provide accessibility; protection from damage; isolation from heat, shock and vibration ; and freedom from interference with other equipment, piping, and electrical work. Do not install field enclosures, cabinets, and panels until heavy construction work adjacent to the equipment has been completed to the extent that there shall be no damage to the equipment.

B. Locate devices, including accessories, where they shall be accessible from

grade, except as shown otherwise.

C. Coordinate the installation of the electrical service to components related to the system to assure a compatible and functionally correct system. All accessories shall be coordinated and installation supervised by the Contractor.

E. Test the completed system after installation to assure that all components are

operating with the specified range and all interlocks are functioning properly. 3.4 CALIBRATION

A. Calibrate each instrument in the factory before shipping and furnish with the calibration data and the certification of calibration.

B. Calibrate all instruments and components of the instrumentation system with

field adjustable ranges and/or settings after installation in conformance with the manufacturer's instructions, the Contract Documents and the reviewed shop drawings. Set each instrument and components for the specific conditions and intended application as specified for this installation. Replace defective instruments and components which cannot achieve correct calibration of stated accuracy, either individually or collectively within the system.


C. Certify in writing to the Owner that all calibrations have been completed and the instrumentation system is ready to be operated. Provide instrumentation calibration sheets in the O&M manuals for future reference for both factory and field calibration tests. Calibration certification documents shall be available on site at the time of substantial completion.

3.5 FIELD TESTING

A. Conduct a field test of all the instrumentation equipment in the presence of the Engineer, Owner, or their designated representative(s).

B. Verify that each instrument has been properly installed, connected, grounded and calibrated.

C. Verify that the inputs/outputs functions of each instrument conform to the requirements of the application.

D. Provide continuous protection of the installed instrumentation equipment from the elements, moisture, construction damage, dust, debris, paint spatter or other conditions which will adversely affect the unit operation until such time as the equipment scheduled for start up testing.

E. Exercise each system as defined by each loop description through operational tests to demonstrate that it performs as intended on a continuing basis and to demonstrate the integrity of the system.

F. Make all necessary replacements, repairs, correction and/or adjustments including but not limited to labor, parts and freight at no additional cost to the owner to demonstrate a fully operational system.

G. The service technician shall calibrate all gauges and instruments. A documented calibration and settings report shall be included in the O&M manuals.

3.6 START UP TESTING

A. After the field testing has been successfully demonstrated, a date for system start up involving the Owner's operating personnel will be scheduled as agreed to by the Owner.

B. Start up and test the instrumentation equipment with the entire system operational.

C. Provide manufacturer's representative as directed by the Engineer for instruction of Owner's operating personnel.

3.7 WARRANTY AND TRAINING

A. All products mentioned herein must be warranted by the supplier for a period of Two (2) years from the date of system turnover; final acceptance.

B. The system supplier shall also provide four (4) days of training instruction to the owner’s personnel to include; two days operator training; and two days PCP and Controls system maintenance training including software maintenance training.

END OF SECTION

City of Sarasota Utilities; Master Pump Station 87 Pump Controller/SCADA-I/O LIST

PUMP CONTROLLER/SCADA – I/O LIST 268500-A-1 60060986 - March 24, 2010

Facility

DESCRIPTION TYPE STATUS

Elec Effluent Pump#1 VFD DI RUN

Elec Effluent Pump#1 VFD DI REMOTE

Elec Effluent Pump#1 VFD DI FAULT

Elec Effluent Pump#1 VFD DO START/STOP

Elec Effluent Pump#1 VFD AI PUMP SPEED

Elec Effluent Pump#1 VFD AO SPEED/DMD

Elec Effluent Pump#1 Seal leak DI Alarm

Elec Effluent Pump#1 High Winding Temp DI Alarm

Elec Effluent Pump#1 High Bearing Temp DI Alarm

Elec Effluent Pump#1 VFD AI Pump Current































Elec Wetwell Basin 1 Level LIT#1 AI Level

Elec Wetwell Basin 2 Level LIT#2 AI Level



Elec Wetwell Basin#1 High Level Switch DI alarm

Elec Wetwell Basin#2 High Level Switch DI alarm

Elec Wetwell Basin#1 High-High Level Switch DI Backup Pmp Ctrl

Elec Wetwell Basin#2 High-High Level Switch DI Backup Pmp Ctrl

Elec Backup pump controller fault DI alarm

Elec North Discharge H2S AIT from OCCP AI PPM

Elec South Discharge H2S AIT from OCCP AI PPM

Elec Odor Control, Control Panel (OCCP) DI RUN

Elec Odor Control, Control Panel (OCCP) DI REMOTE

Elec Odor Control, Control Panel (OCCP) DI FAULT

Elec Sump Pumps Pit#1 DI High Level

Elec Sump Pumps Pit#2 DI High Level

Elec Effluent Flow Rate FIT AI Flow Rate

Elec Effluent Flow Total FIT DI Flow Total pulse

Elec Generator Test (start & transfer) ATS Cmd DO Gen Test

Elec Utility Supplying load DI Closed

Elec Genset supplying load DI Closed

Elec Emergency Source Available DI Status

Elec Utility Source Available DI Status

Elec ATS Not in Auto DI Alarm

Elec Common Alarm (trouble) DI Alarm

Elec Pump Room Exhaust Fan VFD DI RUN

Elec Pump Room Exhaust Fan VFD DI FAULT

Elec Pump Room Exhaust Fan VFD DI Auto

Elec Pump Room Supply Fan VFD DI RUN

Elec Pump Room Supply Fan VFD DI FAULT

Elec Pump Room Supply Fan VFD DI Auto

Elec Pump Room Temp Alarm DI High Temp

Elec Pump Room HVAC Alarm DI Fault

Elec Pump Controller power failure DI alarm

Elec Pump Controller UPS battery/low voltage DI alarm

Elec Entrance Hatch Intrusion Alarm limit switch DI alarm



Pmp Genset Alarm Shutdown DI Shutdown Trip

Pmp Genset WARNING DI Warning

Pmp Genset Battery Charger alarm DI Alarm

Pmp Genset not in auto DI Alarm

Pmp GenSet Running (Ready to Load) DI status

Pmp Diesel Tank level AI 0-100% fuel

Pmp Diesel Tank Rupture DI alarm

Pmp Diesel Fuel Line Leak DI alarm

Pmp Diesel Pump#1 Day Tank Alarm DI Alarm

Pmp Diesel Pump#1 Day Tank Rupture DI alarm

Pmp Diesel Pump#2 Day Tank Alarm DI Alarm

Pmp Diesel Pump# 2 Day Tank Rupture DI alarm

Pmp Genset Day Tank Alarm DI Alarm

Pmp Genset Day Tank Rupture DI alarm

Pmp Sump Pumps Pit#1 DI High Level

Pmp Sump Pumps Pit#2 DI High Level

Pmp Cooling Water Pressure Alarm (PSL) DI alarm

Pmp Entrance Hatch Intrusion Alarm limit switch DI alarm

Pmp Diesel Pump#1 Alarm DI Alarm

Pmp Diesel Pump#1 not in auto DI Alarm

Pmp Diesel Pump#1 Running DI status

Pmp Diesel Pump#2 Alarm DI Alarm

Pmp Diesel Pump#2 not in auto DI Alarm

Pmp Diesel Pump#2 Running DI status

Pmp Diesel Pump#1 Running DO Pilot light

Pmp Diesel Pump#2 Running DO Pilot light

INSTRUMENTATION LIST 268500-B-1 60060986 - March 24, 2010

City of Sarasota LS87 Instrument List

TAG

DESCRIPTION

TYPE

RANGE COMMENT

10FIT-1

Effluent Flowmeter

Magnetic

0-7,500 GPM

16” meter (verify)

10LIT-1 Diesel Tank level Intrinsically safe

resistive

0-5000gal By tank vendor

20LIT-1A

Wetwell Level Submersible, Diaphragm

actuated, silicon filled

0-30 Ft H20 0-30’

SCADA

20LIT-1B



0-30 Ft H20 0-30’

Diesel pmp1

20LIT-2A



0-30 Ft H20 0-30’

SCADA

20LIT-2B



0-30 Ft H20 0-30’

Diesel pmp2

CONTROL PANELS 269100-1 60060986 - March 24, 2010

SECTION 269100 CONTROL PANELS PART 1 - GENERAL 1. WORK INCLUDED

A. Furnish all labor, equipment, and materials for control panels as indicated on the drawings and specified herein. The panel supplier shall be a UL listed panel shop and all panels shall be UL-508 certified and labeled.

B. Control panel equipment shall be coordinated to provide all the specified control

as indicate in the elementary diagrams or specified herein.

C. The Contractor shall be responsible for coordinating and interfacing with equipment and instrumentation supplied under other sections of the Contract Documents that are an integral part of the plant control systems. This interfacing shall be incorporated in the detailed systems drawings and data sections to be submitted by the contractor prior to rough-in work.

2. SUBMITTALS

A. The contractor shall submit to the Engineer for approval complete shop drawings, wiring diagrams, data, and operation and maintenance manuals of all equipment to be furnished under this section.

B. Coordination and Shop Drawings: Prepare and submit coordination drawings for

installation of products and materials fabricated. Coordination and shop drawings shall be prepared using a computer aided drafting system compatible with Autodesk Autocad version 2004 or greater. Coordination and shop drawings shall be submitted on hard copy and electronic CD-Rom (dwg) format.

1. Submit component interconnect drawings showing the interconnecting

wiring between each component including equipment supplied under other sections requiring interfacing with the control system. Diagrams shall show all component and panel terminal board identification numbers, and external wire and cable numbers. Note, this diagram shall include all intermediate terminations between field elements and panels (e.g., terminal junction boxes, pull boxes, etc.). Diagrams' devise designations, and symbols shall be in accordance with NEMA ICS 1-101.

2. Panel Wiring Diagrams: Elementary diagrams shall be similar to those

diagrams shown in the drawings, but with the addition of all auxiliary devices such as additional relays, alarms, fuses, lights, fans, heaters, etc.

3. Panel wiring diagrams shall identify wire numbers and types, terminal

numbers, tag numbers and PMP CP I/O identification (address) numbers. Wiring diagrams shall show all circuits individually; no common diagrams shall be allowed.

4. Submit arrangement and construction drawings for consoles, control

panels, and for other special enclosed assemblies for field installation. Include dimensions, identification of all components, preparation and finish data, nameplates, enough other details to define the style and


overall appearance of the assembly and a finish treatment. Drawings shall show the location of all front panel mounted devices to scale, and shall include a panel legend and a bill of materials. The panel legend shall list and identify all front of panel devices by their assigned tag numbers, all nameplate inscriptions, service legends and annunciator inscriptions. The bill of materials shall list all devices mounted within the panel that are not listed in the panel legend, and shall include the tag number, description, manufacturer and complete model number for each service.

5. Submit installation, mounting, and anchoring details for all components.

C. Operation, Maintenance and Repair Manuals

1. Submit operation and maintenance manuals.

3. CODES AND STANDARDS:

A. Equipment, materials, and workmanship shall comply with the latest revisions of the following codes and standards

1. Instrumentation: Instrument Society of America (ISA). 2. National Electrical Code (NEC) 2005, 3. Wiring: ISA S5.3 and S5.4, latest issue. 4. Control Panels and equipment: NEMA, UL and ANSI. 5. Control Logic: Joint Industrial Council (JIC). 6. UL508A and UL508A-SB

PART 2 – PRODUCTS 2.01 GENERAL

A. Unless otherwise specified, instruments shall be solid state, electronic, using enclosures to suit specified environmental conditions. All instruments shall be provided with mounting hardware and floor stands, wall brackets, or instrument racks as shown on the Drawings, or as required. Equipment installed in a hazardous area shall meet Class, Group, and Division as shown on the Drawings, to comply with the National Electrical Code. Provide heavy-duty type devices throughout that are designed for continuous industrial service. Equipment used shall be U.L. approved.

B. All field instrumentation for outdoor service shall be furnished in and

subsequently installed in Field Panels or Sun Shade. Unless otherwise specified, provide field instrument enclosures of stainless steel or copper free cast aluminum and powder coated white with NEMA 4X rated construction; provide sunshades for all exposed exterior panels.

C. Unless otherwise shown or specified, local indicators shall be provided for all

instruments. Where instruments are located in inaccessible locations, local indicators shall be provided and shall be mounted remotely. All indicator readouts shall be linear in process units. Readouts of 0-100% shall not be acceptable (except for valve position). Floating outputs shall be provided for all transmitters.

D. Electronic equipment shall utilize printed circuitry and shall be coated

(tropicalized) to prevent contamination by dust, moisture and fungus. Solid-state


components shall be conservatively rated for long-term performance and dependability over ambient atmosphere fluctuations. Ambient conditions shall be -15 to 50 degrees C and 20 to 100 percent relative humidity, unless otherwise specified. Field mounted equipment and system components shall be designed for installation in dusty, humid, and corrosive service conditions.

E. All analog transmitter and controller outputs shall be isolated, 4-20 milliamps into

a load of 0-750 ohms, unless specifically noted otherwise. All switches shall have double-pole, double-throw contacts rated at a minimum of 600 VA, unless specified otherwise.

2.02 Control Panels

A. Control panels shall be UL508A/SB compliant. Control panels shall be marked with a short circuit current rating (SCCR). The SCCR shall be equal to or more than the short circuit current available at the panel line terminals.

B. The electrical control equipment shall be mounted within a pad-lockable NEMA

Type 4X dead-front enclosure constructed of not less than 304 stainless steel and shall be quipped with a 3-point latch with all hardware and exterior components construction of 300 series stainless steel (except control panels in air conditioned spaces and electrical room may be NEMA 1 painted steel). The enclosure shall be equipped with an inner dead front door and shall incorporate a removable, aluminum or stainless steel back panel on which control components shall be mounted. Back panel shall be secured to enclosure with collar studs. All hardware shall be stainless steel. Provide safety hardware to hold the door in an open position. Provide a folding shelf on the door for convenient temporary support of a laptop computer.

C. Components: All motor branch circuit breakers; motor starters and control relays

shall be of highest industrial quality, securely fastened to the removable back panels with screws and lock washers. Back panels shall be tapped to accept all mounting screws. Self-tapping screws shall not be used to mount any component.

D. A circuit breaker shall be provided on each control panel as a means of

disconnecting power to the control panel. The disconnect operating handle shall be installed on the right side of the cabinet not in the door.

E. Control transformers shall be installed where shown to provide 120VAC and

24VAC for control circuits. Transformers shall be fused on the primary and secondary circuits. The transformer secondary shall be grounded on one leg.

F. All control panel wiring shall be identified at both ends with type written heat

shrinkable wire markers with the numbering system shown on the control submittal drawings.

1. Control wiring shall be stranded copper, minimum size #14 AWG (except

for shielded instrumentation cable may be #16 AWG), with 600 volt, 90 degree C, flame retardant, Type MTW thermoplastic insulation.

G. The control panel shall be provided with nameplates identifying each component,

selector switches, pilot lights, etc. Nameplates shall be permanently affixed using an epoxy process. Nameplates shall be laminated plastic, engraved white letters with a black background.


H. Corrosion Inhibitor Emitter: Provide an industrial corrosion inhibitor emitter on all

exterior mounted control panels that will protect internal components of the control panel from corrosion one year. Provide one spare emitter for each control panel.

I. Terminal strips shall be provided for all signals as indicated on the drawings plus

all spare conductors as specified. Terminal strips shall be switch type with integral fuses equal to Allen Bradley 1492-H6. Wiring from the control panel to the terminal strips shall be factory installed. All spare conductors shall be terminated and identified. All terminals over 200V phase to phase shall be covered with approved plastic shields.

J. RELAYS

1. Control circuit switching shall be accomplished with relays. These relays,

for interfacing and control applications, shall be the compact general purpose plug-in type having low coil inrush and holding current characteristics. A neon status-indicating light shall be provided with each relay. Contact arrangements shall be as noted or shown, and shall be rated for not less than 10 amperes at 120V ac or 28V dc. Coil voltage shall be as noted or shown. Non-latching relays shall have a single coil. Latching relays shall have two coils, unlatching being accomplished by energizing one coil, and latching being accomplished by energizing the other coil. Relays shall have plain plastic dust covers, test buttons, and mounting sockets with screw terminals and holddown springs. Relays shall be UL recognized. Relays shall be Potter and Brumfield, Struthers-Dunn, or equal.

2. Time delay functions shall be accomplished with time delay relays. Units

shall be adjustable time delay relays with the number of contacts and contact arrangements as shown. A neon status-indicating light shall be provided with each relay. Contacts shall be rated for 10 amperes at 120V ac. Integral knob with calibrated scale shall be provided for adjustment of time delay. Initial setting shall be as shown with time delay range approximately three times the initial setting. Time delay rangeability shall be at least 10:1. Operating voltage shall be 120V ac, plus 10 percent, -15 percent at 60-Hz. Operating temperature shall be -20 degrees F to 165 degrees F. Repeat timing accuracy shall be plus or minus 10 percent over the operating range. Units shall be Amerace Corp., Control Products Division, Agastat Series 7000, Cutler-Hammer Series D87, or equal.

3. All relays shall have a screw terminal interface with the wiring. Terminals

shall have a permanent, legible identification. Relays shall be mounted such that the terminal identifications are clearly visible and the terminals are readily accessible.

K. Front Panel Operating Controls and Instruments

1. All operating controls and instruments shall be securely mounted on the

control compartment door. All controls and instruments shall be clearly labeled to indicate function.

2. Indicator lamps shall be LED full voltage push to test type and mounted in


NEMA 4X (800H) modules, as manufactured by Allen Bradley or SKPI as manufactured by Square D. Lamp modules shall be equipped to operate at 24 or 120 volt input. Lamps shall be easily replaceable from the front of the control compartment door without removing lamp module from its mounted position. Units shall be heavy-duty, oiltight, push to test industrial type with screwed on prismatic glass lenses in colors as shown, and shall have factory engraved legend plates. LED's shall be high illumination type (5ma at 130V ac).

3. Selector switches shall be heavy-duty, oiltight, industrial type selector

switches with contacts rated for 120V ac service at 10 amperes continuous. Units shall have standard size, black field, legend plates with white markings, as indicated. Operators shall be black knob type. Units shall have the number of positions and contact arrangements and spring return function (if any) as shown. Units shall be single-hole mounting, accommodating panel thickness from 1/16-inch minimum to 1/4-inch maximum. Units with up to four selection positions shall be Allen Bradley 800H, Square D Type K, Cutler-Hammer Type T, or equal. Units with up to 12 selection positions shall be Rundel-Idec Standard Cam Switch, Electroswitch 31, or equal.

L. Process Meters: Provide digital programmable process meters with a loop

powered display designed for a 4-20MA current loop. Provide minimum 0.5" high, 4-1/2 digit LED display to indicate amplitude of current in the current loop. In general, a loop current of 4ma corresponds to a display indication of 0 percent and a loop current of 20ma corresponds to a display indication of 100 percent. The meter shall be provided with programmable internal scaling adjustment. Provide units with NEMA-4X faceplate rating constructed of silicone coated Lexan and gasketed for NEMA 4 requirements; circuit boards coated for moisture resistance. Provide panel meters for each analog process variables; Pressure, level and flow as indicated equal to Precision Digital, or ABB or equal.

2.03 Electrical Surge And Transient Protection

A. General: All instrument and control equipment, field-mounted shall be equipped with suitable surge-arresting devices to protect the equipment from damage due to electrical transients induced in the interconnecting lines from lightning discharges and nearby electrical devices. Surge suppression equipment shall meet or exceed the requirements as specified herein. Surge suppressors shall be as manufactured by EDCO, Inc., of Ocala, Florida.

B. Suppressor Locations: Surge suppression equipment described herein and indicated on the contract drawings shall be installed in the following locations: At the point of connection between each equipment item and its power supply conductors (direct wired equipment). In other locations where equipment sensitivity to surges and transients requires additional protection beyond that inherent to the design of the equipment.

C. Power Supply Suppressor Assemblies: Provide suppressors suitable for

connection to 120-volt, single-phase power supply. Suppressors shall be EDCO "HSP-121 SERIES", or equal, and shall meet or exceed the following requirements:

1. Suppressors for direct wired equipment shall be provided with two 3-

terminal barrier terminal strips capable of accepting no. 12 AWG solid or stranded copper wire. One terminal strip shall be located on each end of


the suppressor unit. 2. Suppressors shall be epoxy encapsulated within a phenolic

nonflammable enclosure with provision for mounting to interior of equipment racks, cabinets or to the exterior of free standing equipment. Epoxy encapsulation shall be flame retardant.

3. Suppressors shall be constructed as multistage devices. The first stage

shall be a high energy metal oxide varistor element. The second stage shall consist of fast acting high power bipolar silicon avalanche devices. First and second stages shall be interconnected through a series air core inductor of sufficient current carrying capacity to permit a continuous operating current of 15 amperes.

4. Suppressors shall meet or exceed the following performance criteria

based on a test surge waveshape of 8 times 20 microseconds. a. Maximum Operating Voltage: 130V ac b. Minimum Breakdown Voltage: 150V ac c. Maximum Operating Current: 15 amps d. Response Time: 5 nanoseconds e. Peak First Stage Clamping Voltage: 20,000 amps f. Maximum First Stage Clamping Voltage: 350 Volts g. Maximum Second Stage clamping Voltage: 210 Volts h. Pulse Life Before Failure: 2,000 occurrences

D. Analog Signal Cable Suppressor Assemblies: Suppressors shall be EDCO SRA

or DRS Series, or equal. Provide EDCO type SS64 surge suppressors at all loop powered instrument locations. Suppressors shall be epoxy encapsulated within a phenolic enclosure and stainless steel for SS64 units. Suppressor Assembly shall be flame retardant. Suppressor assemblies shall be four lead devices and shall include a threaded mounting/grounding stud. Suppressors shall meet or exceed the following performance criteria based on a test surge waveshape of 8 times 20 microseconds:

1. Components: Hybird circuit consisting of a 3 electrode gas tube and

silicone avalanche devices to clamp each line to ground. High energy gas tube and silicone avalanche devices shall be separated by a series impedance.

2. Recovery: Automatic 3. Peak Surge Current: 10,000 amps 4. Pulse Life Before Failure: 100 occurrences 5. Response Time: 5 nanoseconds 6. Minimum Voltage Clamp Rating: 40 volts 7. Series Impedance: 24 ohms total 8. Temperature Range: -40 degrees C to +85 degrees C 9. Operating Voltage: Less than 30V dc 10. Operating Current: 4 to 20 Ma dc 11. Resistance Line to Ground: Greater than 1 megohm

E. Hybrid power and analog signal suppressor assemblies. Suppressors shall be

EDCO SLAC units or approved equal. F. Surge suppressor input (unprotected) and output (protected) wiring shall be kept

segregated at the point of connection to the surge unit and external to the unit. Do not route unprotected cable adjacent to protected cable.


PART 3 - EXECUTION 1. MOUNTING OF EQUIPMENT AND ACCESSORIES

A. Install and mount equipment in accordance with the Contract Documents, and installation detailed shop drawings. Mount equipment so that they are rigidly supported, level and plumb, and in such a manner as to provide accessibility; protection from damage; isolation from heat, shock and vibration; and freedom from interference with other equipment, piping, and electrical work.

B. Mount local equipment in cabinets or existing panels as specified. Mount associated terminals on a common panel or rack; all terminals over 200V phase to phase shall be covered with plastic shields.

C. Provide services of panel manufacturer to test the completed system after installation to assure that all components are operating with the specified range and all interlocks are functioning properly. Panel manufacturer shall certify functional operation and calibration in written startup report. Perform field tests on all completed control assemblies to demonstrate conformance to specifications and functional compatibility.

END OF SECTION

STAIR ACCESS DOORS, HATCHES AND FRAMES 083113 - 3 60060986 - March 23, 2010

PART 3 - EXECUTION

3.1 INSTALLATION

A. Comply with manufacturer's written instructions for installing access doors and frames.

B. Set frames accurately in position and attach securely to supports with plane of face panels aligned with adjacent finish surfaces.

C. Install doors and hatches flush with adjacent finish surfaces or recessed to receive finish material.

3.2 ADJUSTING AND CLEANING

A. Adjust doors and hatches hardware after installation for proper operation.

B. Remove and replace doors, hatches and frames that are warped, bowed, or otherwise damaged.

END OF SECTION

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY 283336 HYDROGEN SULFIDE GAS DETECTION SYSTEM

HYDROGEN SULFIDE GAS DETECTION SYSTEM 283336-1 60060986 - March 24, 2010

SECTION 283336 HYDROGEN SULFIDE GAS DETECTION SYSTEM

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of calibrated field-mounted hydrogen sulfide gas detectors, monitors, alarms, and calibration kits.

B. Related Work Specified Elsewhere

Biofilter Odor Control System: 444628.

C. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300 and the following:

2. Submit certified dimensional drawings and catalog cuts for each size and type of instrument, cabinet, and alarm beacon. Catalog cuts are to be highlighted to define specific materials of construction and specified features.

3. Submit installation, operation, and maintenance manuals and wiring diagrams.

D. Manufacturer’s Services

Provide equipment manufacturer’s services at the jobsite for the minimum labor days listed below, travel time excluded:

1. One-half labor day to check the installation and advise during start-up, testing, and adjustment of the equipment.

2. One-half labor day to instruct the Owner’s personnel in the operation and maintenance of the equipment.

PART 2 - MATERIALS

A. Hydrogen Sulfide Gas Detector

1. The hydrogen sulfide gas detector shall be the electrochemical type designed to measure concentrations of hydrogen sulfide. The detector shall have an adjustable range of 0- to 50-ppm hydrogen sulfide, a maximum zero drift of ±5% of span per year, a maximum span drift of ±10% per year, and a repeatability of ±1% of full scale. The detector shall be UL and FM listed.

2. Calibration of the hydrogen sulfide gas detector shall not require opening the transmitter enclosure or declassification of the area.

3. House the detector and its electronics in a Type 316 stainless steel NEMA 4 enclosure, UL approved for Class 1, Division 1, Group B hazardous locations.


4. The detector head, with the electrochemical bead cell, shall be removable and replaceable without replacement of electronics, without the need to open the sensor housing, and without the need to declassify the area. The detector head shall be “smart” and shall store all calibration data and sensor identification data, such as type of gas monitored and range. Upon installation into the housing, this data shall be recognized and uploaded into the transmitter electronics. This shall allow sensors to be bench calibrated then taken to the field and installed. Detector life shall be guaranteed for one year of continuous operation, minimum.

B. Hydrogen Sulfide Gas Transmitters

1. The gas concentration shall be continuously displayed in engineering units at the integrally mounted local display.

2. The transmitter shall be capable of storing and displaying average, minimum, and maximum gas concentrations over selected periods of time.

3. The transmitter shall give an indication of when sensor is nearing the end of its useful life by means of the front panel LCD. Indication that the sensor is nearing its useful life shall be based on the sensor output, not on the time the sensor has been in service.

4. The transmitter shall have the following internal relays for remote alarm annunciation:

a. Gas concentration medium.

b. Gas concentration high.

c. Gas concentration high-high.

d. Fault relay.

5. The three gas concentration alarm relays shall have normally open and normally closed contacts. The relays shall be energized as long as the gas concentration exceeds the set points adjustable with a hand-held controller.

6. Normally open contact of the fault relay shall be open (relay energized) during normal operation. The relay shall operate in steady mode and in pulsed mode.

a. Steady Mode: Relay shall be de-energized when any of the following occurs:

(1) Gas sensor is disconnected.

(2) Transmitter internal problem.

(3) Power off.

b. Pulsed Mode: Relay shall be de-energized for five seconds every minute when any of the following occurs:

(1) Under-range reading on the display.


(2) Improper calibration.

7. The transmitter shall be housed in a NEMA 4X enclosure.

8. Provide a d-c power supply to power the required transmitters.

C. Hydrogen Sulfide Gas Calibration Kit

1. The gas calibration kit shall provide flow-type calibration for 40-ppm hydrogen sulfide in nitrogen. Flow rate shall be preset, not to exceed 0.25 liter per minute.

2. Provide a gas cylinder capable of providing 57 liters of calibration gas.

3. The kit shall include a carrying case, gas cylinder regulator, hose, adapter for gas detectors, and infrared nonintrusive controller.

D. Hydrogen Sulfide Gas Detection System Manufacturers

The hydrogen sulfide gas detection systems shall be the UltimaX Gas Monitor as manufactured by Mine Safety Appliances or equal.

E. Spare Parts

1. Provide to the Owner necessary spare parts of components required to maintain the system. Prior to final acceptance of work, provide a spare parts listing of necessary spare parts and quantities for review by the Owner's Representative. The spare parts shall include the following minimum requirements:

MINIMUM SPARE PARTS LIST

Part Description Quantity

Transmitter 1 each

Sensor 1 each

2. Deliver to the Owner the required spare parts upon final acceptance of the work. The spare parts shall not be used as replacement parts during the guarantee period.

PART 3 - EXECUTION

A. Installation

Install components per manufacturer's recommendations.

B. Field Testing

After units have been energized and functions completely checked, set hydrogen sulfide alarm set points at 10 and 20 ppm.

END OF SECTION

DIVISION 31 – EATHWORK 311100 CLEARING, STRIPPING, AND GRUBBING

312300 EARTHWORK

312316 TRENCHING, BACKFILLING, AND COMPACTING

312323 GRAVEL AND CRUSHED ROCK BASE FOR STRUCTURES

312500 EROSION AND SEDIMENTATION CONTROL

313219 FILTER FABRIC

317216 CASING PIPE – BORING AND JACKING

CLEARING, STRIPPING, AND GRUBBING 311100-1 60060986 - March 24, 2010

SECTION 311100 CLEARING, STRIPPING, AND GRUBBING

PART 1 - GENERAL

A. Description

This section describes the work included in clearing, stripping, grubbing, and preparing the project site for construction operations.


1. Existing Conditions: General Provisions.

2. Protecting Existing Underground Utilities: 020120.

3. Earthwork: 312300.

4. Trenching, Backfilling, and Compacting: 312316.

5. Landscape Planting: 329010.

C. Clearing

Remove and dispose of trees, snags, stumps, shrubs, brush, limbs, sticks, branches, and other vegetative growth. Remove rocks, tiles, and lumps of concrete. Remove all evidence of their presence from the surface. Remove and dispose of trash piles, and rubbish, and fencing. Protect structures and piping above and below ground, trees, shrubs, and vegetative growth and fencing which are not designated for removal.

D. Stripping

1. Remove and dispose of organic sod, topsoil to a depth of 3 inches, grass and grass roots, and other objectionable material remaining after clearing from the areas designated to be stripped.

2. Retain topsoil material onsite for dressing backfill areas before planting.

E. Grubbing

After clearing and stripping, remove and dispose of wood or root matter, including stumps, logs, trunks, roots, or root systems greater than 1 inch in diameter or thickness to a depth of 12 inches below the ground surface.


PART 2 - MATERIALS

A. Trees and Shrubbery

Existing trees, shrubbery, and other vegetative material may not be shown in the drawings. Inspect the site as to the nature, location, size, and extent of vegetative material to be removed or preserved, as specified herein. Preserve in place trees that are specifically shown in the drawings and designated to be preserved.

B. Preservation of Trees, Shrubs, and Other Plant Material

1. Save and protect plant materials (trees, shrubbery, and plants) beyond the limits of clearing and grubbing from damage resulting from the work. No filling, excavating, trenching, or stockpiling of materials will be permitted within the drip line of these plant materials. The drip line is defined as a circle drawn by extending a line vertically to the ground from the outermost branches of a plant or group of plants. To prevent soil compaction within the drip line area, no equipment will be permitted within this area.

2. When trees are close together, restrict entry to area within drip line by fencing. In areas where no fence is erected, protect the trunks of trees 2 inches or greater in diameter by encircling the trunk entirely with boards held securely by 12-gauge wire and staples. This protection shall extend from ground level to a height of 6 feet.

3. Cut and remove tree branches where necessary for construction. Remove branches other than those required for a balanced appearance of any tree. Treat cuts with a tree sealant.

PART 3 - EXECUTION

A. Clearing, Stripping, and Grubbing Areas and Limits

1. Clear, strip, and grub excavation and embankment areas associated with new structures, slabs, walks, and roadways.

2. Clear and strip stockpile areas.


3. Limits of clearing, stripping, and grubbing:

a. Excavation, Excluding Trenches: 5 feet beyond tops of cut slopes.

b. Trench excavation for piping and electrical conduits: 3 feet from edge of trench.

c. Earth Fill: 5 feet beyond toe of permanent fill as indicated in the drawings.

d. Structures: 15 feet beyond footings.

e. Streets, Roadways, and Parking Areas: 10 feet from toe of fill or top of cut.

f. Sidewalks: 2 feet beyond edges.

g. Landscaped Areas: 2 feet beyond areas designated to receive landscaping.

B. Disposal of Clearing and Grubbing Debris

Do not burn combustible materials. Remove cleared and grubbed material from the worksite and dispose.

C. Disposal of Strippings

Remove stripped material and dispose offsite, except topsoil.

END OF SECTION

EARTHWORK 312300-1 6006986 - April 6, 2010

SECTION 312300 EARTHWORK

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation of earthwork for excavations, fills, and embankments for roadways, structures, and sites and accessory items such as vapor barrier.




3. Leakage Testing of Hydraulic Structures: 030510.

4. Concrete: 033000.

5. Concrete Finishing and Curing: 033500.

6. Cold Fluid Applied Waterproofing: 071416.

7. Bentonite Geotextile Waterproofing: 071700.

8. Clearing, Stripping, and Grubbing: 311100.


10. Gravel and Crushed Rock Base for Structures: 312323.

11. Plumbing Systems: 220010

C. Submittals

1. Submit excavation and shoring drawings for worker protection in accordance with the General Provisions.

2. Submit six copies of a report from a testing laboratory verifying that the material conforms to the gradation specified.

3. Submit dewatering plan including disposition of groundwater.

EARTHWORK 312300-2 6006986 - April 6, 2010

D. Testing for Compaction

1. The Owner will test for compaction and relative density as described below.

2. Determine the density of soil in place by the drive cylinder method, ASTM D2937 or by nuclear methods, ASTM D6938. Compaction tests will be performed for each lift or layer. If nuclear methods are used for in-place density determination, verify the accuracy with one drive cylinder test for every five nuclear tests taken.

3. Determine the moisture-density relations of soils per ASTM D1557. This will be required for determination of percent compaction and moisture variation from optimum.

4. Sample materials per ASTM D75.

5. “Percent compaction” is the ration, expressed as a percentage, of the in-place dry density to the maximum dry density as determined by the Modified Proctor, ASTM D1557.

6. Contractor shall pay the cost of any retesting of work not conforming to the specifications.

E. Disposal of Excess Materials

Excess site excavated or wasted material shall be disposed of offsite by the Contractor at his expense. No prearranged disposal site or related permits have been determined or secured by the Owner.

F. Measurement and Payment for Authorized Overexcavation

Measurement of the volume of material for payment of authorized overexcavation will be made by taking cross sections after excavation and calculating the volume using the average end area method. The Owner will measure and calculate the volume. The volume for payment will be the gross volume, up to the elevation of the finished earthwork subgrade. A change order will be made as described in the General Provisions based upon a unit price according to actual time and material volume of earthwork. No payment will be made for unauthorized excavated and fill material exceeding the contract lines and grades.

PART 2 - MATERIALS

A. Structural Fill

1. Structural fill is material that is to be placed beneath structures to the limits indicated in the drawings. Material shall be free from organic matter, roots, debris, and rocks larger than 3 inches in the greatest dimension.

EARTHWORK 312300-3 6006986 - April 6, 2010

2. Material shall have the following gradation:

Sieve Size Percent Passing By Weight

¾ inch 90-100

No. 200 0-5

B. Structural Backfill

1. Structural backfill is material that is to be placed adjacent to and around piping and structures. Material shall be free from deleterious materials.

2. Material shall have the following gradation:


¾ inch 90-100

No. 200 0-10

3. Excavated onsite material may be used for structural backfill provided it conforms to the above specifications for structural backfill material.

C. Fill

Fill material is material that is to be placed in locations that are not to be constructed as structural fill or structural backfill. Fill material shall be native material.

D. Sand, Including Imported Sand for Pipe Zone and Pipe Base in Pipe Trenches

1. Granular material free from clay balls, organic matter, and other deleterious substances and conforming to the following gradations:


3/8 inch 100

No. 4 75 to 100

EARTHWORK 312300-4 6006986 - April 6, 2010

E. Sand-Cement Slurry Backfill

Sand-cement slurry backfill shall consist of one sack (94 pounds) of Type I or II portland cement added per cubic yard of imported sand and sufficient water for workability.

F. Water for Compaction

Water shall be free of organic materials and shall have a pH of 7.0 to 9.0, a maximum chloride concentration of 500 mg/L, and a maximum sulfate concentration of 500 mg/L. Provide all water needed for earthwork. Provide temporary piping and valves to convey water from the source to the point of use. Provide any meters if the water is taken from a city, water district, or agency pipeline.

G. Aggregate Base for Hydraulic Structures

Aggregate base shall be No. 57 stone in accordance with the requirements of Section 901 of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition.

H. Drain Rock

Drain rock, or crushed rock, shall consist of hard, durable particles of stone, crushed to the required gradation below per AASHTO T-27 or ASTM C136, and shall be free from vegetable matter, lumps of clay, and other deleterious matter size:

Sieve Size Percent Passing by Weight

1 inch 100

3/4 inch 90 to 100

1/2 inch 30 to 60

3/8 inch 0 to 20

No. 4 0 to 5

I. Filter Fabric

1. Filter fabric shall be manufactured from polyester, nylon, or polypropylene material; shall be of nonwoven construction; and shall meet the following requirements:

a. Grab tensile strength (ASTM D1682): 100 lbs minimum for a 1-inch grip.

b. Equivalent open sizes (UFGS-02373).

2. Filter fabric shall be MIRAFI, manufactured by Mirafi Inc., Charlotte, North Carolina; Horchst Fibers; or equal.

J. Vapor Barrier

Underslab vapor barrier shall be polyethylene sheeting, minimum 6 mils, conforming to ASTM D4397

EARTHWORK 312300-5 6006986 - April 6, 2010

K. Waterproofing

As shown on the drawings, refer to Section 099750 Cold Fluid-Applied Waterproofing and Section 099755 Bentonite Geotextile Waterproofing.

PART 3 - EXECUTION

A. Dewatering

Provide and operate equipment adequate to keep excavations and trenches free of water. Dewater subgrade to a minimum of 3 feet below bottom of excavation. Remove water during period when concrete is being deposited, when pipe is being laid, and during the placing of backfill. Avoid settlement or damage to adjacent property. Dispose of water in a manner that will not damage adjacent property. When dewatering open excavations, dewater from outside the structural limits and from a point below the bottom of the excavation. Obtain and comply with discharge permit from Southwest Florida Water Management District (SWFWMD).

B. Excavation

1. Excavations shall have sloping, sheeting, shoring, and bracing conforming with 29CFR1926 Subpart P-Excavations, OSHA requirements, and the General Provisions.

2. Excavation is unclassified. Perform excavation regardless of the type, nature, or condition of the material encountered to accomplish the construction. Do not operate excavation equipment within 5 feet of existing structures or newly completed construction. Excavate with hand tools in these areas.

3. After the required excavation has been completed, the Owner will observe the exposed subgrade to determine the need for any additional excavation. It is the intent that additional excavation is to be conducted in all areas within the influence of the structure where unacceptable subgrade materials exist at the exposed subgrade. Overexcavation shall include the removal of all such unacceptable material that exists directly beneath the structure or within a zone outside and below the structure defined by a line sloping at 1-horizontal to 1-vertical from 1 foot outside the edge of the footing. Refill the overexcavated areas with structural backfill material.

4. The Contractor will not receive any additional payment for refill material used for his convenience.

C. Limits of Foundation Excavation

Excavate to the depths and widths needed to accomplish the construction. Allow for forms, working space, structural backfill, and site grading. Do not excavate for footings, slabs, or conduits below elevations indicated. Unless unacceptable material is encountered and overexcavation is authorized by the Owner, backfill overexcavations with compacted structural backfill material. Correct cuts below grade by trimming

EARTHWORK 312300-6 6006986 - April 6, 2010

adjoining areas and creating a smooth transition. The Contractor shall bear all costs for correcting unauthorized overexcavated areas.

D. Preparation of Foundation Subgrade

1. The finished subgrade shall be within a tolerance of ±0.08 of a foot of the grade and cross section indicated, shall be smooth and free from irregularities, and shall be at the specified relative compaction. The subgrade shall extend over the full width and extend 1 foot beyond the edge of the foundations.

2. Compact the top 12 inches of the subgrade to 98% relative compaction. Recompaction will not be required if rock is exposed at final subgrade.

3. Remove soft material encountered and replace with structural backfill. Fill holes and depressions to the required line, grade, and cross sections with structural backfill.

4. If rock is encountered at final grade, overexcavate to a depth of 6 inches and place structural backfill to establish final grade.

E. Preparation for Placing Fill or Backfill

1. After excavation of existing material or removal of unacceptable material at the exposed subgrade, scarify the final subgrade surface to a depth of 12 inches and compact to a minimum of 98% compaction of the maximum density as determined by the modified proctor, ASTM D1557.

2. Remove foreign materials and trash from the excavation before placing any fill material. Obtain the specified compressive strength and finish of concrete work per Sections 033000 and 033500 before backfilling.

F. Placing and Compacting Fill and Structural Fill

1. Use structural backfill material for all fill and structural fill.

2. Place in maximum 12-inch lifts and compact each lift to 98% compaction.

3. Where fill is to be constructed on slopes steeper than 3:1, bench the fill into competent undisturbed materials as the fill progresses up the slope. Benches shall be sloped at least 2% into the slope and shall be of a width at least equal to the height of fill lift.

G. Placing and Compacting Structural Backfill

1. Place structural backfill material around piping, structures, channels, and other areas, including authorized overexcavation areas, to the lines and grades shown or specified. Do not exceed loose lifts of 12 inches.

2. Limits of Structural Backfill: Limits of structural backfill shall be 1.0 feet from edge of footing and shall extend at a 1:1 slope to the finish grade.

EARTHWORK 312300-7 6006986 - April 6, 2010

3. Compact each lift to 98% compaction, unless otherwise shown in the drawings. Stop structural backfill at least 6 inches below finished grade in all areas where topsoil is to be placed.

4. Backfill around concrete structures as specified in Section 033000.

5. Do not operate earthmoving equipment within 5 feet of walls of concrete structures. Place and compact backfill adjacent to concrete walls with hand-operated tampers or other equipment that will not damage the structure.

6. Backfill adjacent to water-holding basins and channels only after leakage tests have been conducted as specified in Section 030510.

H. Moisture Control

During the compacting operations, maintain optimum practicable moisture content required for compaction purposes in each lift of the material. Maintain uniform moisture content throughout the lift. Insofar as practicable, add water to the material at the site of excavation. Supplement by sprinkling the material. At the time of compaction, the water content of the material shall be at optimum water content or within 2 percentage points above optimum. Aerate material containing excessive moisture by blading, discing, or harrowing to hasten the drying process.

I. Site Grading

Perform earthwork to the lines and grades shown in the drawings. Shape, trim, and finish slopes of channels to conform to the lines, grades, and cross sections as shown. Remove exposed roots and loose rocks exceeding 3 inches in diameter. Round tops of banks to circular curves of not less than a 6-foot radius. Neatly and smoothly trim rounded surfaces. Do not overexcavate and backfill to achieve the proper grade.

EARTHWORK 312300-8 6006986 - April 6, 2010

J. Vapor Barrier Installation

1. Place vapor barrier with adjacent sheets bonded per manufacturer's requirements as follows.

2. Lay vapor barrier sheets directly over the compacted subgrade just before sand cushion is placed and concrete is poured. Carefully install to avoid puncture or tear. Patch punctures and tears occurring during subsequent operations. Lap edges at least 4 inches and lap end joints at least 6 inches, with laps continuously sealed with tape. Carry barrier over any pipes laid on the fill and seal in waterproof manner to any pipes or conduits which penetrate the fill. Turn up membrane a minimum of 2 inches at the edges and secure to exterior wall foundations or footings with adhesive. Apply vapor barrier to walls with the same adhesive. Do not place stakes through vapor barrier membranes for screeding of concrete slabs.

END OF SECTION

TRENCHING, BACKFILLING, AND COMPACTING 312316-1 60060986 - April 6, 2010

SECTION 312316 TRENCHING, BACKFILLING, AND COMPACTING

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation for pipeline and ductbank trench excavation, backfilling, and compacting.







6. Gravel and Crushed Rock Base for Structures: 312323.

7. Concrete Curbs, Gutters, and Sidewalks: 321613.

8. Pressure Testing of Piping: 400515.

9. Equipment, Piping Duct, and Valve Identification: 400775.

C. Submittals

1. Submit six copies of a report from a testing laboratory verifying that material conforms to the specified gradations or characteristics for pea gravel, granular material, imported sand, rock refill for foundation stabilization, and water.

2. Submit method(s) of compaction including removal sequence of shoring where used.

3. Submit mix design for controlled low-strength material (CLSM).


1. The Owner will test for compaction as described in Section 312300.

E. Pavement Zone

The pavement zone includes the asphalt concrete and aggregate base pavement section placed over the trench backfill.


F. Street Zone

The street zone is the top 30 inches of the trench immediately below the pavement zone in paved areas. Where the depth of cover over the pipe does not permit the full specified thickness of the street zone, construct a thinner street zone, extending from the top of the pipe zone to the bottom of the pavement zone.

G. Trench Zone

The trench zone includes the portion of the trench from the top of the pipe zone to the bottom of the street zone in paved areas or to the existing surface in unpaved areas. If the resulting trench zone is less than 24 inches thick, the street zone shall extend to the top of the pipe zone and there shall be no separate trench zone.

H. Pipe Zone

The pipe zone shall include the full width of trench from the bottom of the pipe or conduit to a horizontal level above the top of the pipe, as specified below. Where multiple pipes or conduits are placed in the same trench, the pipe zone shall extend from the bottom of the lowest pipe to a horizontal level above the top of the highest or topmost pipe. Thickness of pipe zone above the highest top of pipe shall be as follows unless otherwise shown in the drawings or otherwise described in the specifications for the particular type of pipe installed.

Pipe Diameter

Thickness of Pipe Zone Above Top of Pipe

6 inches or smaller 6 inches

8 inches and larger 10 inches

I. Pipe Base or Bedding

The pipe base or bedding shall be defined as a layer of material immediately below the bottom of the pipe or conduit and extending over the full trench width in which the pipe is bedded. Thickness of pipe base shall be as follows unless otherwise shown in the drawings or otherwise described in the specifications for the particular type of pipe installed.

Pipe Diameter Thickness of Pipe Base

Smaller than 4 inches 3 inches

4 inches through 16 inches 4 inches

18 inches and larger 6 inches

PART 2 - MATERIALS

A. Pea Gravel

Pea gravel shall be rounded gravel graded with less than 10% passing a No. 200 sieve, less than 50% passing a No. 4 sieve, and having a maximum particle size as follows:


Type of Pipe

Maximum Particle Size (inches)

Ductile iron 3/4

Fiberglass 3/4

VCP 3/4

B. Granular Material for Imported Fill--Street and Trench Zones

Granular material or granular soil for backfill used above the pipe zone shall be lean bank-run or pit-run gravel, or native soil. The maximum particle size shall be 2 inches. A maximum of 10% shall pass a No. 200 sieve.

C. Native Earth Backfill--Street and Trench Zones

1. Native earth backfill used above the pipe zone shall be excavated fine-grained materials free from roots, debris, rocks larger than 3 inches, asbestos, organic matter, clods, clay balls, broken pavement, and other deleterious materials. Less than 10% shall pass a No. 200 sieve. At least 40% shall pass a No. 4 sieve. The coarser materials shall be well distributed throughout the finer material.

2. Backfill materials that are obtained from trench excavated materials to the extent such material is available may be either screened directly into the trench or screened during the trenching operation if needed to meet specifications. If screened during trenching, the material shall be maintained free of unscreened material during the handling and backfilling process. Backfill shall be moisture conditioned to within approximately 2% of the optimum moisture content prior to being placed in trench. When excavating rock it shall be separated out and not used for backfill.

D. Imported Sand--Pipe Zone and Pipe Base

1. Imported sand used in the pipe zone or for the pipe base shall have the following gradation:


3/8 inch 100

No. 4 75 to 100

No. 200 0 to 10

2. Imported sand shall have a saturated resistivity greater than 1,000 ohm-cm, a neutral pH, and chlorides less than 100 ppm.

E. Gravel and Crushed Rock--Pipe Zone and Pipe Base

1. Gravel or crushed rock material shall conform to the Florida DOT Section 901, "Coarse Aggregate," Grade 357 and shall meet the following gradation:


Sieve Sizes

Designated Gravel Size

1-1/2-Inch 1-Inch 3/4-Inch 3/8-Inch

Percent Passing

Percent Passing

Percent Passing

Percent Passing

2 inches 100 - - -

1-1/2 inches 90 to 100 100 - -

1 inch 20 to 55 90 to 100 100 -

3/4 inch 0 to 15 30 to 60 90 to 100 -

1/2 inch - 0 to 20 30 to 60 100

3/8 inch 0 to 5 - 0 to 20 90 to 100

No. 4 - 0 to 5 0 to 5 30 to 60

No. 8 - - - 0 to 10

2. Use 3/4 -inch size unless indicated otherwise in the drawings.

F. Sand-Cement Slurry Backfill--Pipe Zone

Sand-cement slurry backfill shall consist of one sack (94 pounds) of Type I or II portland cement added per cubic yard of imported sand and sufficient water for workability.

G. Rock Refill for Foundation Stabilization

Rock refill shall be crushed or natural rock, having the following gradation:


3 inches 100

1-1/2 inches 70 to 100

3/4 inch 60 to 100

No. 4 25 to 55

No. 30 10 to 30

No. 200 0 to 10

H. Concrete for Pipe Encasement and Thrust Blocks

1. Concrete for pipe encasement and thrust blocks shall be Class C per Section 033000, unless otherwise shown in the drawings.

2. Provide thrust blocks at fittings in pipe having rubber gasket bell-and-spigot or unrestrained mechanical joints. Provide thrust blocks at fittings for FRP pipe, regardless of the type of joint utilized. Do not provide thrust blocks for steel pipe having welded, flanged, or butt-strap joints unless detailed in the drawings or required in the detailed piping specification.


3. See the details in the drawings for thrust block sizes. Install thrust blocks based on the test pressures given in the Piping Schedule. Size thrust blocks in accordance with the following table:

Pipe Test Pressure (psi)

Use Thrust Block Sizing for

0 to 25 25 psi

26 to 50 50 psi

51 to 100 100 psi

101 to 150 150 psi

151 to 200 200 psi

4. Dimensions of thrust blocks for pipes smaller than 6 inches shall be the same as the dimensions shown for 6-inch pipe, unless specific dimensions are shown in the drawings.

I. Water for Compaction

See Section 312300. Water shall be free of organic materials injurious to the pipe coatings.

J. Underground Plastic Warning Tape for Metal Pipe

See Section 400775.

K. Underground Detectable Metallic Pipe Warning Tape

See Section 400775.

PART 3 - EXECUTION

A. Sloping, Sheeting, Shoring, and Bracing of Trenches

Trenches shall have sloping, sheeting, shoring, and bracing conforming with 29CFR1926, Subpart P--Excavations, OSHA requirements, and the General Provisions

B. Sidewalk, Pavement, and Curb Removal

Cut bituminous and concrete pavements regardless of the thickness and curbs and sidewalks prior to excavation of the trenches with a pavement saw or pavement cutter. Width of the pavement cut shall be at least equal to the required width of the trench at ground surface. Haul pavement and concrete materials from the site. Do not use for trench backfill.

C. Trench Excavation

1. Excavate the trench to the lines and grades shown in the drawings with allowance for pipe thickness, sheeting and shoring if used, and for pipe base or special


bedding. If the trench is excavated below the required grade, refill any part of the trench excavated below the grade at no additional cost to the Owner with pea gravel of the type specified for the type of pipe, granular material, or imported sand. Place the refilling material over the full width of trench in compacted layers not exceeding 6 inches deep to the established grade with allowance for the pipe base or special bedding.

2. Trench widths in the pipe zone shall be as shown in the drawings. If no details are shown, maximum width shall be 18 inches greater than the pipe outside diameter. Comply with 29CFR Part 1926 Subpart P--Excavations. Trench width at the top of the trench will not be limited except where width of excavation would undercut adjacent structures and footings. In such case, width of trench shall be such that there is at least 2 feet between the top edge of the trench and the structure or footing.

D. Trench Excavation in Backfill and Embankment Areas

1. Construct and compact the embankment to an elevation of 1 foot minimum over the top of the largest pipe or conduit to be installed.

2. Excavate trench in the compacted backfill or embankment.

E. Location of Excavated Material

1. During trench excavation, place the excavated material only within the working area. Do not obstruct any roadways or streets. Do not place trench spoil over pipe, buried utilities, manholes, or vaults. Conform to federal, state, and local codes governing the safe loading of trenches with excavated material.

2. Remove and store excavated topsoil separately. Replace topsoil in the top 12 inches of the trench zone.

3. Locate trench spoil piles at least 15 feet from the tops of the slopes of trenches. Do not operate cranes and other equipment on the same side of the trench as the spoil piles.

F. Length of Open Trench

Limit the length of open trench to 750 feet in advance of pipelaying or amount of pipe installed in one working day. Complete backfilling and temporary or first layer paving not more than 250 feet in the rear of pipelaying.

G. Dewatering

Provide and maintain means and devices to remove and dispose of water entering the trench excavation during the time the trench is being prepared for the pipelaying, during the laying of the pipe, and until the backfill at the pipe zone has been completed. These provisions shall apply during both working and nonworking hours, including lunch time, evenings, weekends, and holidays. Dispose of the water in a manner to prevent damage to adjacent property and in accordance with regulatory agency requirements. Do not drain trench water through the pipeline under construction.


H. Foundation Stabilization

1. After the required excavation has been completed, the Owner or Owner’s representative will inspect the exposed subgrade to determine the need for any additional excavation. It is the intent that additional excavation be conducted in all areas where unacceptable materials exist at the exposed subgrade. Overexcavation shall include the removal of all such unacceptable material that exist directly beneath the pipeline to a width 24 inches greater than the pipe outside diameter and to the depth required.

2. Place filter fabric on the bottom of the trench and up the sides a sufficient height to retain refill material. Backfill the trench to subgrade of base with refill material for foundation stabilization. Place the foundation stabilization material over the full width of the excavation and compact in layers not exceeding 6 inches deep to the required grade.

3. Refill used by the Contractor for his convenience will not be cause for any additional payment.

I. Installing Buried Piping

1. Grade the bottom of the trench to the line and grade to which the pipe is to be laid, with allowance for pipe thickness. Remove hard spots that would prevent a uniform thickness of bedding. Place the specified thickness of pipe base material over the full width of trench. Grade the top of the pipe base ahead of the pipelaying to provide firm, continuous, uniform support along the full length of pipe, and compact to the relative compaction specified herein. Before laying each section of the pipe, check the grade and correct any irregularities.

2. Excavate bell holes at each joint to permit proper assembly and inspection of the entire joint. Fill the area excavated for the joints with the bedding material specified or indicated in the drawings for use in the pipe zone. If no bedding material is specified or indicated, use imported sand.

3. Inspect each pipe and fitting before lowering the buried pipe or fitting into the trench. Inspect the interior and exterior protective coatings. Patch damaged areas in the field with material recommended by the protective coating manufacturer. Clean ends of pipe thoroughly. Remove foreign matter and dirt from inside of pipe and keep clean during and after installation.

4. Handle pipe in such a manner as to avoid damage to the pipe. Do not drop or dump pipe into trenches under any circumstances.

5. When installing pipe, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure elevation at the pipe invert.

6. After pipe has been bedded, place pipe zone material simultaneously on both sides of the pipe, in maximum 6-inch lifts, keeping the level of backfill the same on each side. If no pipe zone material is specified or indicated, use imported sand. Carefully place the material around the pipe so that the pipe barrel is completely supported and no voids or uncompacted areas are left beneath the pipe. Use particular care in


placing material on the underside of the pipe to prevent lateral movement during subsequent backfilling.

7. Compact each lift to the relative compaction specified herein.

8. Push the backfill material carefully onto the backfill previously placed in the pipe zone. If no backfill material is otherwise specified or indicated, use granular material for backfill. Do not permit free-fall of the material until at least 2 feet of cover is provided over the top of the pipe. Do not drop sharp, heavy pieces of material directly onto the pipe or the tamped material around the pipe. Do not operate heavy equipment or a sheepsfoot wheel mounted on a backhoe over the pipe until at least 3 feet or one-half of the internal diameter, whichever is greater, of backfill has been placed and compacted over the pipe.

9. When the pipelaying is not in progress, including the noon hours, close the open ends of pipe. Do not allow trench water, animals, or foreign material to enter the pipe.

10. Keep the trench dry until the pipelaying and jointing are completed.

J. Backfill Compaction

1. Unless otherwise shown in the drawings or otherwise described in the specifications for the particular type of pipe installed, percent compaction in pipe trenches shall be as follows:

a. Pipe Zone: 95% of modified proctor.

b. Backfill in Trench Zone Not Beneath Paving: 90% of modified proctor. Compact backfill within embankment above the pipe zone to the same relative compaction as the adjacent embankment as specified in Section 312300.

c. Backfill in Trench Zone to Street Zone in Paved Areas: 95% of modified proctor.

d. Backfill in Street Zone in Paved Areas: 98% of modified proctor.

e. Rock Refill for Foundation Stabilization: 95% of modified proctor.

f. Refill for Overexcavation: 95% of modified proctor.

2. Compact trench backfill to the specified relative compaction. Compact by using mechanical compaction or hand tamping. Do not use high-impact hammer-type equipment except where the pipe manufacturer warrants in writing that such use will not damage the pipe.

3. Compact material placed within 12 inches of the outer surface of the pipe by hand tamping only.


4. Do not use any axle-driven or tractor-drawn compaction equipment within 5 feet of building walls, foundations, and other structures.

K. Material Replacement

Remove and replace any trenching and backfilling material that does not meet the specifications, at the Contractor's expense.

L. Placing Sand-Cement Slurry Backfill

Place sand-cement slurry backfill in a uniform manner that will prevent voids in or segregation of the material. Remove foreign material that falls into the excavation or trench. Do not commence backfilling over or place any material over the slurry cement backfill until at least four hours after placing the sand-cement slurry.

END OF SECTION

GRAVEL AND CRUSHED ROCK BASE FOR STRUCTURES 312323-1 60060986 - April 6, 2010

SECTION 312323 GRAVEL AND CRUSHED ROCK BASE FOR STRUCTURES

PART 1 - GENERAL

A. Description

This includes materials, testing, and installation of gravel and crushed rock bases for structures such as manholes and vaults. See plans for details on over excavation and rock fill under major structures.




C. Submittals

Submit six copies of a report from a testing laboratory verifying that material conforms to the specified gradations or characteristics.


1. The Owner will test for compaction as described in Sections 312300 and 312316.

PART 2 - MATERIALS

A. Crushed Rock

Crushed rock base shall be No. 89 stone conforming to Section 901, "Coarse Aggregate" of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction.

PART 3 - EXECUTION

A. Placement of Crushed Rock or Gravel

1. Place crushed rock or gravel base beneath structures where shown in the drawings, 12 inches thick unless otherwise indicated. Excavate below the required grade for the bottom of the structure and refill with crushed rock or gravel as specified above. The rock base shall extend a minimum of 12 inches beyond the structure base, floor slab, or footing.

GRAVEL AND CRUSHED ROCK BASE FOR STRUCTURES 312323-2 60060986 - April 6, 2010

2. Compact the gravel with heavy vibratory place compactor or walk-behind roller. Make a minimum of 3 passes over the material with each pass overlapping the previous pass by 30 percent. After compaction, each lift should be inspected to ensure that it is firm and unyielding.

3. Place base material in maximum lifts of 6 inches.

END OF SECTION

EROSION AND SEDIMENTATION CONTROL 312500-1

60060986 - March 24, 2010

SECTION 312500 EROSION AND SEDIMENTATION CONTROL PART 1 – GENERAL A. Description

The work specified in this Section consists of measures required to control erosion on the project and in areas outside the project area where work is accomplished in conjunction with the project, so as to prevent pollution of water, detrimental effects of public or private property adjacent to the project area and damage to work on the project. These measures will consist of construction and maintenance of temporary erosion control features or, where practical, the construction and maintenance of permanent erosion control features. Effective May 1 2003, construction sites that will result in a disturbance of one acre or more are required to seek coverage from FDEP under the Generic Permit for Stormwater Discharge from Large and Small Construction Activities (DEP Document 62-621.300(4)(a) Accordingly, the Contractor shall be required to submit a Notice of Intent (NOI) along with the application fee to the FDEP Stormwater Notices Center to use the Generic Construction NPDES permit. This will also require the Contractor to develop and implement a Stormwater Pollution Prevention Plan (SWPPP) for this project; the requirements of which shall be followed by the Contractor for the duration of the project. Note that the project will be subject to inspection by the FDEP or their subcontractors and daily and weekly reports shall be maintained by the Contractor as required by the regulations.

B. Control of Contractor's Operations Which May Result in Water Pollution

1. Take sufficient precautions to prevent pollution of streams, canals, lakes, reservoirs, and other water impoundments, with fuels, oils, bitumens, calcium chloride, or other harmful materials. Conduct and schedule operations so as to avoid or otherwise minimize pollution or siltation of such streams, etc. and to avoid interference with movement of migratory fish. Do not dump the residue from dust collectors or washers into any water body.

2. Construction operations in rivers, streams, lakes, tidal waters, reservoirs, canals, and

other impoundments shall be restricted to those areas where it is necessary to perform filling or excavation to accomplish the work shown in the Contract Documents and to those areas which must be entered to construct temporary or permanent structures. As soon as conditions permit, promptly clear rivers, streams, and impoundments of all obstructions placed therein or caused by construction operations.

3. Except as necessary for construction, do not deposit excavated material in rivers,

streams, canals, or impoundments, or in a position close enough thereto, to be washed away by high water or runoff.

http://www.dep.state.fl.us/water/stormwater/npdes/docs/cgp.pdf

http://www.dep.state.fl.us/water/stormwater/npdes/docs/cgp.pdf


60060986 - March 24, 2010

4. Where pumps are used to remove highly turbid waters from enclosed construction areas such as cofferdams or forms, treat the water prior to discharge into State waters. Pump the water into grassed swales, appropriate vegetated areas, or sediment basins, or confine it by an appropriate enclosure such as siltation curtains when other methods are not considered appropriate. Do not contaminate state waters.

5. Do not disturb lands or waters outside the limits of construction, except as may be

found necessary to complete the work with written permission of the City.

C. Start of Work

Do not start work until erosion control measures are in place.

PART 2 - PRODUCTS A. General

1. No testing of materials used in construction of temporary erosion control features will be required.

2. Materials used for the construction of the temporary erosion and sedimentation

control measures not to be incorporated into the completed project may be new or used.

PART 3 - EXECUTION A. General

1. Temporary erosion control features shall consist of, but not be limited to, temporary grassing, temporary sodding, temporary mulching, sandbagging, slope drains, sediment basins, artificial coverings, berms, baled hay or straw, floating silt barriers, staked silt barriers and staked silt fences. Design details for some of these items may be found in the Water Quality Section of the applicable edition of the FDOT Roadway and Traffic Design Standards.

2. Incorporate permanent erosion control features into the project at the earliest

practical time. Correct conditions, using temporary measures, that develop during construction to control erosion prior to the time it is practical to construct permanent control features.

3. Construct temporary and permanent erosion and sediment control measures to

prevent the pollution of adjacent water ways in conformance with the laws, rules and regulations of Federal, State and local agencies.

B. Installation

1. Temporary Grassing: This work shall consist of furnishing and placing grass seed in accordance with Section 329210 -- Hydro Seeding.


60060986 - March 24, 2010

2. Temporary Mulching: This work shall consist of furnishing and applying a two-inch to four-inch thick blanket of straw or hay mulch and then mixing or forcing the mulch into the top two inches of the soil in order to temporarily control erosion. Only undecayed straw or hay, which can readily be cut into the soil, shall be used. Other measures for temporary erosion control such as hydro-mulching, chemical adhesive soil stabilizers, etc., may be substituted for mulching with straw or hay. When per-manent grassing operations begin, temporary mulch materials shall be plowed under in conjunction with preparation of the ground.

3. Sandbagging: This work shall consist of furnishing and placing sandbags in

configurations, so as to control erosion and siltation. 4. Slope Drains: This work shall consist of constructing slope drains, utilizing pipe, fiber

mats, rubble, cement concrete, asphaltic concrete plastic sheeting, or other acceptable materials, in accordance with the details shown in FDOT's Roadway and Traffic Design Standards or as may be approved as suitable to adequately perform the intended function.

5. Sediment Basins: Sediment basins shall be constructed in accordance with the

details shown in FDOT's Roadway and Traffic Design Standards or as suitable to adequately perform the intended function. Sediment basins shall be cleaned out as necessary.

6. Artificial Coverings: This work shall consist of furnishing and applying fiber mats,

netting, plastic sheeting, or other approved covering to the earth surfaces. 7. Berms: This work shall consist of construction of temporary earth berms to divert the

flow of water from an erodible surface. 8. Baled Hay or Straw:

a. This work shall consist of construction of baled hay or straw dams to protect against downstream accumulations of silt. The baled hay or straw dams shall be constructed in accordance with the details shown in FDOT's Roadway and Traffic Design Standards.

b. The dam shall be placed so as to effectively control silt dispersion under

conditions present on this project. Alternate solutions and usage of materials may be used if approved.

9. Temporary Silt Fences and Staked Silt Barriers: This work shall consist of

furnishing, installing, maintaining and removing staked turbidity barriers in accordance with the manufacturer's directions, these specifications and the details as shown in FDOT's Roadway and Traffic Design Standards, latest edition.

10. Floating Silt Barriers: This work shall consist of installing, maintaining, and removal

of floating silt barriers to contain turbidity that may occur as the result of dredging, filling, or other construction activities in waters of the State. The type barrier used, the deployment and maintenance of the barrier will be such as to minimize dispersion of turbid waters from the construction site. Alternate methods or materials may be used provided that compliance with applicable permit conditions and State water quality standards are maintained.


60060986 - March 24, 2010

C. Removal of Temporary Erosion Control Features

In general, remove or incorporate into the soil any temporary erosion control features existing at the time of construction of the permanent erosion control features in such a manner that there will be no detrimental effect.

D. Maintenance of Erosion Control Features

General: Provide routine maintenance of permanent and temporary erosion control features until the project is completed and accepted.

E. Protection During Suspension of Contract Time

In the event that it is necessary that the construction operations be suspended for any appreciable length of time, shape the top of the earthwork in such a manner as to permit runoff of rainwater and construct earth berms along the top edges of embankments to intercept runoff water. Provide temporary slope drains to carry runoff from cuts and embankments which are located in the vicinity of rivers, streams, canals, lakes, and impoundments. Should such preventive measures fail, immediately take such other action as necessary to effectively prevent erosion and siltation.

END OF SECTION

FILTER FABRIC 313219-1 60060986 - March 24, 2010

SECTION 313219 FILTER FABRIC

PART 1 - GENERAL

A. Description

This section includes materials and installation of filter fabric and its maintenance until the filter material, bedding material, crushed rock or rip rap cover is completed.





4. Drainage and Plumbing Piping: Div. 22.

C. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300 and the following.

2. Submit manufacturer's catalog data and a sample of the filter fabric.

3. Submit manufacturer's recommended installation instructions and details.

4. Submit mill certificate or affidavit signed by a legally authorized official from the company manufacturing the fabric. The mill certificate or affidavit shall attest that the fabric meets the chemical, physical, and manufacturing requirements stated in this specification.

PART 2 - MATERIALS

A. Manufacturers


Products - Underdrains (AOS)

Manufacturer/Supplier Product Catalog No. AOS Woven/

Non

Hoechst Fibers Ind. P.O. Box 5887 Spartanburg, SC

Trevira Spunbond 1115 70+ Non

Hoechst Fibers Ind. Trevira Spunbond 1120 50-70 Non




Hoechst Fibers Ind. Trevira Spunbond 1155 120+ Non

Celanese Fibers Marketing Co. P.O. Box 1414 Charlotte, NC 28232

Mirafi 140N 100+ Non

Bradley Materials Co., Inc. P.O. Box 254 Valparaiso, FL 32580

Terram 1000 120 Non

Bradley Materials Terram 1500 200 Non




Products - Underdrains (AOS)


Non

Hoechst Fibers Ind. P.O. Box 5887 Spartanburg, SC

Trevira Spunbond 1114 70-100 Non

Nicholon/Mirafi Group Suite 500 3500 Parkway Lane Norcross, GA

Mirafi 140N 70-100 Non

Products – Riprap


Non

Carthage Mills 1821 Summit Road Cincinnati, OH 45327

Poly-Filter X 70 Woven


Bradley Materials Filterweave 70-100 70/100 Woven

Bradley Materials Filterweave 40-80 40-80 Woven

Bradley Materials Filterweave 40 40 Woven



B. Filter Fabric

1. Filter fabric shall be a pervious sheet of woven or nonwoven plastic yarn. The filter fabric shall provide an apparent opening size (AOS) per ASTM D4751 no finer than the U.S. Standard Sieve No. 200 and no coarser than the U.S. Standard Sieve No. 40.

2. The plastic yarn shall meet the physical requirements specified in AASHTO M288.

3. Geotextiles shall meet the properties specified in AASHTO M288 as follows:

Service Requirements

Stabilization Table 4

Permanent erosion control Table 5

Temporary silt fence Table 6

Paving fabric Table 7

4. Manufacture the fabric into a width not less than 10 feet.

5. Filter fabric shall not act as a wicking agent.

C. Securing Pins

Securing pins shall be 3/16-inch-diameter steel, pointed at one end, and fabricated with a head to retain a steel washer having an outside diameter of no less than 1.5 inches. The lengths of the pins shall be no less than 12 inches.

PART 3 - EXECUTION

A. Shipment, Storage, and Handling

1. Store and handle geotextiles in accordance with ASTM A4753 and the following.

2. Protect the fabric from direct sunlight, ultraviolet rays, temperatures greater than 140°F, mud, dirt, dust, and debris at all times during shipment and storage. To the extent possible, wrap the fabric in a heavy-duty protective covering.

3. Store fabric on clean, dry surfaces, free of foreign substances such as grease, oil, paint, epoxy, cement, or any other substances which would have a deleterious effect on the fabric. When stored in outside areas, keep fabric 1 foot minimum above ground level. Keep the fabric in its protective covering until it is ready for


installation. Cover opened rolls by a waterproof cover. Do not use hooks, tongs, or other sharp tools or instruments when handling fabric. Fabric may be unloaded or handled in one of the following ways:

a. By placing slings under the rolls.

b. By using a pole inserted through a hollow core, provided the pole extends 1 foot minimum beyond each end of the core and lifting and handling devices are attached to only that portion of the pole located outside the ends of the core.

c. By hand.

B. Protection During Installation

Protect the geotextile during installation from clogging, tears, and other damage. Provide ballast (e.g., sand bags) to prevent uplift by wind. Do not leave the geotextile uncovered for more than 14 days after installation.

C. Subgrade Preparation

Prepare the surface to receive fabric to a smooth condition free of sharp objects, obstructions, depressions, debris, and soft or low-density pockets of material.

D. Placement of Geotextile in Channels, Shorelines, and Trenches

1. Install in accordance with AASHTO M288, Appendices A1 and A3 except as modified below.

2. Place filter fabric in the manner and at the locations shown in the drawings. Do not use fabric with defects, rips, holes, flaws, deterioration, or damage of any nature.

3. Handle and place filter fabric in accordance with the manufacturer's recommendations. Stretch, align, and place the fabric in a wrinkle-free manner.

4. Place fabric with the long dimension perpendicular to the centerline of the channel and lay smooth and free of tension, stress, folds, wrinkles, or creases. Place the strips to provide a minimum width of 12 inches of overlap for each joint.

5. Insert securing pins with washers through both strips of overlapped fabric at not greater than 3-foot intervals along a line through the midpoint of the overlap.

6. Install additional pins regardless of location to prevent any slippage of the filter fabric. Place the fabric so that the upstream strip of fabric will overlap the downstream strip. Each securing pin shall be pushed through the fabric until the washer bears against the fabric and secures it firmly to the foundation.

E. Covering With Filter Rock

1. Schedule the work so that the covering of the fabric with the planned thickness of the specified material is accomplished within 30 days after placement of the fabric. Failure to comply shall require replacement of fabric.


2. Protect the filter fabric from damage due to the placement of riprap or other materials by limiting the height of drop of the material or by placing a 6 inch -cushioning layer of sand on top of the fabric before dumping the material. Before placement of riprap, the Contractor shall demonstrate that the placement technique will prevent damage to the fabric.

F. Covering With Soil or Sand

Do not cover geotextile prior to inspection by the Owner’s Representative. Place cover soil or sand in a manner that prevents soil or sand from entering the geotextile overlap zone, prevents tensile stress from being mobilized in the geotextile, and prevents wrinkles from folding over onto themselves. On side slopes, place soil or sand backfill from the bottom of the slope upward. Do not drop cover soil or sand onto the geotextile from a height greater than 3 feet. Do not operate equipment directly on top of the geotextile. Use equipment with ground pressures less than 7 psi to place the first lift over the geotextile. Maintain a minimum of 12 inches of soil between full-scale construction equipment and the geotextile. Cover soil or sand material type, compaction, and testing requirements are described in Section 312316. Equipment placing cover soil shall not stop abruptly, make sharp turns, spin their wheels, or travel at speeds exceeding 5 mph.

G. Placement of Geotextile Around Underdrain Piping

1. Install in accordance with AASHTO M288, Appendices A1 and A2, except as modified below.

2. Wrap the perforated underslab drains with filter fabric. Do not use fabric with defects, rips, holes, flaws, deterioration, or damage of any nature.

3. Handle and place filter fabric in accordance with the manufacturer's recommendations. Stretch, align, and place the fabric in a wrinkle-free manner.

4. Spiral wrap the perforated underdrain pipes with filter fabric to provide a minimum width of 18 inches of overlap. Install perforated pipe per Section 402350 and the drawings.

5. Cover filter fabric wrapped underdrain pipes with permeable underdrain material and compact per fabric manufacturer and Section 312316.

H. Repairing Damaged Fabric

1. Protect the fabric at all times during construction from contamination by surface runoff. Remove and replace fabric so contaminated with uncontaminated fabric. Repair any damage to the fabric during its installation or during placement of filter materials, crushed rock and riprap by the Contractor at his expense.

2. Repair fabric damaged during placing, in other than underdrain piping service, by placing a piece of fabric large enough to cover the torn or punctured area, meet the overlap requirement, and extend a minimum of 12 inches beyond the edge of the damaged area. Repair damaged sections of fabric used in underdrain piping by cutting out the damaged section over the full width of the spiral section and stitching a new fabric section in place for a minimum length of 18 inches.


3. Damage to the fabric and underdrain piping system resulting from the Contractor's vehicles, equipment, or operations shall be repaired by the Contractor at his expense.

4. Maintain a minimum of 6 inches of material between the fabric and Contractor's equipment, during spreading and compaction of the filter materials, crushed rock, and riprap. Where embankment material is to be placed on the filter fabric, maintain a minimum of 18 inches of embankment material between the fabric and the Contractor's equipment. Do not operate or drive equipment or vehicles directly on the filter fabric.

END OF SECTION

CASING PIPE – BORING AND JACKING 317216-1

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SECTION 317216 CASING PIPE - BORING AND JACKING PART 1 - GENERAL A. Description

Furnish all material, equipment, transportation, tools and labor to install casing pipe by jacking and boring method, carrier pipe within casing, masonry plugs, and all related excavation, backfill, testing and other work for a complete job.

B. Jurisdiction

For casing pipe crossing under roadways, railroads, or other installations not within the jurisdiction of the Owner, the Contractor shall comply with regulations of said authority. State highway casing installations shall be as specified in the Florida Department of Transportation, "Utility Accommodation Guide", and for railroads, the American Railway Engineering Association, Part 5, Section 5.2, "Specifications for Pipelines Conveying Non-Flammable Substances", shall be applicable.

C. Related Work Specified Elsewhere

1. Submittals: 013300. 2. Pressure Testing of Piping: 400515.

D. Submittals

1. Submit shop drawings in accordance with Section 013300 and the following:

a. Site plan of jacking and receiving pits. b. List of materials and procedures.

PART 2 - PRODUCTS A. Casing

Casing shall be new prime steel pipe conforming to ASTM A139 Grade B. Pipe shall be seamless or not have more than one (1) longitudinal weld. Minimum casing pipe size and wall thickness shall be as indicated on the plans.

B. Carrier Pipe

Carrier pipe installed within casing shall be ductile iron pipe, Special Class 51 or class for other part of pipe, whichever is higher, unless otherwise noted on the plans, equipped with mechanical joint connections. Pipe and fittings shall comply with the applicable provisions of these specifications.


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C. Casing Spacers

Casing spacers shall be stainless steel with vinyl runners as manufactured by Advance Products Series 55, Cascade series CCS/CCPS/AZ, PSI series 5-G-2, PowerSeal Model 48 series, or equal.

PART 3 - EXECUTION A. Boring and Jacking

1. The boring and jacking operations shall be done simultaneously with continuous installation until the casing pipe is in final position. Correct line and grade shall be carefully maintained. If desired, a pilot hole with a maximum diameter of 2 inches may be used for controlling line and grade. Add-on sections of casing pipe shall be full-ring welded to the proceeding length, developing watertight total pipe strength joints. The casing installation shall produce no upheaval, settlement, cracking, movement or distortion of the existing roadbed or other facilities. Following placement of the carrier pipe within the steel casing, masonry plugs shall be installed at each open end. Said plugs shall be suitable for restraining the external earth load, while allowing internal drainage. The pipe shall be jacked from the low or downstream end.

2. The variation in the field position of the pipe from the line and grade as indicated on

plans will be limited to 2 percent in lateral alignment and 1 percent vertical grade providing that the final grade of the flow line shall be in the direction as indicated on the plans.

B. Auger

1. Casing pipe holes shall be mechanically bored through the soil by a cutting head on a continuous auger mounted inside the pipe. The auger shall extend a minimum dis-tance beyond the end of the casing pipe to preclude formation of voids outside the pipe shell. Any voids, which develop during the installation operation, shall be pres-sure grouted with an approved mix.

2. The use of water or other fluids shall be in connection with the boring operation to

lubricate cuttings. Jetting will not be permitted.

C. Casing Protection/Damage

1. The casing pipe shall be adequately protected to prevent crushing or other damage under jacking pressures. Backstops shall be provided for adequately distributing the jack thrust without causing deformation of the soil or other damage. Should the casing pipe be damaged, such damaged portion, if not in the hole, shall be replaced; however, if inserted, the encasement pipe shall be abandoned in place, suitably plugged, and an alternate installation made, after reviewed by the Engineer.


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2. Coating: Coat the casing pipe inside and out with the following:

a. Type: High-build epoxy having a minimum volume solids of 60%, with an inorganic zinc prime coat.

b. Surface Preparation: SSPC SP-10. c. Prime Coat: Self-curing, two-component inorganic zinc-rich coating

recommended by the manufacturer for overcoating with a high-build epoxy finish coat. Minimum zinc content shall 15 pounds per gallon. Products: Tnemec 90E92 or Ameron (PPG Industries) Dimetcote 9, 3 mils; or equal.

d. Finish Coat: Ameron (PPG Industries) 383HS, 5 mils; Tnemec 104, 5 mils; or

equal.

D. Excavation

Required boring and jacking pits or shafts shall be excavated and maintained to minimum dimensions. Said excavations shall be adequately barricaded, sheeted, braced and dewatered, as required, in accordance with the applicable portions of these specifications.

E. Casing Spacers (Skids)

Carrier pipe shall be braced with casing spacers (wood skids) securely strapped to the barrel pipe such that there is clearance between bells and casing pipe. A minimum of four spacers (skids) shall be used. Casing spacers (Skids) shall have a maximum spacing of 10 (15) feet.

F. Tests

Hydraulically test the carrier pipe with the other pipe on the project per Section 400515 and the Pipe Schedule (Flow Identification table) on the drawings.

END OF SECTION

DIVISION 32 – EXTERIOR IMPROVEMENTS 320116 PAVING REMOVAL AND RESTORATION

321113 STABILIZED SUB BASE

321128 SHELL BASE COURSE

321129 CRUSHED CONCRETE BASE COURSE

321213 PRIME AND SEAL COAT

321215 ASPHALT PAVEMENT

321313 PORTLAND CEMENT CONCRETE PAVING

321613 CONCRETE CURBS, GUTTERS, AND SIDEWALKS

321723 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS

328420 LANDSCAPE IRRIGATION SYSTEM

329010 LANDSCAPE PLANTING

329210 SODDING

329211 VEGETATIVE ACCESS DRIVE

PAVEMENT REMOVAL AND RESTORATION 320116-1

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SECTION 320116 PAVEMENT REMOVAL AND RESTORATION PART 1 - GENERAL A. Description

The work specified in this section consists of removing and restoring pavement, pavement base, curb, curb and gutter, valley gutter, sidewalks and driveways disturbed by the work. Contractor shall provide all necessary labor, materials, equipment, tools, supplies, plant and equipment.


1. Stabilized Sub-Base: 321113 2. Crushed Concrete Base Course: 321129 3. Prime and Tack Coat: 321213 4. Asphalt Pavement: 321215 5 Portland Cement Concrete Pavement: 321313 6 Concrete Curbs and Gutters and Sidewalks: 321613 7 Concrete Formwork: 031110

8. Concrete: 033000 C. Jurisdiction

For removals and restorations or other installation in areas not within the jurisdiction of the City, the Contractor shall comply with regulations and conditions of permits issued by said authority.

A. Submittals

1. Submit shop drawings in accordance with the General Provisions, and Section 013300.

PART 2 - PRODUCTS A. Stabilizers

See Section 321113 – Stabilized Sub-base.

B. Base

1. See Section 321129 – Crushed Concrete Base Course.


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C. Prime and Tack Coat

See Section 321213.

D. Asphalt Concrete Surfaces

See Section 321215.

E. Concrete

See Section 033300.

PART 3 - EXECUTION A. Roadway and Pavement Restoration

1. Replace pavement or roadway surfaces cut or damaged by the Contractor in equal or better condition than the original, including stabilization, base course, surface course, or other appurtenances.

2. Concrete roadway surface shall be constructed as specified in Section 321313. 3. Asphalt roadway surface shall be constructed as specified in Sections 321213 and

321215. 4. Base course shall be constructed as specified in Section 321129. 5. Sub-base shall be constructed as specified in Section 321113.

B. Concrete Curbs, Gutters and Valley Gutters

1. Do not disturb curbs or gutters where practical to tunnel underneath. If tunneling is not possible, remove the curb to the existing joints or sawcut, leaving pieces not less than five feet long, and replace with identical sections.

2. Concrete curbs, curb and gutter, and valley gutter shall be constructed as specified

in Section 321613.

C. Saw-Cutting

1. Where existing pavement is to be removed, saw-cut the surface leaving a uniform and straight edge, with minimum disturbance to the remaining adjacent surfacing.

2. The width of all pavement surface cuts shall be not less than two feet greater than

width of trench in order to provide a minimum of one-foot bearing width on each side.


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D. Temporary Surface

1. Where existing pavement is removed, provide a temporary surface according to the following:

a. Compact the backfill as specified and bring to grade to match existing roadway

surface. Within ten days after pavement removal, regrade the backfill and place, compact, and seal the subbase and base.

b. Within sixty (60) days after pavement removal, place the finished surface

course. Pavement repair shall at all times provide a smooth traffic surface so as not to create a bump or depression.

2. In areas where traffic is to be maintained, place a temporary asphalt mix immediately

after backfilling and before opening the area to traffic. Lay the temporary pavement even with existing pavement to create a smooth pavement, and maintain the area until the permanent pavement is constructed.

E. Minimum Pavement Repair

1. Provide the following minimum pavement structure:

a. Subbase: 12 inches of compacted material with a Florida bearing value of 50. Compaction to minimum of 95 percent of maximum density, AASHTO T-180 modified.

b. Base: 8 inches compacted crushed concrete compacted to 95 percent

maximum density, AASHTO T-180 modified. Base shall extend beyond top of trench width at least 1 foot on both sides.

c. Concrete Base: If the area to be repaired is small and it would not be practical

to mix and compact a subbase, the base may be made 9 inches thick using either limerock or Portland cement concrete.

d. Prime Coat: Prime the crushed concrete base with a minimum of 0.2 gallons

per square yard and then sand as required. e. Surface: 1-1/2 inch compacted thickness of plant mix, Type II, unless

otherwise specified or required to match existing pavement. Finish surface to proper grade and cross section to match original. Width of asphalt surface shall exceed width of top of trench by at least 1 foot on both sides.

2. If pavement removed is superior to the minimum specifications set forth above, make

the patch equal to the pavement removed.

F. Settlement of Pavement

All settlement of pavement repairs occurring within a period of one year after final acceptance of the project by the City shall be repaired or replaced by the Contractor as required by and at no cost to the City.


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G. Stabilized Roads

On clay or other type stabilized roads, replace and compact the clay or stabilizing material to at least its original condition.

H. Testing

For testing procedures and requirements see referenced applicable sections as appear in this Project Manual.

I. Disposal of Removed Materials

The CONTRACTOR is responsible for properly disposing of all removed materials.

END OF SECTION

STABILIZED SUB-BASE 321113-1

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SECTION 321113 STABILIZED SUB-BASE PART 1 - GENERAL A. Description

This section includes materials, testing and construction of a firm and unyielding stabilized sub-base.

PART 2 - PRODUCTS A. Materials

Use local or hauled-in clean sand or sand and clay.

B. Stabilizers

Use high-bearing-value soil, sand-clay, ground limestone, crushed limestone, oyster shell, coquina shell, or rock screenings. Do not use muck, trash, hardpan, material having a plasticity index of more than 10 or a liquid limit greater than 40.

PART 3 - EXECUTION A. Construction Methods

Test local material for compliance with the required Florida Bearing Value. If the natural in-place soils do not meet the required stability, uniformly mix to depth shown in plans sufficient borrow material for stabilization with the in-place soils to produce the required bearing value. Compact the stabilized sub-base in both cuts and fills to a density of 98 percent of the maximum density as required by AASHTO T-180 (modified). Shape the sub-base to within 1/4 inch of the cross section grade shown in the plans prior to making the density tests. MAKE THE DENSITY TESTS BEFORE OTHER WORK PROCEEDS. Maintain the required density and cross section until the base or pavement has been laid or until the aggregate materials for the base or pavement course have been spread in place.

B. Required Bearing Value

Unless otherwise specified or shown in the plans, stabilized sub-base shall have a minimum Florida Bearing Value of 50.

C. Tests

Density and bearing value tests shall be made by an independent testing laboratory at intervals not more than 300 feet in roadways or 2,400 sq. ft. in area paving. If any test results are unsatisfactory, re-excavate and re-compact the sub-base until the desired compaction is obtained. Make additional tests on each side of an unsatisfactory test to determine the extent of re-excavation, re-mixing and re-compaction necessary.

END OF SECTION

SHELL BASE COURSE 321128-1

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SECTION 321128 SHELL BASE COURSE PART 1 - GENERAL A. Description

The work specified in this section consists of the construction of a base course composed of shell constructed on a prepared subbase.

B. Submittals


2. Submit copies of a certification from a testing laboratory that the material used for

the base meets the specified criteria.

PART 2 - PRODUCTS Shell material shall meet the requirements of Section 913 of the Florida Department of

Transportation Standard Specifications for Road and Bridge Design, Latest Edition.

PART 3 - EXECUTION The placement, compaction and finishing of the shell base shall meet the requirements of

Section 250 of the Florida Department of Transportation Standard Specifications for Road and Bridge Design, Latest Edition.

END OF SECTION

CRUSHED CONCRETE BASE COURSE 321129-1

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SECTION 321129 - CRUSHED CONCRETE BASE COURSE

PART 1 - GENERAL 1.01 SCOPE

This item shall consist of the construction of a base course composed of crushed concrete. It shall be constructed on the prepared subgrade in accordance with this specification and shall conform to the dimensions, lines, grades and cross sections shown on the plans.

1.02 REFERENCES

Standards applicable to this Specification shall be: A. American Association of State Highway and Transportation Officials Standard

Specifications (AASHTO). 1. AASHTO M81-75 (1982) - Standard Specification for Cut-Back Asphalt

(Rapid-Curing Type).

B. Florida Department of Transportation Standard Specifications (F.D.O.T.). 1. FDOT Section 300, Prime and Tack Latest Issue.

1.03 SUBMITTALS

A. Submit shop drawings in accordance with the General Provisions, Section 013300, and the following:

B. Submit copies of a certification from a testing laboratory that the material used for the

base meets the specified criteria and contains less than 1% by weight asbestos.

PART 2 MATERIALS 2.01 CRUSHED CONCRETE

A. Composition- Base material shall conform to the following gradation:

SIEVE SIZE PERCENT BY WEIGHT PASSING

2" 100 1 1/2" 98 - 100

3/4" 65 - 90 3/8" 45 - 75 No. 4 35 - 60 No. 10 25 - 45 No. 50 5 - 25 No. 200 0 - 10

Material for Crushed Concrete Base shall consist only of crushed concrete and such additive materials as may be approved by the Engineer for the purpose of facilitating construction and achieving the desired characteristics of the finished in-place product. Material which shows a significant tendency toward adverse chemical or


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physical change on exposure to moisture will not be acceptable. The material shall be free of any Ferrous Metals.

B. Mechanical and Physical Properties- The material shall not contain lumps, balls, or

pockets of sand or clay material in size or quantity sufficient to be detrimental to the proper bonding, finishing, or strength of the crushed concrete base. The specific mechanical and physical properties of crushed concrete aggregate and any additive materials permitted in the construction of Crushed Concrete Base under this contract shall be determined on the basis of test results as the work progresses.

C. The Crushed Concrete material used in construction of crushed concrete base shall have an LBR value of not less than 100PART 3 - EXECUTION OF WORK

3.01 TRANSPORTING CRUSHED CONCRETE

The material shall be transported to the point where it is to be used, over crushed concrete previously placed where possible, and dumped at the end of the preceding spread. Hauling over the subgrade, or dumping on the subgrade for further placement operations, will be permitted only when, in the opinion of the Engineer, such procedures will not adversely affect the integrity of the completed base and subgrade.

3.02 EQUIPMENT

A. Crushed Concrete Base - The rock shall be accomplished by mechanical spreader, equipped with a device which strikes off the rock uniformly to laying thickness, and capable of producing an even distribution of crushed concrete aggregate. For crossovers, intersections and ramp areas; for roadway widths of 20 feet or less; for the main roadway area when forms are used and for any other areas where the use of a mechanical spreader is not practicable; spreading may be done by bulldozers or blade graders.

B. Pressure Distributor - The pressure distributor shall be equipped with pneumatic tires

having a sufficient width of rubber in contact with the road surface to avoid breaking the bond or forming a rut in the surface. The distance between the centers of openings of the outside nozzles of the spray bar shall be equal to the width of the application required, within an allowable variation two (2) inches.

The outside nozzle at each end of the spray bar shall have an area of opening not less than 25 percent nor more than 75 percent, in excess of the other nozzles. All other nozzles shall have uniform openings. When the application covers less than the full width, the normal opening of the end nozzle at the junction line may remain the same as those of the interior nozzles. less than the full width, the normal opening of the end nozzle at the junction line may remain the same as those of the interior nozzles.

3.03 SPREADING CRUSHED CONCRETE

A. Method of Spreading - The crushed concrete shall be spread uniformly with equipment as specified in 3.02 A. above. All segregated areas of fine or coarse rock shall be removed and replaced with properly graded rock.


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B. Number of Courses - When the specified compacted thickness of the base is greater

than six inches, the base; shall be constructed in two courses. The thickness of the first course shall be approximately one-half the total thickness of the finished base, or enough additional to bear the weight of the construction equipment without disturbing the subgrade.

3.04 COMPACTING AND FINISHING BASE

A. Single-Course Base - For single-course base, after the spreading is completed the entire surface shall be scarified and then shaped so as to produce the required grade and cross section after compaction.

B. Double-Course Base - For double-course base, the first course shall be cleaned of

foreign material and bladed and brought to a surface cross section approximately parallel to that of the finished base. Prior to the spreading of any material for the upper course, the density tests for the lower course shall be made and the Engineer shall have determined that the required compaction has been obtained. After the spreading of the material for the final course is completed, its surface shall be finished and shaped so as to produce the required grade and cross section after compaction, and free of scabs and laminations.

C. Moisture Content - When the material does not have the proper moisture content to

insure the required density, wetting or drying will be required. When water is added it shall be uniformly mixed-in by disking to the full depth of the course which is being compacted. Wetting or drying operations shall involve manipulation, as a unit, of the entire width and depth of the course which is being compacted.

D. Density Requirements - After spreading is completed the crushed concrete shall

be uniformly compacted, with water being added as required, to a density of not less than ninety eight percent (98%) of the maximum density as determined by AASHTO T-180. during final compaction operations, if the blading of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to the performance of density tests on the finished base.

Crushed concrete base for shoulder pavement shall be compacted to a density not less than ninety eight percent (98%) of the maximum density as determined under AASHTO T 180.

E. Density Test - At least three density determinations shall be made on each day's

final compaction operations on each course, and the density determinations shall be made at more frequent intervals if deemed necessary by the Engineer.

During final compacting operations, if blading of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to making the density tests on the finished base.

F. Correction of Defects

1. Contamination of Base Material - If, at any time, the subgrade material should

become mixed with the base course material, the Contractor shall, without additional compensation, dig out and remove the mixture, reshape and compact


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the subgrade and replace the materials removed with clean base material, which shall be shaped and compacted as specified above.

2. Cracks and Checks - If cracks or checks appear in the base, either before or

after priming, which, in the opinion of the Engineer, would impair the structural efficiency of the base, the Contractor shall remove the cracks or checks by rescarifying, reshaping, adding base material where necessary, and recompacting.

G. Compaction and Finishing Base - Dynamic Compactor with vibratory rollers shall

not be used on this project and shall not be permitted at the job site. The contractor is responsible for all damages caused by compaction operations.

3.05 QUALITY CONTROL

A. Testing Surface - The finished surface of the base course shall be checked with a templet cut to the required grade and with a 15-foot straightedge laid parallel to the centerline of the road. All irregularities greater than 1/4 inch shall be corrected by scarifying and removing or adding rock as required, after which the entire area shall be recompacted as specified hereinbefore. In the testing of the surface, the measurements will not be taken in small holes caused by individual pieces of rock having been pulled out by the grader.

B. Thickness Requirements:

1. Measurements - Thickness of base shall be measured at intervals of not more

than 200 feet. Measurements shall be taken at various points on the cross section, through holes not less than three inches in diameter.

2. Areas Requiring Correction - Where the compacted base is deficient by more

than 1/2 inch from the thickness called for in the plans, the Contractor shall correct such areas by scarifying and adding rock. The base shall be scarified and rock added for a distance of 100 feet in each direction from the edge of the deficient area. The affected areas shall then be brought to the required state of compaction and to the required thickness and cross section.

3. Deficient Areas Left in Place - As an exception to the requirement for correcting

areas of base which show a thickness deficiency exceeding the allowable 1/2 inch, if so approved in writing by the Engineer. Any of such areas in which the extent of the deficiency might be considered as not sufficient to seriously impair the required strength of the base may be left in place. No payment, however, will be made for such deficient areas left in place and not corrected.

4. Density Testing - After the base is completed, the density shall be checked at

intervals of not more than 300 feet of roadway or 2,400 sq. ft. of area paving. If any field density tests are below the specified density, rework and recompact the area until the minimum density is achieved.

MAKE AT LEAST THREE DENSITY DETERMINATIONS ON EACH DAY'S FINAL COMPACTION OPERATIONS ON EACH COURSE. The density determinations shall be made at more frequent intervals if deemed necessary by


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the Engineer. 3.07 MAINTENANCE

The Contractor will be responsible for assuring that the true crown and templet are maintained, with no rutting or other distortion, and that the base meets all the requirements, at the time the surface course is applied.

END OF SECTION

PRIME AND TACK COATS 321213-1

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SECTION 321213 PRIME AND TACK COATS PART 1 - GENERAL A. Description This section includes materials, testing and application of bituminous material on a

previously prepared base and on an existing pavement surface. B. Submittals Submit shop drawings in accordance with the General Provisions and Section 013300

showing the materials to be used and manufacturer's certificates showing compliance with the specifications.

PART 2 - PRODUCTS A. Prime Coat

The material used for prime coat shall be:

1. Cut-back Asphalt Grade RC-70 or RC-250 meeting the requirements of AASHTO M81 except that the penetration range shall be from 60-120 instead of 80-120.

For Grade RC-3000, in addition to the requirements shown in Table I of AASHTO M81 the following values shall be added to the requirements for Distillation Test:

Distillate, percentage by volume Grade RC-3000

of total distillate to 680 deg. F. Max. to 320 deg. F 0 to 374 deg. F 10 to 437 deg. F 40 All other requirements for the distillation test (and for other properties included in the table) shall be as shown in Table I of AASHTO M81.

2. Emulsified Asphalt Grades SS-1 or CCS-1, SS-1H or CCS-1H diluted in equal proportion with water; asphalt emulsified asphalt grade AE-60, AE-90, AE-150 or AE-200 diluted at the ratio of 6 parts emulsified asphalt to 4 parts water; special MS-Emulsion diluted at the ratio of 6 parts emulsified asphalt to 4 parts water; Asphalt Emulsion Prime (AEP) meeting the following:

a. Anionic Emulsified Asphalt shall meet the requirements of AASHTO M140 with

the exception that the cement mix test will be waived when the asphalt is used in non-mix application, such as tack coats and primes.

b. Cationic Emulsified Asphalt shall meet the requirements of AASHTO M208.


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c. Emulsified Asphalt Grades AE-60, AE-90, AE-150 and AE-200 shall meet the

following requirements:

HIGH FLOAT EMULSIONS

Asphalt Emulsion Grade AE-60 AE-90 Min Max Min Max

Tests on Emulsion: Saybolt Furol Viscosity at 122°F, sec. 75 400 75 400 Settlement 5 days, % 5 5 Storage Stability 24 Hr., % 1 1 Sieve Test, % 0.10 0.10 Demulsibility, 50 ml CaC12 0.10N, % 75 75 Residue by Distillation, % 65 65 Oil Portion, % by Volume (500°F Dist) 1 2

Tests on Residue: Penetration 77°F 100 g 5 sec 40 70 Absolute Viscosity, poise 140°F 3200 1600 Ductility 77°F 5 cm/min, cm 40 40 Float Test 140°F, sec 1200 1200 Solubility in Trichloroethylene, % 97.5 97.5


60060986 - March 24, 2010

AE-150 AE-200 Min Max Min Max

Tests on Emulsion: Saybolt Furol Viscosity at 122°F, sec. 75 400 75 Settlement 5 days, % 5 5

Storage Stability 24 Hr., % 1 1 Sieve Test, % 0.10 0.10 Demulsibility, 50 ml CaC12 0.10N, % 75 Residue by Distillation, % 65 62 Oil Portion, % by Volume (500°F Dist) 3 8

Tests on Residue: Penetration 77°F 100 g 5 sec 125 150 Absolute Viscosity, poise 140°F 800 400 Ductility 77°F 5 cm/min, cm 40 Float Test 140°F, sec 1200 1200 Solubility in Trichloroethylene, % 97.5 97.5

d. Special MS-Emulsion shall meet the following requirements with a minimum

application temperature of 170°F:

SPECIAL MS-EMULSION

Min Max

Tests on Emulsion:

Saybolt Furol Viscosity at 77°F, sec. 45 -- Storage Stability 24 Hr., % -- 1 Sieve Test, % -- 0.10 Demulsibility, 50 ml CaC12 0.10N, % 65 -- Residue by Distillation, % 62 -- Oil Portion, % by Volume (500°F Dist) -- 8

Tests on Residue: Penetration 77°F 100 g 5 sec 60 -- Ductility 77°F 5 cm/min, cm 40 -- Absolute Viscosity, poise 140°F 800 -- Solubility in Trichloroethylene, % 97.5


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e. Emulsified Asphalt Grade CRS-2H shall meet the following requirements:

EMULSIFIED ASPHALT GRADE CRS-2H

Min Max

Tests on Emulsion: Saybolt Furol Viscosity at 122°F, sec. 100 400 Settlement 5 days, % -- 5 Storage Stability 24 Hr., % -- 1 Demulsibility, 35 ml 0.8% Sodium dioctyl Sulfosaccinate, % 40 Particle Charge Positive Sieve Test, % -- 0.1 Residue, % 65 --

Tests on Residue: Penetration 77°F 100 g 5 sec 80 140 Ductility 77°F 5 cm/min, cm 40 -- Solubility in Trichloroethylene, % 97.5 --

f. Asphalt Emulsion Prime shall meet the following requirements:

ASPHALT EMULSION PRIME (AEP)

Min Max

Tests on Emulsion: Saybolt Furol Viscosity at 77°F, sec. 20 150 Settlement 5 days, % -- 5 Storage Stability 24 Hr., % -- 1 Sieve Test, % -- 0.1 Demulsibility, 50 ml CaC12 0.10N, % 65 -- Residue, % 55 -- Oil Portion, % by Volume (500°F Dist) -- 12

Tests on Residue: Penetration 77°F 100 g 5 sec 40 200 Ductility 77°F 5 cm/min, cm 40 -- Solubility in Trichloroethylene, % 97.5 --


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Where Emulsified Asphalt is deficient from the minimum percentage of residue required in the applicable specifications, payment for such material will be made at reduced rates as shown in the following table:

Deficiency from Percentage of Original Minimum Percent Residue Contract Price

1 - 3 95 4 - 6 85 7 - 9 75 *More than 9 50 *At the discretion of the Engineer, the asphaltic mixture, the base material,

the surface treatment, or the mineral seal coat containing this material may be left in place with 50 percent payment made therefore, or be removed to the extent required by the Engineer and acceptably replaced.

The viscosity requirements for all Grades of Emulsified Asphalt used as tack coat or prime coat may be waived by the Engineer if satisfactory results are being obtained.

B. Cover Material for Prime Coat

1. If an emulsified asphalt is used for prime coat, the cover material shall be hot-asphalt coated (mix to contain from two to four percent asphalt-cement) to achieve a prime coat which will remain reasonably intact until the surface course is placed.

2. If material other than emulsified asphalt is used for the prime coat, the cover material

shall be either sand (bare or hot-asphalt coated) or screenings. The sand shall be nonplastic and free from any appreciable amount of silt, clay balls and root particles, and from any noticeable sticks, trash, vegetation or other organic matter. Screenings shall be Miami Oolitic rock screenings as specified in FDOT Specification Section 902-5.2.3.

C. Tack Coat

1. Unless a specific type or grade of material is called for in the plans or specifications, the material used for tack coat may be any of the following: Emulsified Asphalt, Grades RS-1, RS-2, CRS-2, SS-1, CSS-1, SS-1H, CSS-1H, AE-60, AE-90, AE-150, or CRS-2H, Special MS Emulsion, or Asphalt Emulsion Prime (AEP). The materials specified above shall not be diluted prior to use.

2. Emulsified asphalt (RS Type) shall meet the following requirements:

Min. Max. Tests on Emulsion: Saybolt furol viscosity at 77°F, sec. 75 -- Storage stability 24 Hr., % -- 1.0 Sieve test, % -- 0.1 Naptha content, % by volume 5 15 Residue, % 55 --


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Tests on Residue:* Penetration at 77°F, 100g, 5 sec. 50 -- Viscosity at 140°F (poises) 800 -- Solubility in trichloroethylene, % 97.5 --

* Residue by distillation shall be in accordance with AASHTO T-59 except that the maximum temperature shall be 329° + 10°F (165° + 5°C) and the sample shall be maintained at this temperature for 20 minutes.

PART 3 - EXECUTION A. Equipment Pressure Distributor: The pressure distributor shall be equipped with pneumatic tires

having a sufficient width of rubber in contact with the road surface to avoid breaking the bond or forming a rut in the surface. The distance between the centers of openings of the outside nozzles of the spray bar shall be equal to the width of the application required, within an allowable variation of two inches. The outside nozzle at each end of the spray bar shall have an area of opening not less than 25 percent nor more than 75 percent, in excess of the other nozzles. All other nozzles shall have uniform openings. When the application covers less than the full width, the normal opening of the end nozzle at the junction line may remain the same as those of the interior nozzles.

B. Cleaning Base and Protection of Adjacent Work

1. Before any bituminous material is applied, all loose material, dust, dirt, caked clay and other foreign materials which might prevent proper bond with the existing surface shall be removed for the full width of the application. Particular care shall be taken in cleaning the outer edges of the strip to be treated, to insure that the prime or tack coat will adhere.

2. When the prime or tack coat is applied adjacent to curb and gutter, valley gutter or

any other concrete surfaces, such concrete surfaces (except where they are to be covered with a bituminous wearing course) shall be covered with heavy paper, or otherwise protected while the prime or tack coat is being applied. Any bituminous material deposited on such concrete surfaces shall be removed.

C. Weather Limitations Prime and tack coats shall be applied when the air temperature, in the shade, is above

40°F, and when all other weather conditions and the condition of the surface are suitable.

D. Application of Prime Coat

1. General: The surface to be primed shall be clean and the moisture content of the base shall not exceed 90 percent of the optimum moisture. The temperature of the prime material shall be between 100°F and 180°F. The actual temperature shall be that which will insure uniform distribution. The material shall be applied by means of a pressure distributor. The amount to be applied will be dependent on the character of the surface and shall be sufficient to coat the surface thoroughly and uniformly, with no excess. A prime coat is required on newly constructed limerock, shell, and sand clay bases.


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2. Rate of Application

a. Limerock, Limerock Stabilized, and Local Rock Bases: For these bases, the rate of application shall be not less than 0.10 gallon per square yard.

b. Sandy-Clay, Shell and Shell Stabilized Bases: The rate of application for these

bases shall be not less than 0.15 gallon per square yard.

3. Partial Width of Application: If warranted by traffic conditions, the application may be made on only one-half of the width of the base at one time, in which case positive means shall be used to secure the correct amount of bituminous material at the joint.

4. Sanding

a. If an emulsified asphalt is used to prime coat, the primed base shall be uniformly covered by an application of sand-bituminous hot mix or screenings at an approximate rate of ten pounds per square yard. The entire surface of the sand-bituminous hot mix or screenings cover material shall be rolled with a traffic roller as required to produce a reasonable dense mat.

b. If material other than emulsified asphalt is used for prime coat, the primed base

shall be covered by a light uniform application of cover material. If considered necessary for proper distribution of spread, the cover material shall be lightly dragged with a drag broom, after which it shall be rolled with a traffic roller, for at least ten passes over the entire area.

E. Application of Tack Coat

1. General: Where a bituminous surface is to be laid and a tack coat is required, the tack coat shall be applied as specified herein below.

2. Use a tack coat on existing pavement to be resurfaced, primed bases in areas which

have become excessively dirty and cannot be cleaned, or in areas where the prime has cured and lost its bonding effect.

3. Method of Application: The tack coat shall be applied with a pressure distributor

except that, on small jobs if approved by the Engineer, application may be by other mechanical devices or by hand methods. The bituminous material shall be heated to a suitable temperature and shall be applied in a thin, uniform layer.

4. Rate of Application: The rate of application shall be between 0.02 and 0.08 gallon

per square yard. For tack coat applied on concrete pavement which is to be sur-faced, the rate of application may exceed the upper limit.

5. Curing and Time of Application: The tack coat shall be applied sufficiently in

advance of the laying of the bituminous mix to permit drying but shall not be applied so far in advance that it might lose its adhesiveness as a result of being covered with dust or other foreign material.

6. Protection: The tack coat surface shall be kept free from traffic until the subsequent

layer of bituminous hot mix has been laid.

END OF SECTION

ASPHALT PAVEMENT 321215-1

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SECTION 321215 ASPHALT PAVEMENT PART 1 - GENERAL A. Description

This section specifies requirements for material, testing and installation of plant mix asphalt pavement.


1. Submittals: 013300.

C. Rights-of-Way

1. County: Roadway and pavement within county rights-of-way shall be in accordance with applicable county standards and "Right-of-Way Utilization Regulations".

2. City: Roadway, pavement and right-of-way utilization within city limits shall be in

accordance with applicable city standards and regulations. 3. FDOT: Roadway, pavement and right-of-way utilization within FDOT rights-of-way

shall be in accordance with applicable FDOT standards and right-of-way utilization permit(s).

D. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300, and the following:

2. A design mix for the asphalt including gradation of all materials, content of mix,

Marshall stability, and laboratory density. 3. Certifications showing that the materials comply with the specifications and contain

less than 1% by weight asbestos.

PART 2 - PRODUCTS A. Asphaltic Concrete

1. Composition, design mix and physical properties shall meet the requirements of the following:


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Bituminous Concrete Mixtures (Gradation Design Range)

Percent by Weight Total Aggregate Passing Sieves Type ______________________________________________________ 3/4 1/2 3/8 No.4 No.10 No.40 No.80 No.200

S-I 100 88-100 75-93 47-75 31-53 19-35 7-21 2-6 S-II(1) 83-98 71-87 62-78 47-63 33-49 19-35 9-18 2-6 S-III 100 88-100 60-90 40-70 20-45 10-30 2-6 Type II 100 90-100 80-100 55-90 2-12 Type III 100 80-100 65-100 40-75 20-45 10-30 2-10 ABC-2 100 55-90 0-12 ABC-3(2) 70-100 30-70 20-60 10-40 2-10 FC-1 100 55-85 2-8 FC-2 100 85-100 10-40 4-12 2-5 FC-4 100 75-90 2-6 _________________________________________________________________

(1) 100% passing 1-1/4-inch sieve and 94-100% passing 1-inch sieve.

(2) 100% passing 1-1/2-inch sieve.

Marshall Design Properties for Bituminous Concrete Mixes

Minimum Minimum Effective

Marshall Minimum Air Asphalt Mix Stability Flow(1) VMA Voids Content Type (lbs.) (0.01 in.) (%) (%) (%)

S-I 1500 8-14 14 3-5 5.0 S-II 1500 8-14 13 3-5 5.0 S-III 1500 8-14 15 3-7 5.5 Type II 500-750 8-16 18 5-16 6.0 Type III 750-1000 8-16 15 5-12 5.5 ABC-2 250 8-20 15 5-14 5.5 ABC-3 1000 8-20 14 3-7 5.0 FC-1 500 8-16 15 8-14 5.5 FC-2 --- ---- -- ---- --- FC-4 500 8-16 15 12-16 5.0 _________________________________________________________

(1) The maximum flow for the mix design shall be one point

less than shown. The maximum flow values shown apply only during production.


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B. Asphaltic Concrete Type S-I, S-II and S-III

1. Type S-I, S-II and S-III shall meet the above requirements and the requirements in the following paragraphs.

2. The Asphalt Cement, Viscosity Grade AC-20 or AC-30, shall meet the following

except that no spot test is required:

AC-20 AC-30

Test Min. Max. Min. Max.

Viscosity, 140°F (60°C), poises (2000 + 400) (3000 +

600)

Viscosity, 275°F (135°C), Cs 300 -- 350 --

Penetration, 77°F (25°C), 100 gm, 5 Sec. 60 -- 50 --

Flash Point, COC, °F (°C) 450 -- (232) --

Solubility in Trichloroethylene, percent 99.0 -- 99.0 --

Tests on Residue from Thin Film Oven Test:

Viscosity Ratio= Visc. 140°F after TFOT -- 4 -- 4

Visc. 140°F before TFOT

Ductility 77°F (25°C) 5 cm per min, cm. 80 -- 50 --

Loss on Heating, % -- 0.5 -- 0.5

3. Mineral filler shall consist of limerock dust, portland cement, slag dust or hydrated lime. It shall be thoroughly dry and free from lumps, consisting of aggregations of fine particles. The filler shall meet the following gradation requirements:

Sieve Number Total % Passing

30 100 80 95 (min) 200 65 (min) Mineral filler may be provided from process screenings from stone or slag provided that the loss in processing under the Los Angeles Abrasion Test does not exceed 45%. The gradation of this filler shall be such that all of it shall pass the No. 10 sieve, and not more than 35% shall pass the No. 200 sieve. The material passing the No. 200 sieve shall be free of organic impurities and clay minerals shall not exceed 4.0%. The plasticity index of the material passing the No. 200 sieve shall not exceed 4.

4. Coarse Aggregate:

a. Coarse Aggregate shall consist of gravel, rock or slag and contain less than 1% by weight asbestos. All coarse aggregate shall be washed and shall be free from disintegrated pieces, clay lumps, soft and friable particles, salt, alkali, organic matter and adherent coatings. The weight of deleterious substances shall not exceed the following percentages:

Coal and lignite . . . . . . . . . . . . . 1.00 Clay lumps . . . . . . . . . . . . . . . . 2.00


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Soft and friable particles . . . . . . . . 2.00 Cinders and clinkers . . . . . . . . . . . 0.50 Free Shell . . . . . . . . . . . . . . . . 1.00 Organic matter (wet) . . . . . . . . . . . 0.03 Material passing the No. 200 Sieve . . . . 1.75 Chert . . . . . . . . . . . . . . . . . . 3.00

In addition, the sum of the percentages of all substances listed above shall not exceed ten.

b. Coarse aggregate shall have a maximum loss of 45% when subjected to the Los Angeles Abrasion Test, a maximum loss of 12% when subjected to the Soundness (Sodium Sulfate) Test and contain a maximum of 10% flat or elongated pieces.

c. Natural Stones: Coarse aggregate may be processed from gravels, granites,

limestones, dolomites, sandstones, or other naturally occurring hard, sound, durable materials meeting the requirements of this paragraph.

1) Gravel shall be composed of naturally occurring quartz. The loss when

the material is subjected to the Los Angeles Abrasion Test (AASHTO T96), shall be no more than 45%. The dry-rodded weight per cubic foot of the gravel, tested according to AASHTO T19, shall be not less than 95 pounds. Crushed gravel shall consist of 85%, by weight, of the material retained on the No. 4 sieve, having three crushed faces.

2) Granites: Coarse aggregate produced from the crushing of granites shall

be sound and durable. For granites to be used in bituminous mixtures and surface treatments, the Los Angeles Abrasion requirement is modified to permit a maximum loss up to 50 (Manual of Florida Sampling and Testing Methods FM 1-T 096). Maximum amount of mica schist permitted is 5% (AASHTO T-189).

3) Limestones, Dolomites and Sandstone: Coarse aggregates may be

produced from limestone, dolomites, sandstones, and other naturally occurring hard, durable materials meeting the requirements of this paragraph.

Pre-Cenozoic limestones and dolomites shall not be used as crushed-stone aggregates, either coarse or fine, for wearing courses of asphaltic concrete surface courses. This specifically includes materials from the Ketona Dolomite (Cambrian), Newala Limestone (Lower Ordovician), Bangor Limestone (Mississippian), and other formations of similar composition and origin occurring in central and northern Alabama and Georgia.

d. Slag shall be clean, tough and durable. It may be either air-cooled blast-

furnace slag or phosphate slag. It shall be reasonably uniform in density and quality, and free from deleterious substances. It shall contain not more than 1.5% of sulphur. The dry-rodded weight shall be not less than 70 pounds per cubic foot. The loss, when the slag is subjected to the Los Angeles Abrasion Test, shall not exceed 45%. It shall contain not more than 10% glassy par-ticles.


60060986 - March 24, 2010

e. Unless written permission from the Owner is obtained, coarse aggregates of

different types shall not be mixed, nor be used alternately in sections of less than one mile.

f. Grading shall be in accordance with FDOT Specification Section 901-1.4 Table

1. g. Lightweight expanded aggregate shall be clean and durable material produced

by firing shale, clay, or slate in a rotary kiln. It shall be reasonably uniform in quality and density and free from deleterious substances, except that the term cinders and clinkers shall only apply to those particles clearly foreign to the expanded aggregate in question and the maximum percentage of material passing the No. 200 sieve shall be 3.00. The dry-loose unit weight of the material, determined in accordance with AASHTO T19, shall not be less than 33 or more than 55 pounds per cubic foot. The burning process shall be care-fully controlled. As an indication of the control of burning, the producer shall obtain and test samples of material at frequent intervals. Control shall be considered adequate if the dry-loose unit weight of such samples does not differ by more than +6% from the average weight established from the producer's quality control testing records. When subjected to the Los Angeles Abrasion Test, the loss shall not exceed 35%.

5. Fine Aggregate:

a. Fine aggregate shall consist of natural silica sand, screenings, or a combination thereof, composed of clean, tough, angular grains, free from clay, soft or flaky particles, salt, alkali, organic matter, loam and other foreign matter. As delivered to the mixer it shall be free from clayey lumps of loosely bonded aggregations and the individual particles shall be free from adhering dust. Stone of slag screenings shall be produced from material complying with the abrasion requirements specified for coarse aggregate. The weight of deleterious substances (shale, coal and lignite, cinders and clinkers, clay lumps) shall not exceed 1.0, 1.0, 0.5 and 1.0% respectively.

b. The following additional limitation shall apply for stone used as aggregate in all

asphaltic concrete used as a wearing coarse. Pre-Cenozoic limestones and dolomites shall not be used as crushed-stone aggregates, either coarse or fine, for wearing courses of asphaltic concrete surface courses. This specifi-cally includes materials from the Ketona Dolomite (Cambrian), Newala Limestone (Lower Ordovician), Bangor Limestone (Mississippian), and other formations of similar composition and origin in central and northern Alabama and Georgia.

c. Any screenings used in the combination of aggregate shall contain not more

than 15% of material passing the No. 200 sieve and, if necessary to meet this requirement, they shall be washed.

d. Any natural sand portion of the fine aggregate other than screenings shall be

siliceous and shall contain not more than 10% of material passing the No. 200 sieve.

e. Silica sand, when tested by means of laboratory sieves, shall meet the

following requirements:


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Passing Percent Sieve by Weight

No. 4 . . . . . . . . . . . . . . . . 95-100 No. 8 . . . . . . . . . . . . . . . . 85-100

No. 16 . . . . . . . . . . . . . . . . 65- 97 No. 30 . . . . . . . . . . . . . . . . 25- 70 No. 50 . . . . . . . . . . . . . . . . 5- 35 No. 100 . . . . . . . . . . . . . . . . 0- 7 No. 200 . . . . . . . . . . . . . . . . Max. 4

f. Screenings: Screenings shall be composed of hard, durable particles, either naturally occurring, such as gravel screenings, or resulting from the crushing or processing of the parent rock, to include natural rock, slags, expanded clays or shales (lightweight aggregates), or other approved inert materials with similar characteristics.

Aggregates classified as screenings shall conform to the following gradation requirements:

Sieve Size Passing Percent 3/8" 100 No. 4 85 to 100 No. 200 Maximum 15

C. Asphaltic Concrete Type II

1. Type II shall meet the requirements of paragraphs 2A and 2B as modified by the following:

a. The aggregate shall contain no appreciable amount of phosphate and shall

consist of either crushed slag, crushed stone, crushed gravel, coquina shell or oyster shell. Any combination of these aggregates with sand that meets the gradation and Marshall properties requirements specified may be used except that shell will not be permitted in the surface course.

b. When tested at the cold elevator in the combination to be used, the aggregate

shall contain not more than 12%, by weight, of material passing the No. 200 sieve. Any screenings used in the combination of aggregate shall not contain more than 15% of material passing the No. 200 sieve. When two screenings are blended to produce the screenings component of the aggregate, any component of such screenings may contain up to 18% of material passing the No. 200 sieve. Screenings may be washed to meet the requirements and shall be free from lumps and foreign matter.

c. Not more than 40%, by weight, of the total aggregate used shall be sand.

D. Asphaltic Concrete Type III

1. Type III shall meet the requirements of paragraphs 2A and 2B as modified by the following:


60060986 - March 24, 2010

a. Not more than 25% by weight of the total aggregate used shall be local sand.

In addition to the local sand, a portion not to exceed 15% by weight of the total aggregate may be commercial washed sand. The commercial washed sand must be in conformance with the requirements of fine aggregates for Asphaltic Concrete Type S-1.

b. When tested at the cold elevator in the combination to be used, the aggregate

shall contain not more than 10%, by weight, of material passing the No. 200 sieve. Any screenings used in the combination of aggregate shall not contain more than 15% of material passing the No. 200 sieve. When two screenings are blended to produce the screenings component of the aggregate, any component of such screenings may contain up to 18% of material passing the No. 200 sieve. Screenings may be washed to meet these requirements and shall be free from lumps and foreign matter.

E. Asphalt Base Course

Asphalt base courses shall met the requirements of paragraphs 2A and 2B.

PART 3 - EXECUTION A. Hot Bituminous Mixtures

1. Plant operations shall not begin unless all weather conditions are suitable for the laying operations.

2. The mixture shall be spread only when the surface upon which it is to be laid has

been previously prepared, is intact, firm and properly cured, and is dry. No mixture shall be spread that cannot be finished and compacted during daylight hours. The mixture shall be spread only when the air temperature (the temperature in the shade away from artificial heat) is above 40°F for layers greater than one inch (100 lbs per square yard) in thickness and 45°F and above for layers one inch (100 lbs per square yard) or less in thickness (this includes leveling courses). No mixture shall be placed when there is evidence of a frozen base. The mixture shall not be spread when the wind is blowing to such an extent that proper and adequate compaction cannot be maintained or when sand, dust, etc., are being deposited on the surface being paved, to the extent that the bond between layers will be diminished.

3. Mixing at the asphalt plant shall be sufficient to produce a thoroughly and uniformly

coated mixture. The ingredients of the mix shall be heated and combined in such a manner as to produce a mixture, which shall be at a temperature, when discharged from the pugmill or surge bin, within the range of 230°F to 310°F and within the tolerance shown in the following table:

Temperature Tolerance From Job Mix Formula

_________________________________________________________

Any Single Measurement . . . . . . . . . . . . . +25°F Average of Any Five Consecutive Measurements . . +15°F

_________________________________________________________


60060986 - March 24, 2010

However, the temperature of the mixture, in all cases, shall be such that will yield an asphalt Kinematic viscosity within the range of 280 and 150 centistokes. The mix temperature will be taken at the plant on the first five loads each day and on an average of once every five loads thereafter. Take corrective action if the tempera-ture fails to fall within the specified tolerance.

4. The maximum time that any mix may be kept in a hot storage or surge bin is 72 hours. Produce a homogeneous mixture, free from moisture and with no segregated materials, that meets all requirements of the specifications for the mixture, including compliance with the design limits. These requirements shall apply also to all mixes produced by the drum mixer process and all mixes processed through a hot storage or surge bin, both before and after storage.

5. The mixture shall be transported in tight vehicles previously cleaned of all foreign material and each load shall be covered. The inside surface of the truck bodies shall be thinly coated with soapy water or an emulsion containing not over 5% of oil. Kerosene, gasoline or similar products shall not be used. After the truck bodies are coated and before any mixture is placed therein, they shall be raised so that all excess liquids will be drained out.

6. Prior to the laying of the mixture, the surface of the base or pavements to be covered

shall be cleaned of all loose and deleterious material by the use of power brooms or blowers, supplemented by hand brooming where necessary.

7. All asphaltic concrete mixtures (including leveling courses), other than adjacent to

curb and gutter or other true edges, shall be laid by the string-line method, to assure the obtaining of an accurate, uniform alignment of the pavement edge. The temperature of the mix at the time of spreading shall be within +25°F of the actual mix temperature. The minimum frequency for taking mix temperatures on the road will be an average of one per five trucks. Take corrective action if the temperature range fails to fall within the specified tolerance range. Any mixture caught in transit by a sudden rain may be laid at risk. Should such mixture prove unsatisfactory, it shall be removed and replaced with satisfactory mixture at no additional expense to the Owner. In no case shall the mixture be laid while rain is falling or when there is water on the surface to be covered. The forward speed of the spreader shall be as established by the manufacturer of the equipment and sufficient for an even application. For each paving machine being operated, a separate crew will be required; each crew operating as a full unit. The depth of each layer shall be checked at frequent intervals of approximately 25 feet. Any deviation below the design thickness as shown on the drawings shall be immediately corrected. In limited areas where the use of the spreader is impossible or impracticable, the mixture may be spread and finished by hand. Straight-edging and back-patching shall be done after initial compaction has been obtained and while the material is still hot.

8. For courses other than leveling, upon arrival, the mixture shall be dumped into a

mechanical spreader and immediately spread and struck-off to the full width required and to such loose depth for each course that, when the work is completed, the required weight of mixture per square yard, or the specified thickness, will be secured. An excess amount of mixture shall be carried ahead of the screed at all times. Hand raking shall be done behind the machine as required. If necessary due to the traffic requirements, the mixture shall be laid in trips in such manner as to


60060986 - March 24, 2010

provide for the passage of traffic. Where the road is closed to traffic, the mixture may be laid to the full width, by machines traveling in echelon. Before any rolling is started the surface shall be checked, any irregularities adjusted, and all drippings, fat sandy accumulations from the screed, and fat spots from any source shall be removed and replaced with satisfactory material. No skin patching shall be done. When a depression is to be corrected while the mixture is hot, the surface shall be well scarified before the addition of fresh mixture.

9. For leveling courses, all depressions in the existing surface more than one inch deep

shall be filled by spot patching with leveling course mixture and then thoroughly compacted prior to spreading any leveling course. All leveling courses shall be placed by the use of two motor graders (one of which is equipped with a spreader box) unless otherwise shown in the plans. When the total asphalt mix provided for leveling exceeds 50 pounds per square yard, the mix shall be placed in two or more layers, with the average spread of any layer not to exceed 50 pounds per square yard. When Type S-III Asphaltic Concrete is used for leveling, the average spread of a layer shall not be less than 50 lbs per square yard nor more than 75 pounds per square yard. The quantity of mix for leveling shown in the plans represents the av-erage for the entire project; however, the rate of application may vary throughout the project. When leveling in connection with base widening, all the leveling mix must be placed prior to the widening operation. When a leveling course is specified to be placed over cracked concrete pavement (including existing concrete pavement cov-ered with an asphaltic surface), the first layer of leveling shall be placed as soon as possible but no later than 48 hours after cracking the concrete. The remainder of the leveling course shall be placed in the normal sequence of operations. Where a leveling course is to be placed over existing concrete pavement or bridge decks, the excess joint filler in the cracks and joints shall be trimmed flush with the surface prior to placing the first layer of the leveling course.

10. For each paving or leveling train in operation, furnish a separate set of rollers, with

their operators. The following equipment, sequence and coverage are only sug-gested for use based on past successful performance. Utilizing whatever equipment selected, the sequence and coverage of rolling shall meet the minimum density re-quirements specified:

a. Seal rolling by using tandem steel rollers weighing 5 to 12 tons, following as

close behind the spreaders as is possible without pick-up, undue displacement or blistering of the material.

b. Rolling with self-propelled pneumatic-tired rollers, following as close behind the

seal rolling as the mix will permit. The roller shall cover every portion of the surface with at least five passes.

c. Final rolling with the 8- to 12-ton tandem steel rollers, to be done after the seal

rolling and pneumatic-tired rolling have been completed, but before the internal pavement temperature has dropped below 175°F.

11. The initial rolling shall be longitudinal. Where the lane being placed is adjacent to a

previously placed lane, the center joint shall be pinched or rolled, prior to the rolling of the rest of the lane. After the rolling or pinching of the center joint, the rolling shall continue across the mat by overlapping each previous roller path by at least one-half the width of the roller wheel. The motion of the roller shall be slow enough to avoid displacement of the mixture, and any displacement shall be corrected at once by the use of rakes, and the addition of fresh mixture if required. Final rolling shall be


60060986 - March 24, 2010

continued until all roller marks are eliminated. Rolling with the self-propelled, pneu-matic-tired rollers shall proceed at a speed of 6 to 10 miles per hour, and the area covered by each roller shall not be more than 4,000 square yards per hour, except that for Type S Asphaltic Concrete, this maximum rate of coverage shall be 3,000 square yards per hour.

a. A sufficient number of self-propelled pneumatic-tired rollers shall be used such

that the rolling of the surface for the required number of passes will not delay any other phase of the laying operation nor result in excessive cooling of the mixture before the rolling is complete. In the event that the rolling falls behind, the laying operation shall be discontinued until the rolling operations are sufficiently caught up.

b. Areas which are inaccessible to a roller (such as areas adjacent to curbs,

headers, gutters, bridges, manholes, etc.) shall be compacted by the use of hand tamps or other satisfactory means.

c. Self-propelled pneumatic-tired rollers shall be used for the rolling of all

patching and leveling courses. Where the initial leveling course is placed over broken concrete pavement, the pneumatic-tired roller shall weigh at least 15 tons. For Type S-III Asphaltic Concrete leveling courses, the use of a steel-wheel roller, to supplement the traffic rollers, will be required. On other leveling courses, the use of a steel-wheeled roller will be required on all passes after the first.

d. The rollers shall not be allowed to deposit gasoline, oil or grease onto the

pavement, and any areas damaged by such deposits shall be removed and replaced. While rolling is in progress, the surface shall be tested continuously and all discrepancies corrected to comply with the surface requirements. All drippings, fat or lean areas and defective construction of any description shall be removed and replaced. Depressions which develop before the completion of the rolling shall be remedied by loosening the mixture and adding new mixture to bring the depressions to a true surface. Should any depression remain after the final compaction has been obtained, the full depth of the mixture shall be removed and replaced with sufficient new mixture to form a true and even surface. All high spots, high joints and honeycomb shall be corrected. Any mixture remaining unbonded after rolling shall be removed and replaced. Any mixture which becomes loose or broken, mixed or coated with dirt or in any way defective, prior to laying the wearing course shall be removed and replaced with fresh mixture which shall be immediately be compacted to conform with the surrounding area. Areas of defective surface may be repaired by the use of indirect heat. No method of repair involving open-flame heaters shall be used.

12. Shoulder pavements wider than 5-1/2 feet shall be compacted by the use of

equipment of the type required for other asphaltic concrete pavements. Compaction of asphaltic concrete 5-1/2 feet or less in width, shall be done by the use of tandem steel rollers not exceeding 12 tons in weight. Other compaction in such restricted widths shall be by the use of rubber-tired equipment.

14. The density of a completed course shall be at least 94% of the laboratory density. 15. Placing of the mixture shall be as continuous as possible and the roller shall not pass

over the unprotected end of the freshly laid mixture except when the laying operation


60060986 - March 24, 2010

is to be discontinued long enough to permit the mixture to become chilled. When the laying operation is thus interrupted, a transverse joint shall be constructed by cutting back on the previous run to expose the full depth of the mat.

16. Where only a portion of the width of pavement is to be laid and opened to traffic,

longitudinal joints shall be formed by rolling the exposed edge of the strip first laid. When the adjacent strip is constructed, the Engineer may require the edge of the mixture in place to be trimmed back to expose an unsealed or granular vertical surface. Where the strip first laid is closed to traffic, the edge shall not be sealed but shall be left vertical and the adjacent strip placed against it without trimming.

17. When fresh mixture is laid against the exposed edges of joints (trimmed or formed as

provided above), it shall be placed in close contact with the exposed edge so that an even, well-compacted joint will be produced after rolling.

18. The finished surface shall be of uniform texture and compaction and shall be smooth.

The surface shall have no pulled, torn, or loosened portions and shall be free of segregation, sand streaks, sand spots, or ripples. Any area of the surface which does not meet the foregoing requirements shall be corrected.

19. All pavements (both intermediate and final courses), intersections, acceleration

lanes, deceleration lanes, tapers, crossovers, transitions at beginning and end of project, and similar areas shall be tested with a straightedge for surface tolerance. Any individual surface irregularity in these areas in excess of 3/16-inch as determined by a 15-foot straightedge shall be corrected and retested. Provide a 15-foot manual straightedge at the job site at all times during the paving operation for checking joints and surface irregularities.

20. If the Owner elects to waive corrections, the appropriate pay quantity for Asphaltic

Concrete shall be reduced by the equivalent quantity of materials which would have been removed and replaced if the correction had been made.

a. Where the pay quantity is in square yards, the reduction is based on the area

which would have been removed multiplied by the ratio of the layer thickness to the total thickness of the type of mix specified.

b. Where the pay quantity is in tons, the reduction is based on the volume which

would have been removed (length x lane width x layer thickness) multiplied by the laboratory density for the mix.

c. Where the project is a lump sum pay quantity based on amount completed, the

appropriate reduction in percent complete shall be calculated based on the total amount of paving.

21. Select one of the following correction methods unless overlaying is prohibited.

a. Removing and Replacing: If correction is made by removing and replacing the pavement, the removal must be for the full depth of the course and extend at least 50 feet on either side of the defective area, for the full width of the paving lane.

b. Overlaying: If correction is made by overlaying, the overlaying shall cover the

length of the defective area and taper uniformly to a featheredge thickness at a minimum distance of 50 feet on either side of the defective area. The overlay


60060986 - March 24, 2010

shall extend full width of the roadway. Care shall be taken to maintain the specified cross and lengthwise slopes.

22. All corrective work, either by removing and replacing or by overlaying, including the

bituminous material, shall be provided at no additional cost to the Owner. 23. Sections of newly compacted asphaltic concrete which are to be covered by

additional courses shall be kept clean until the successive course is laid. 24. Blade graders operating adjacent to the pavement during shoulder construction shall

have a 2-inch by 8-inch (or larger) board (or other attachment providing essentially the same results) attached to their blades in such manner that it extends below the blade edge, in order to protect the pavement surface from damage by the grader blade.

25. Vehicular traffic shall not be permitted on any pavement which has not hardened

sufficiently to prevent rutting or other distortion. 26. The specified thickness and density is the minimum to be supplied and any

deficiency(s) shall be corrected either by replacing the full thickness for a length extending at least 50 feet from each end of the deficient area, or (when permitted by the Owner) by overlaying with a minimum thickness of 75% of the specified thickness.

B. Asphalt Base Courses

1. General: The construction requirements for asphalt base course construction shall be as specified in this section with the following modifications and specific require-ments.

2. Tacking Between Layers: A tack coat shall be placed between each successive

layer of base material. 3. Placing the Mixture:

a. Spreading and Finishing: The base course material shall be placed with a mechanical spreading and finishing machine meeting the requirements of this section.

b. Automatic Screed Control: For all machine-laid courses, the paver shall be

equipped with automatic screed control of the ski or traveling string line type. The automatic joint matcher shall be used on the top course of the base after the first pass with the paving machine.

c. Thickness of Layers: Unless otherwise shown, the maximum compacted

thickness of any layer of asphalt base course shall be 3 inches.]

C. Saw-Cutting

Where existing pavement is to be removed, except brick, saw-cut the surface leaving a uniform and straight edge with minimum disturbance to the remaining adjacent surface.


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D. Settlement of Pavement

All settlement of pavement repairs occurring within a period of one year after final acceptance of the project by the Owner shall be repaired or replaced as required by and at no cost to the Owner.

E. Testing

1. Unless otherwise stipulated on the plans, the following tests will be made by an independent testing laboratory.

a. Extraction of the asphaltic concrete and sieve analysis of the aggregate. b. Determination of bitumen content of the asphaltic concrete. c. Core borings (approximately every 200 feet) to determine thickness and

density. d. Marshall stability.

F. Repairs

Repair holes made to test the finished asphalt.

END OF SECTION

PORTLAND CEMENT CONCRETE PAVING 321313-1 60060986 - March 24, 2010

SECTION 321313 PORTLAND CEMENT CONCRETE PAVING

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation of unreinforced portland cement concrete pavement, aggregate base course, and herbicide.


1. Concrete Joints, Water Stops, and Sealants: 031510.



4. Concrete Curbs, Gutters, and Sidewalks: 321613.

C. Submittals

Submit six copies of a report from a testing laboratory verifying that aggregate material contains less than 1% asbestos by weight or volume and conforms to the specified gradations or characteristics.


1. The OWNERS representative will test for compaction as described in Section 312300.

2. Compaction tests will be performed for each lift or layer.

3. Determine laboratory moisture-density relations of soils by ASTM D698.

4. Determine the relative density of cohesionless soils by ASTM D4253 and D4254.

5. Sample backfill materials by ASTM D75.

6. "Relative compaction" is the ratio, expressed as a percentage, of the inplace dry density to the laboratory maximum dry density.

7. Compaction shall be deemed to comply with the specifications when no test falls below the specified relative compaction. The Contractor shall pay the costs of any retesting of work not conforming to the specifications.

PART 2 - MATERIALS

A. Concrete

Concrete shall be Class B per Section 033000.


B. Joint Sealant

See Section 031510.

C. Aggregate Base Course

Aggregate base shall be FDOT No. 57 coarse aggregate.

PART 3 - EXECUTION

A. Preparation of Subgrade

1. Excavate and shape subgrade to line, grade, and cross section shown in the drawings. The subgrade shall be considered to extend over the full width of the base course.

2. Remove soft material disclosed by the subgrade preparation, replace with structural backfill material per Section 312300 and recompact.

3. Compact the top 12 inches of subgrade to 90% relative compaction.

4. The finished subgrade shall be within a tolerance of ±0.08 of a foot of the grade and cross-section shown and shall be smooth and free from irregularities and at the specified relative compaction.

B. Installing Wood Headers

Provide wood header at edges of paving except where paving is adjacent to concrete slabs, gutters, walks, existing paving, or structures.

C. Placing Aggregate Base Course

Place aggregate base course of No. 57 mixed into structural material and placed at a thickness of 6 inches, unless shown otherwise in the drawings. Compact to 95% relative compaction.

D. Compaction of Aggregate Base and Leveling Courses

Compaction and rolling shall begin at the outer edges of the surfacing and continue toward the center. Apply water uniformly throughout the material to provide moisture for obtaining the specified compaction. Compact each layer to the specified relative compaction before placing the next layer.

E. Placing and Installing Concrete Paving

1. Producing, hauling, placing and installing, compacting, curing, and finishing of concrete paving shall conform to FDOT Specifications.

2. Place concrete paving to a minimum thickness of 8 inches, unless otherwise shown in the drawings.


3. Construct to line and grade shown. Finished pavement shall present a uniform appearance for both grade and alignment. Remove any section of pavement showing abrupt changes in alignment or grade.

4. Place, process, finish, and cure concrete in conformance with Section 033000.

5. Place preformed asphaltic expansion joints at pavement perimeters, curbs, and around posts, poles, or other objects protruding through the pavement.

6. Provide contraction joints at 12 foot spacing in both directions. These joints shall be weakened plane joints 3/16 inch wide by 1/4 of the slab thickness deep with a minimum depth of 1-1/2 inches. They shall be straight, at right angles to the pavement surface, and to each other where possible. Joint lines shall terminate only at pavement edges or expansion joints. Panels defined by contraction joints shall not exceed a length-to-width ratio of 1.5 to 1.

7. Broom the surface with a fine-hair broom or machine equivalent.

8. Remove and replace defective concrete.

F. Surface Tolerance

1. Finished grade shall not deviate more than 0.02 foot in elevation from the grade indicated in the drawings. Slopes shall not vary more than 1/4 inch in 10 feet from the slopes shown in the drawings.

2. After paving has been installed and compacted, spray water over the entire paved area. Correct any areas where water collects and does not drain away.

END OF SECTION

CONCRETE CURBS, GUTTERS, AND SIDEWALKS 321613-1 60060986 - March 24, 2010

SECTION 321613 CONCRETE CURBS, GUTTERS, AND SIDEWALKS

PART 1 - GENERAL

A. Description

This section includes materials and installation of concrete curbs, gutters, and sidewalks.


1. Concrete Formwork: 031110.

2. Concrete Joints, Water Stops, and Sealants: 031510.

3. Concrete Reinforcement: 032100.


5. Concrete Finishing and Curing: 033500.


C. Submittals


2. Submit six copies of a report from a testing laboratory verifying that crushed rock and aggregate material contains less than 1% asbestos by weight or volume and conforms to the specified gradations or characteristics.


1. The City will test for compaction as described below.

2. Determine the density of soil in place by the sand cone method, ASTM D 1556 or by nuclear methods, ASTM D 2922 or D 3017. Compaction tests will be performed for each lift or layer.

3. Determine laboratory moisture-density relations of soils by ASTM D 1557.

4. Determine the relative density of cohesionless soils by ASTM D 4253 and D 4254.

5. Sample backfill materials by ASTM D 75.

6. "Relative compaction" is the ratio, expressed as a percentage, of the inplace dry density to the laboratory maximum dry density.

7. The Contractor shall pay the costs of any retesting of work not conforming to the specifications.


E. Standard Specifications

Wherever reference is made in this section to the State Specifications, such reference shall be understood to mean the Florida Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition.

PART 2 - MATERIALS

A. Forms

1. Forms shall conform to the requirements of Section 031110. Provide stakes and bracing materials to hold forms securely in place.

2. Materials for sidewalk forms shall be 2-inch dressed lumber straight and free from defects, or standard metal forms. Where short-radius forms are required, 1-inch dressed lumber or plywood may be used. Provide stakes and bracing materials to hold forms securely in place.

B. Expansion Joint Filler

Expansion joint filler shall be 1/2 inch thick for curbs and 1/4 inch thick for sidewalks and shall conform to premolded joint filler in Section 031510.

C. Concrete

Concrete shall be per Section 033000, Class I per Section 345 in the Florida State Specifications.

D. Reinforcing Steel

Conform to Section 032100 415 in the Florida State Specifications.

E. Curing Compound

Curing compound shall be as specified in Section 033500.

F. Excavation and Backfill

Conform to Section 312300.

PART 3 - EXECUTION

A. Preparation of Subgrade

Excavate and shape subgrade to line, grade, and cross-section. Compact subgrade until the top 12 inches are compacted to 95% relative compaction. Remove all soft material disclosed by compacting and replace with crushed rock base. The finished subgrade shall be within a tolerance of ±0.08 of a foot of the grade and cross-section shown and shall be smooth and free from irregularities at the specified relative compaction. The subgrade shall be considered to extend over the full width of the base course.


B. Setting Forms

1. Conform to Section 031110.

2. Forms on the face of the curb shall not have any horizontal joints within 7 inches of the top of the curb. Brace forms to prevent change of shape of movement in any direction resulting from the weight of the concrete during placement. Construct short-radius curved forms to exact radius. Tops of forms shall not depart from gradeline more than 1/8 inch when checked with a 10-foot straightedge. Alignment of straight sections shall not vary more than 1/8 inch in 10 feet.

C. Curb Construction

1. Construct curbs to line and grade shown. Curbs shall conform to the details shown.

D. Sidewalk Construction

1. Sidewalks shall be 4 inches thick in walk areas and 6 inches thick in driveway areas, unless otherwise shown in the drawings. Walks shall slope 1/4 inch per foot away from structures, unless otherwise shown in the drawings.

2. At locations where the new sidewalk is to abut existing concrete, saw concrete for a depth of 2 inches, chip the old concrete down to sound material and a plane surface, clean the surface, and apply a neat cement paste just prior to pouring the new sidewalk.

3. Place preformed asphalt expansion joints at intervals not exceeding 45 feet or less than 15 feet, where the sidewalk ends at a curb, and around posts, poles, or other objects protruding through the sidewalk. Place expansion joints between sidewalks and buildings or other structures.

4. Place preformed asphalt expansion joint material between back of curbs and sidewalks.

5. Provide contraction joints transversely to the walks at locations opposite the contraction joints in the curb and at intervals along the sidewalk such that the distance between contraction joints does not exceed 1.5 times the sidewalk width. These joints shall be 3/16 inch by one-fourth of the slab thickness weakened plane joints. They shall be straight and at right angles to the surface of the walk.

6. Place, process, finish, and cure concrete in conformance with Section 033000.

7. Broom the surface with a fine-hair broom at right angles to the length of the walk and tool at all edges, joints, and markings. Mark the walks transversely at 5-foot intervals with a jointing tool. Upon completion of the finishing, apply a curing compound to exposed surfaces. Protect the sidewalk from damage.

8. Finished sidewalk shall present a uniform appearance for both grade and alignment. Remove any section of sidewalk showing abrupt changes in alignment or grade or that is more than 2 inches away from its location as shown in the drawings and construct new sidewalk in its place at no additional cost to the Owner.

END OF SECTION

THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS 321723-1

60060986 - March 24, 2010

SECTION 321723 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS PART 1 - GENERAL A. Description

1. This section includes materials, testing and installation of traffic stripes and markings including reflective materials and markers, edge stripes and traffic guides.

2. The thermoplastic compound shall be extruded or sprayed onto the pavement

surface in a molten state by mechanical means, with surface application of glass spheres, when required, and upon cooling to ambient pavement temperature shall produce an adherent pavement marking of specified thickness and width and capable of resisting deformation.

Preformed materials which are directly applied to the pavement will be permitted as an alternate to the extruded or sprayed application technique for pavement messages and transverse markings only.

3. The color of the compound shall be black, white or yellow, as specified in the plans. 4. Also included in this section are reflective pavement markers (RPM).

B. Submittals

Submit certificates to the Owner, from the manufacturer or a testing laboratory (acceptable to the Owner) showing that the materials, gradation and testing conforms with the require-ments of these specifications.

C. Standards

These specifications generally conform to the FDOT Roadway and Traffic Design Standards, Federal Standards as modified herein.

PART 2 - PRODUCTS A. Thermoplastic Compound

1. Composition:

a. The compound shall consist of a mixture of appropriate organic binders (20 percent by weight minimum), titanium dioxide (8 percent by weight minimum), black pigment, or yellow pigment, reflective glass spheres (20 percent by weight minimum), and calcium carbonate or other suitable filler.

b. Upon application, the pigment, spheres and filler shall be well dispersed in the

resin. The material shall be free from skins, dirt, and foreign objects and shall be of such composition that it will not bleed, stain, or discolor when applied to bituminous pavements.

2. Physical Requirements:


60060986 - March 24, 2010 (SA321723 - THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT

MARKINGS.docx)

a. Color: The white compound shall be pure white and free from dirt or tint. As

demonstrated by a standard color difference meter, such as the Gardner Color Difference Meter, manufactured by Gardner Laboratories, Inc., Bethesda, Maryland, the material shall not show percent deviations from a magnesium oxide standard that are greater than the following:

Magnesium Oxide Scale Definition Standard Sample Rd Reflectance 100 70 min. Redness-Greeness 0 minus 5 to plus 5 Yellowness-Blueness 0 minus 10 to plus 10

1) The color of the yellow compound shall visually match that of color chips prepared from Code T-2, FDOT Standard yellow traffic paint, using a pig-ment composition of :

medium chrome yellow 25% calcium carbonate 50% magnesium silicate 25% The visual comparison shall be made under natural daytime light, north

facing. In the event of questionable visual matches the color of the material shall be determined by Federal Test Method Standard 141, Method 4252 and shall fall within these limits:

Reflectance 49% to 66% Chromaticity coordinates, x, y shall fall in an area bounded by these

coordinates: x 0.476 0.493 0.516 0.498 y 0.455 0.467 0.444 0.433 2) The color of the black compound shall visually match that of color chips

prepared from Code T-3, FDOT Standard black traffic paint.

b. Color Retention: Retention of the initial color shall be determined by the following procedure: Specimens shall be prepared and tested from samples submitted in accordance with ASTM D 795-65T. The ultraviolet light source shall be as specified in the test procedure, or may be a General Electric 275-watt sun lamp Type RS, with a built-in reflector. After 100 hours of exposure the test specimens shall show no perceptible color change (as indicated by comparison with an unexposed specimen).

c. Water Absorption: The compound shall have no more than 0.5 percent, by

weight, of retained water, when tested in accordance with ASTM D 570. d. Softening Point: The compound shall have a softening point of not less than

90°C, as determined by ASTM E 28.


60060986 - March 24, 2010

e. Low Temperature Stress Resistance: Test block samples shall not crack or fail to adhere to the substrate when tested as follows:

1) A sample coated with not less than 32 square inches of the compound

shall be immersed in cold water for one hour, then immediately placed in a freezer chest or other insulated cold compartment and maintained at a temperature of minus 10°C for 24 hours. After 24 hours the sample shall be removed from the cold compartment and allowed to come to normal room temperature. The compound shall shown no cracking or flaking off when examined following the exposure cycle.

2) Test block samples shall show no evidence of fracture when subjected to

an impact of 64 inch pounds at -10°C.

f. Reheating: The compound shall not break down or deteriorate if held at the plastic temperature for a period of four hours, or by reason of four reheatings to the plastic temperature.

1) The temperature vs. viscosity characteristics of the plastic compound

shall remain constant through up to four reheatings, and shall be the same from batch to batch.

g. Safety: In the plastic state, the material shall not give off fumes which are toxic

or otherwise injurious to persons or property. h. Specific Gravity: The specific gravity of the compound as determined by the

water-displacement method, at 25°C, shall be between 1.9 and 2.5 (referred to water at 25°C).

i. Drying Time: When at 70°F (21°C) in a thickness of between 0.125 inch (3.2

mm) and 0.188 inch (4.8 mm), the compound shall be completely solid and show no effect of tracking after 15 minutes.

j. Indentation Resistance: Hardness shall be measured by a Shore Durometer,

Type A2, as described in ASTM D 2240, except that the durometer and the panel shall be at least 25°C, and a two kilogram load applied. After 15 seconds, the reading shall be not less than 65.

k. Abrasion Resistance: The material shall not show a loss greater than 0.5

grams when subjected to 200 revolutions on a Taber Abraser at 25°C, using H-22 calibrase wheels, weighted to 500 grams. The wearing surface should be kept wet with distilled water throughout the test. The panel for this test shall be prepared by forming a representative lot of material at a thickness of 0.125 inches on a 4-inch square monel panel (thickness 0.050 + 0.0001 inch) on which a suitable primer has been previously applied.

1) Infrared Spectra:

a) The color of the black compound shall visually match that of color chips prepared from Code T-3, FDOT Standard black traffic paint.

b) Infrared spectra of the extracted-binder shall be a "fingerprint"

match of the standard curves to be found on file at the FDOT Central laboratory.



MARKINGS.docx)

B. Sealing Primer

The particular type and the proportions used shall be as recommended by the manufacturer of the thermoplastic compound.

C. Glass Spheres

1. General:

a. Glass spheres shall provide a reflective surface that creates night visibility of the painted stripes and markings without altering day visibility of the stripes and markings.

b. The reflective glass spheres premixed in the compound and used for surface

application shall be of a composition designed to be highly resistant to traffic wear and to the effects of weathering.

2. Moisture Resistance:

a. The spheres shall pass the following moisture-resistance test:

1) Place a 300-gram portion of the air-dry sample in a 250-ml. Erlenmeyer flask; add 5 drops of water from a pipette calibrated to produce 20 drops per ml. (+ 1 drop); stopper the flask immediately and shake the flask and its contents vigorously for at least one minute. Remove the stopper and connect the flask mouth-to-mouth to another air-dry flask of the same size in hour-glass fashion, by means of stoppers joined by a short glass tube having an inside diameter of 1/4-inch; invert the assembly and observe the flow qualities of the beads. The beads shall then flow continuously into the lower flask until the upper flask is emptied. The flask may be gently tapped to initially start the flow of beads, after which the beads shall flow continuously without further agitation. If, after three trials, the beads fail to flow continuously, the sample shall be reported as failing the moisture-resistance test. A small quantity of beads sticking to the sides of the flask shall not be cause for rejection.

3. Physical Requirements:

a. The spheres shall contain not less than 75 percent spherical particles overall, and not less than 70 percent spherical particles on any sieve, when tested in accordance with ASTM D 1155. The quantity of sharp angular particles shall not exceed one percent. Particles showing milkiness, scoring or scratching shall not exceed two percent, and foreign matter shall not exceed one percent.


60060986 - March 24, 2010

4. Gradation:

a. Type I (Drop-on Type): Type I spheres shall meet the following gradation requirements, when tested in

accordance with ASTM D 1214 "Method of Test for Sieve Analysis of Glass Spheres".

U.S. Standard SievePercent Passing No. 40 90-100 No. 50 25-50 No. 80 0-5 No. 100 0-2 b. Type II (Premixed with Pigmented Binder): Type II spheres shall meet the following requirements for gradation (U.S.

Standard Sieve): Passing Retained Percent No. 60 No. 60 0-1 No. 80 No. 80 10-15 No. 200 No. 200 0-10

5. Index of Refraction (Both Types): The spheres, when tested by the liquid immersion method, at 25°C shall show an index of refraction within the range of 1.50 to 1.65. The spheres shall not show any tendency toward decomposition, including surface etching, when exposed to atmospheric condition, moisture, dilute acids, alkalies or paint film constituents. The spheres shall be crystal in color, and free from all surface film. They shall be corrected to prevent their imparting any noticeable day-time hue to the paint film.

D. Properties of Finished Stripping and Marking Installation

1. The stripe shall not be slippery when wet. 2. The compound shall not lift from the pavement in freezing weather. 3. The compound shall not deteriorate by contact with sodium chloride, calcium chloride

or oil drippings from traffic. 4. After application and proper drying time the stripe shall show no appreciable

deformation or discoloration under traffic and under road temperatures up to 140°F, (60°C).

5. The stripe or marking shall maintain its original dimensions and placement. The

exposed surface shall be free from tack. Cold ductility of the material shall be such as to permit normal movement with the road surface without chipping or cracking.

E. Reflective Pavement Markers

1. Description:



MARKINGS.docx)

a. Types:

1) Type 1 Markers shall have amber bi-directional reflective faces. 2) Type 2 Markers shall have bi-directional reflective faces. One face shall

be colorless and the other face shall be colored red. 3) Type 3 Markers shall have bi-directional reflective faces. One face shall

be colored red and the other face shall be colored amber. 4) Type 4 Markers shall have an amber mono-directional reflective face. 5) Type 5 Markers shall have a colorless mono-directional reflective face.

b. Class:

1) Class A Markers shall meet the specific intensity requirements as herein specified, except that the reflective face treatment is not required.

2) Class B Markers shall meet the specific intensity requirements as herein

specified including reflective face treatment.

2. Materials:

a. General:

1) The marker shall consist of a molded methyl methacrylate or an acrylonitrile butadine styrene (ABS) shell filled with a mixture of an inert thermostating compound and filler material.

2) Methyl methacrylate shall conform to the requirements of Federal

Specification L-P380C, Type 1, Class 3. 3) The marker shall have a maximum width of 5 inches and a maximum

height of 0.75 inch. The minimum area of each reflective face shall be 3.25 square inches. The outer surface shall be smooth and all corners and edges exposed to traffic shall be rounded. The base shall be substantially free of glass or substances that may reduce their bond to adhesive.

b. Strength Requirements:

1) Marker Strength:

a) The marker shall support a load of 2,000 pounds when centered over the open end of a vertically positioned hollow metal cylinder. The cylinder shall be 1-inch high, with an internal diameter of 3 inches and a wall thickness of 0.25 inch. The load shall be slowly applied to the top of the marker through a 1-inch diameter by 1-inch high metal plug centered on top of the marker.

b) Failure shall constitute either breakage or significant deformation of

the marker at any load less than or equal to 2,000 pounds. Should


60060986 - March 24, 2010

the marker fail the strength test, four additional markers shall be tested and the failure of anyone of the four markers shall be cause for the rejection of the entire lot or shipment.

2) Reflective Face Strength:

a) The Reflective Face Strength Tests shall only be applied to Class B Markers. The red reflective face of Type 2 and Type 3, Class B Marker shall not be subjected to this test.

b) The marker shall be placed in a convection oven at 130°F for one

hour. While at the elevated temperature, the face shall be impacted by a 0.2 pound dart fitted with a 0.25-inch radius spherical head falling perpendicularly onto the surface from a height of 6 inches.

c) The impact area shall exhibit only concentric cracks. Failure shall

constitute any radial cracks along the area. Should the marker fail, four additional markers shall be tested. The failure of any one of the four markers shall be cause for rejection of the entire lot.

c. Optical Requirements:

1) Definitions:

a) Horizontal entrance angle: The angle in the horizontal plane between the direction of incident light and the normal to the leading edge of the marker.

b) Observation angle: The angle at the reflector between the

observer's line of sight and the direction of the light incident on the reflector.

c) Specific intensity: Candlepower of the returned light at the chosen

observation and entrance angles for each foot-candle of illu-mination at the reflector on a plane perpendicular to the incident light.

2) Specific Intensity:

a) The specific intensity of each colorless reflective face of the marker at 0.2 degree observation angle shall not be less than the following when (1) the incident light is parallel to the base of the marker, (2) the reflective face has been subjected to the optical testing procedure specified in herein.

Horizontal Entrance Angle Specific Intensity 0 Degree 3.0 20 Degree 1.2

b) The specific intensity of amber reflective faces shall be equal to or greater than 60 percent of the value for colorless faces.



MARKINGS.docx)

c) The specific intensity of red reflective faces shall be equal to or greater than 20 percent of the value for colorless faces.

3) Optical Testing Procedure:

a) The markers to be tested shall be located with the center of the reflecting face at a distance of five feet from a uniformly bright source having an effective diameter of 0.2 inch.

b) The photocell width shall be 0.5 inch. It shall be shielded to

eliminate stray light. The distance from light source center to the photocell center shall be 0.21 inch. It a test distance other than five feet is used, the source and receiver dimensions and the distance between source and receiver shall be modified in the same proportion as the test distance.

c) A random sample of five markers will constitute a representative

sample for a lot. If more than one marker fails the initial test, a new sample (five markers) may be tested. Failure of more than one marker in the retest shall be cause for rejection of the entire lot.

d) Reflective Face Treatment for Class B Markers: The reflective

face of Class B Markers shall be prepared in accordance with the following procedure prior to measuring the specific intensity:

(1) A pad 1-inch in diameter shall be formed from No. 3 coarse

steel wool which conforms to Federal Specification FF-W-1825. Place the steel wool on the reflective face. The entire reflective face shall be rubbed 100 times with an applied load of 50 pounds.

d. Adhesive: Thermoplastic or epoxy may be used for bonding the markers to the

pavement. The thermoplastic adhesive shall be the same compound which is used for thermoplastic pavement markings. Epoxy adhesive for pavement markers shall be certified by the manufacturer that testing of the adhesive has demonstrated that not more than two percent of markers installed with the adhesive will fail within one year of installation due only to the failure of the adhesive.

PART 3 - EXECUTION A. Equipment

1. The material shall be applied to the pavement utilizing either extrusions or spray

application equipment. 2. The application equipment shall be so constructed as to provide continuous mixing

and agitation of the material. Conveying parts of the equipment between the main material reservoir and the shaping die or gun shall be so constructed as to prevent accumulation and clogging. All parts of the equipment which come in contact with the material shall be so constructed as to be easily accessible and exposable for cleaning and maintenance. The equipment shall be constructed so that all mixing and conveying parts up to and including the shaping die or gun, maintain the material


60060986 - March 24, 2010

at the plastic temperature with heat transfer oil or electrical element controlled heat. Direct fire heat transfer will not be allowed.

3. The application equipment shall be so constructed as to insure continuous uniformity

in the dimensions of the stripe. The applicator shall provide a means for cleanly cutting off square stripe ends and shall provide a method of applying "skip" lines. The use of pans, aprons, or similar appliances which the die overruns will not be permitted under this specification. The equipment will be so constructed as to provide for varying widths to produce varying widths of traffic markings.

4. Glass spheres applied to the surface of the completed stripe shall be applied by an

automatic bead dispenser attached to the striping machine in such a manner that the beads are dispensed almost instantaneously upon the installed line. The glass sphere dispenser cut-off shall be synchronized with the automatic cut-off of the thermoplastic material.

5. Special kettle(s) shall be provided for melting and heating the thermoplastic material.

The kettle(s) shall be equipped with automatic thermostatic control devices in order to provide uniform temperature control and prevent overheating of the material. The applicator and kettle(s) must be so equipped and arranged as to satisfy the requirements of the National Fire Underwriters, the State of Florida, and local authorities.

6. Applications shall be mobile and maneuverable to the extent that straight lines can

be followed and normal curves can be made in a true arc. 7. The application equipment to be used on roadway installations shall consist of either

hand equipment or truck mounted units depending on the type of marking required. 8. The hand applicator equipment shall be insulated and shall have sufficient capacity

to hold 150 pounds of molten material and shall be sufficiently maneuverable to install crosswalks, lane, edge, and center lines; arrows and legends. The truck mounted unit for lane, edge, and center lines shall consist of a mobile self contained unit carrying its own material capable of operating at a minimum speed of five miles per hour while installing striping.

B. Application

1. Alignment:

a. Establish tack points at appropriate intervals for use in aligning stripes and set a stringline from such points.

2. Tolerances in Dimensions and in Alignment:

a. Dimensions:

1) Longitudinal Lines:

a) No stripe shall be less than the specified width. No stripe shall exceed the specified width by more than 1/2 inch.

b) The length of the 10-foot painted segment for skip stripe, and the

30-foot gap between segments, may each vary plus or minus one



MARKINGS.docx)

foot, except that over-tolerance and under-tolerance lengths shall approximately compensate.

2) Transverse markings, gore markings, arrows, and messages: When the

specified width of the markings cannot be made with a single pass and multiple passes are required, the width of the line may vary by plus or minus 1 inch.

b. Alignment: On tangents, and on curves up to one degree, the alignment of the

painted stripe shall not deviate from the stringline by more than 1 inch. On curves exceeding one degree the maximum permissible deviation will be 2 inches. In addition, the outer edge of the edge stripe shall fall uniformly at not less than two nor more than 4 inches from the edge of the pavement, and shall have no noticeable breaks or deviations in alignment or width.

c. Correction Rates: Any corrections of variations in the width or in the alignment

of the stripes shall not be made abruptly but the stripes shall be returned to the design width at the rate of at least ten feet for each 1/2-inch of correction, and returned to the stringline at the rate of at least 25 lineal feet per inch of correction.

3. Time of Application:

a. Painting shall be done only during daylight hours and shall be terminated in time to permit sufficient drying by sunset.

b. Placing of permanent pavement markings on newly constructed Friction

Course 2 (FC-2) shall not be accomplished prior to 30 calendar days after placement of the friction course. Temporary pavement striping shall be required during the interim period if the road is open to traffic.

4. Weather Limitations: No paint shall be applied when any moisture is present on the

surface to be painted or when the air temperature is below 40°F. Painting shall not be done when winds are sufficient to cause spray dust.

5. Preparation of Application Surface: The surface shall be cleaned, by compressed air

or other effective means, immediately before the placement of thermoplastic compound, and shall be clean and dry when the thermoplastic compound is applied. Any vegetation or loose soil shall be removed from the pavement before edge striping is begun.

6. Renewability: The material, when formed into traffic stripes or other markings must

be readily renewable by placing an overlay of new material directly over an old line or marking of compatible material. Such new material shall bond itself to the old material in such a manner that no splitting or separation takes place.

7. Sealing Primer: Sealing primer shall be sprayed on the road surface in a continuous

film prior to application of the compound. Spraying shall be done by use of conven-tional mobile spray equipment in accordance with the manufacturer's recommendations.

8. Application Temperature: This temperature shall be within the range specified by the

manufacturer of the thermoplastic compound being used.


60060986 - March 24, 2010

9. Weather Limitations: No marking shall be applied when any moisture is present on the surface or when the air temperature is below 40°F.

10. Thickness:

a. All pavement edge lines, gore, island and diagonal strip markings, bike lane symbols and messages, wherever located, shall have a minimum thickness of 0.060 inch at the edges and a maximum thickness of 0.120 inch at the center. A minimum average film thickness of 0.060 inch shall be maintained.

b. All lane lines, center lines, transverse markings (except shoulder markings)

and pavement markings within traffic wearing areas (such as dotted turning guide lines) shall have a minimum thickness of 0.90 inch at the edges and a maximum thickness of 0.188 inch at the center. A minimum average film thickness of 0.090 inch shall be maintained.

c. All thickness measurements shall be an average in any three foot length. d. The glass sphere top coating shall be applied by a type of glass sphere

dispenser or gun which will embed the spheres into the line surface to at least one-half their diameter. The glass sphere top coating shall not incur more than a 10 percent loss during the first 30 days of traffic exposure.

e. Longitudinal lines shall be offset at least 2 inches from construction joints of

Portland Cement Concrete Pavements.

11. Application Over Existing Skip Traffic Stripe: When being applied over existing stripes, each stripe shall end with a clean cut-off free of tapers and drips. A longi-tudinal tolerance of plus or minus 2 inches at the beginning and end of each stripe and a horizontal tolerance of plus or minus 1/2 inch will be allowed. Skip traffic stripes not applied in accordance with these requirements shall be corrected at no expense to the Owner.

12. Application of Spheres:

a. Reflective glass spheres shall be applied immediately behind the striping mechanism, at the rate of one pound of spheres for each 10 square feet of compound.

b. Reflective glass spheres shall be applied to all white and yellow stripes or

markings.



MARKINGS.docx)

c. To all thermoplastic bike lane symbols and longitudinal lines adjacent to or in a proposed bike lane, a mixture consisting of 50 percent glass spheres and 50 percent sharp silica sand shall be thoroughly pre-mixed and applied at a rate of two pounds for each ten square feet of thermoplastic surface.

1) The sharp silica sand shall meet the following gradation requirements:

U.S. Sieve Number Percent Passing 20 100 50 0-10

C. Protection of Newly Marked Pavement

1. Protection of Stripes: All new stripes, including edge stripes, shall be protected until the marking is sufficiently dry to permit vehicles to cross the stripe without damage from the tires.

2. Protection of Traffic: Warning signs shall be set up before the beginning of each

operation and extra signs shall be kept well ahead of the marking equipment. Warn-ing signs are to be placed only where operations are in progress and are to be relocated as often as is necessary.

3. Protective Devices: Erect adequate warning signs, provide a sufficient number or

flagmen, and take all necessary precautions for the protection of the wet paint and the safety of the public. Cones, rubber "Z" guards or similar protective devices shall be placed along the newly painted stripe to prevent traffic from crossing the wet paint. Any such devices used shall be of a type that will not cause damage to vehicular traffic in the event that these objects are accidentally passed over. All protective devices shall be removed not later than sunset to allow free movement of traffic at night if roadway is open to traffic.

4. Repair of Damaged Areas: Any portions of the stripes damaged by passing traffic or

from any other cause shall be remarked at no expense to the Owner.

D. Corrective Measures

1. All pavement markings which fail to meet the specifications, including the permissible tolerances and the appearance requirements, or are marred or damaged by traffic or from other causes, shall be corrected at no expense to the Owner.

2. Reflective Pavement Markers:

a. General: Placement of the markers shall be in accordance with the FDOT's Roadway and Traffic Design Standards unless otherwise specified or indicated in the plans.

b. Surface Preparation: The portion of the pavement surface or thermoplastic

marking to which the marker is attached by the adhesive shall be cleaned of dirt, curing compound, grease, oil, moisture, loose or unsound pavement and any other material which would adversely affect the adhesive.

c. The adhesive shall be spread on the bonding surface (not the marker) so that

100 percent of the bonding area of the marker will be covered. The adhesive application shall be of sufficient thickness so that when the marker is pressed


60060986 - March 24, 2010

into the adhesive, excess adhesive shall be forced out around the entire perimeter of the marker. All excessive adhesive shall be removed from in front of the reflective faces. If any adhesive or foreign matter adheres to the reflective face of the marker, the marker shall be replaced.

d. Replacement Requirements: In the event that more than two percent of the

markers fail in adhesion within the first 45 days under traffic, the Contractor shall replace all failed markers at his expense. If more than five percent of the markers fail in adhesion during the initial 45 day period, the replacement period shall be extended an additional 45 days from the date that all replacement markers have been installed. If, at the end of the additional 45 day period, more than two percent of all markers (initial installation and 45 day replacements combined) fail in adhesion, the Contractor shall replace all failed markers at his expense.

3. Whenever it is necessary to remove material it shall be done by means which will not

damage the underlying surface of the pavement.

END OF SECTION

LANDSCAPE IRRIGATION SYSTEM 328420-1 60060986 - March 24, 2010

SECTION 328420 LANDSCAPE IRRIGATION SYSTEM

PART 1 - GENERAL

A. Description

Under this item the Contractor shall furnish and install all materials and equipment for an automatic irrigation system in accordance with these plans and specifications. The Contractor shall provide all labor, material, construction equipment and technical supervision which may be required to produce an operational system.

The automatic irrigation system shall consist of underground piping and sprinkler equipment to insure complete coverage of the areas as shown on the irrigation plan. Gate valves shall be incorporated in the system as shown on the plans to shut off certain portions of the system while allowing operation of the remaining sprinkler outlets.


1. Tree and Plant Protection: 020101.


3. Landscape Planting: 329010.


C. Description of the System

1. Drawings are essentially diagrammatic. Size and location of equipment and fixtures are drawn to scale wherever possible.

2. Provide offsets in piping and changes in equipment locations to conform with structures and to avoid obstructions or conflicts with other work.

3. Do not exceed irrigation head spacing as shown in the drawings.

4. Electrical work shall comply with the NEC.

D. Staking and Layout

1. It is to be recognized, due to the artistic nature of landscape planting design and construction that the landscape planting as constructed may differ slightly from the plans drawn for construction of the irrigation system. The Contractor shall be prepared to adjust installation of the irrigation system so that it will properly irrigate planted features constructed in accordance with the evident intent of the irrigation plans, as interpreted by the Landscape Architect.

2. The Contractor shall stake the location on the ground of all irrigation equipment to be installed. In staking the locations of the sprinkler outlets, he shall adjust the staking as required to best irrigate the area being developed and shall strive to maintain a uniform spacing between the various outlets. This spacing may vary


according to manufactures recommendations where adjustment of spacing is required to fit the landscape development as constructed. Routing of the pipe shall be in accordance with the irrigation piping plan except that the Landscape Architect reserves the right to change the routing of pipe from that shown on the plan and to change the depth of trench and cover over the top of pipe in case of rock or other obstacle. In no event shall field changes of this nature affect the overall cost of the project except where these changes may alter the quantity of materials to be provided according to the plan. The Contractor may adjust the location of any pipeline to avoid ledge rock, stumps or other obstacles, provided that such adjustment does not increase the quantity of pipe required and is not in conflict with the evident intent of the plan.

3. See irrigation plan for connections to water source, pipe sizes and location, heads and valves. Time clock(s)/ controller(s) shall be located at the direction of the Landscape Architect.

4. The Irrigation Contractor shall carefully review bed and paving cut-out locations, walks, roads, property lines and other site features and install his work according to the intent of the irrigation plan. Should heads and/or lines or other system components be improperly located they shall be properly relocated at the contractors expense.

E. Submittals


2. Submit schedule including coordination of electrical and water connections and the placement of materials and equipment.

3. Submit material list using the following format (double spaced between each item):

Item No.

Description

Manufacturer

Model No.

1. Pressure supply lines Lasco Schedule 40

2. Lawn head Rain-bird #171-D-HP

Etc. Etc. Etc. Etc.

4. Submit shop drawings of fabricated components and installations.


F. Definitions

1. The following definitions are in addition to, supplement, and/or complement these set forth elsewhere in these specifications, wherever the following terms, or pronouns in place of them, are used in these specifications, their intent and meanings shall be interpreted as follows:

SW: Solvent weld PVC pipe and/or fittings.

RG: Rubber gasketed or O-ring PVC pipe and/or fittings.

QCV: Quick coupler valve, as specified.

HB: Hose bibb, as specified.

2. SLEEVE: A conduit for encompassing other pipes, wires, cables, etc. with the purpose of presenting ease of access and/or replacement of such pipes, wires, cables, etc. within otherwise difficult to access areas.

G. Operation and Maintenance Manuals

Provide installation, operation, and maintenance manuals from manufacturers and suppliers. See Section 019310.

H. Record Drawings

1. The Contractor shall maintain at all times an up-to-date record plan of the irrigation system as built. The plan shall indicate the location and measurements, to the nearest foot, of all mainline pipe installed, including all automatic and gate valves; splice boxes; main line tees, elbows and fittings; pulse and common control wire routings; equipment locations; sleeve locations; and, the contractor shall make such modifications to any notes and/or details as appropriate to show the final installed condition of the overall system. The record plan shall be drawn on a copy of an original plan, drawn in black ink at the scale of the original plan as bid. A copy shall be available on the site for inspection at all times.

2. The Contractor shall submit one (1) print of the record plan to the Landscape Architect for his review simultaneously with each draw request as the project progresses. Such submissions shall be complete through the current work for which payment is requested.

3. At least ten days prior to scheduled date of the final inspection of the completed irrigation system the Contractor shall submit to the Landscape Architect, for his approval, a complete and correct copy of the record plan and three (3) copies of manufacturer's maintenance and operating instructions for all valves, sprinklers and other equipment installed.


4. Dimension from two permanent points of reference (buildings, monuments, sidewalks, curbs, pavements, etc.) the items listed below. Locations shown on record drawings shall be kept day to day as the project is being installed. Dimensions noted in drawings shall be at least 1/8 inch in height.

a. Point of connection.

b. Routing of irrigation pressure lines (dimension maximum 100 feet along routing).

c. Gate valves.

d. Irrigation control valves.

e. Quick coupling valves.

f. Routing of control wires.

g. Other related equipment.

5. Maintain record drawings onsite at all times.

I. Controller Charts

1. Record drawings will be evaluated by the Owner's Representative before charts are prepared.

2. Provide one controller chart for each controller of the maximum size controller door will allow. Show the area covered by the automatic controller.

3. The chart shall be a reduced drawing of the actual record drawing. In the event the controller sequence is not legible when the drawing is reduced, enlarge it to a readable size.

4. Chart shall be a blackline print with a different color used to show area of coverage for each station.

5. When completed and reviewed by the Owner's Representative, laminate the chart.

6. Mount the chart inside controller enclosure/cabinet using Velcro or equal tape.

7. These charts must be completed and reviewed prior to final observation of the irrigation system.


PART 2 - MATERIALS

A. GENERAL: All materials and equipment shall be supplied by the Contractor and no substitutions shall be allowed without the prior written approval of the Landscape Architect. The Contractor shall inspect all materials and equipment prior to installation and any defective materials and equipment shall be replaced with the proper materials and equipment. Those items used in the installation that are found to be defective or improperly installed shall be removed and the proper materials and equipment installed in the proper manner.

B. PVC PIPE AND FITTINGS:

1. All pipe shall be class 160 unplasticized polyvinyl chloride pipe, type 1120 or 1220, or better. Pipe from 2" size up operating in excess of 90 PSI shall be gasketed pipe. Solvent weld pipe may be used in all other instances. Outside diameter to wall thickness ratios specified in CS 246 63 for standard dimension ration (SDR-PR) pipe shall be maintained in the barrel of the pipe. Minimum wall thickness at the bell joint shall be as follows:

CLASS 160 (SDR 26)

2" 3" 4" 6" 8" 10"

0.132" 0.159" 0.205" 0.298" 0.386" 0.480"

2. Pipe and fittings shall be made from clean, virgin, NSF approved Type I, Grade I (PVC 1120) PVC, conforming to ASTM resin specification D 1784 60T.

3. All pipe shall be pressure rated at hydrostatic working pressures of 160 PSI 73.4 degrees F. and shall meet requirements as set forth in Commercial Standard CS 256 63 with standard dimension ratio SDR 26.

C. RISERS AND SWING JOINT NIPPLES: All risers in excess of 12" above grade and/or swing joint nipples shall be unplasticized polyvinyl chloride, schedule 80, threaded pipe. Fittings on swing joints shall be Marlex, schedule 80, threaded elbows or street elbows. Assemble with teflon tape only. For systems operating at less than 90 PSI, swing joints may be constructed of flexible PVC and insert fittings as per plan detail.

D. 110-120 VOLT ELECTRIC WIRING: 120v electric will not be required on this job.


E. VALVE CONTROL LINES:

1. Smart Valve Controllers by Hunter Industries Inc. shall be located in the underground control valve box. Electric control lines from controller to automatic valves shall be wired direct leaving approximately three feet of spare wire to allow for ease of maintenance and programming of the controller. Splicing shall be in valve boxes only.

F. SPRINKLER HEADS, CONTROLLERS, AUTOMATIC VALVES: Shall be as called for on the irrigation plan or approved equal.

G. QUICK COUPLING VALVES AND/OR HOSE BIBBS: Quick coupling valves and keys or hose bibbs shall be as specified on the plans. Locate as shown on the irrigation plan. If the plan specifies hose bibbs rather than quick coupling valves, provide and install hose bibbs within valve boxes as noted on plans.

H. GATE VALVES:

1. Gate valves shall be as specified on the plans, or approved equal. Each valve shall be afforded access through a PVC or fiberglass box equipped with cover.

2. Provide two (2) gate valve keys.

3. Gate valves at line size shall be located as shown on the contract drawings.

I. MISCELLANEOUS SYSTEM COMPONENTS: All miscellaneous system components shall be of the type and size as indicated on the irrigation design plan and detail drawings.

J. VALVE BOXES: all valves, splices within valve control lines, hose bibbs and/or quick coupler valves shall be located within an NDS, or equal, valve box as follows:

Section valves, quick couplers and/or hose bibs, Gate valves and splices, Filters or other installations requiring more space - 12"x17" standard rectangular valve box and cover model no. NDS #113PBCR for reuse purple and NDS #114BC for green.

All boxes and pits shall be fitted with NDS, or equal, extensions as necessary to provide a minimum of 2" clear space below the bottom of the valve, filter or fitting contained within the box.


PART 3 - EXECUTION

A. Progress of the Work

1. Begin work when ordered to do so by the Landscape Architect. This work must proceed in an orderly manner and in accordance with whatever job schedule may be set up to avoid delay or interference with other construction work. The irrigation work shall proceed in conjunction with the general construction work of the project. The Contractor must provide means of access to all site features at all times so as not to impede the general construction work in areas under construction, and leave the area of irrigation work in a finely graded condition with all stone or rock removed and smoothly blended to adjacent areas.

B. Product Handling

1. Delivery: Deliver materials in manufacturer's original unopened containers, with each container identified with manufacturer's name, brand, or type.

2. Protection:

a. Protect work and materials under this section from damage during construction and storage. Protect PVC pipe and fittings from sunlight.

b. Beds on which pipe materials are stored shall be the full length of pipe. Do not use pipe that has been damaged or dented.

c. Assume responsibility for damage to existing construction, and restore property to its original condition should damage occur.

C. Field Measurements

Obtain field measurements required for proper and adequate fabrication and installation of the work. Exact measurements are the Contractor's responsibility.

D. Utilities Services

Make connections to water and electrical services at locations indicated in the drawings.

E. Flushing System

1. After irrigation pipelines and risers are in place and connected and prior to installation of irrigation heads, open the control valves and use a full head of water to flush out system.

2. Install irrigation heads only after flushing of the system has been accomplished.


F. System Maintenance

The irrigation contractor shall maintain the system for a period of 60 days after initial acceptance. The system shall operate on a daily basis during that time period.

G. General

1. The Contractor shall diligently follow the manufacturer's recommendations for installing pipe, valves, sprinklers and all other items. The pipe shall be laid in true, smooth alignment with sufficient cover and thrust blocking to prevent excessive movement.

H. Trench Excavation

1. All trenches shall be excavated to sufficient depths to provide a minimum of 10" cover on laterals and 18" cover on mains. (For those lines operating less than 90 PSI.) Lines operating in excess of 90 PSI shall have 24" of cover.

2. Trench bottom shall be clean and smooth with all rock, soil and organic debris removed. All trenches shall be only as wide as necessary to permit easy handling and installation of pipe in them.

3. Pipe shall be placed so that barrel of pipe and coupling are a minimum of 2" above high points of the trench bottom.

I. Rock Excavation

1. In the event large rock, boulders, stumps, or other obstruction is encountered in excavation of the trenches, which cannot be removed by the equipment in use or tractor mounted backhoe, the Contractor shall adjust the line or the trench to circumvent it, as part of his work. If the obstruction cannot be avoided, the Contractor shall remove the obstruction.

J. Bedding Material

1. Excavated material, except in the case of excavated rock, is usually satisfactory for bedding of pipe.

K. Thrust Blocks:

1. Thrust blocks shall be constructed behind all mainline fittings, tees, bends, reducers, line valves, plugs, caps, etc., in accordance with pipe manufacturer's recommendations and plan details.

2. Thrust block shall bear against undisturbed earth, and, in case this is not possible, they shall be made correspondingly larger.

3. Thrust blocks shall be so placed as not to interfere with repair to joints and couplings and shall be a concrete mix consisting of one part cement, two parts sand and five parts gravel, mixed and placed fairly dry so they may be shaped easily. No precast units shall be used.


L. Gate Valves

1. All valves shall be closed at time of installation and shall be set plumb. Reach wells shall be installed so that lid is set 2" below finished grade. Gate valves shall be located as shown on the plans and of a size equal to the pipeline on which it is installed.

2. Gate valves shall be installed so the lower end rests firmly on the ground and shall be designed to withstand 2,000 lbs. without failing.

M. Backfill

1. After proper bedding of pipe is achieved, the balance of backfill shall be placed and suitably compacted by tamping mechanically or hydraulically to the satisfaction of the Landscape Architect. Backfill within areas to be paved over shall be compacted to 98% modified proctor maximum density. Testing, if required, will be at the owner's expense for all passed tests; all charges for failed tests will be the responsibility of the contractor.

2. No lines shall be covered until they have been passed by inspection hereinafter described, except that lines may be covered with all joints left open for inspection.

3. In the case of cutting of paved roads or drives, all back fill shall be compacted and the top 6" of back fill shall be poured in 3,000 PSI concrete. The final patch shall be made to match the grade and material of the adjacent finish road or drive.

N. Turf Area Heads

1. Heads in lawn areas shall be set flush with sod. All other heads shall be adjusted to sod height after installation of sod or seeding operations.

O. Planting and Groundcover Area Heads

1. All heads to be set to the top of mulch.

P. Piping

1. Piping shall run as straight as possible. Pipe shall be cut square, properly reamed to remove constrictions or burrs before making up joints. All mains and laterals shall be thoroughly flushed before valves or heads are installed.

Q. Existing Installations

1. When the contractor is required to cut into any existing irrigation installation for the purpose of repair and/or connection, the contractor shall be responsible for the flushing and testing of all lines and cleaning of all heads, nozzles, and components which may be affected by such cut. It shall be the contractor’s responsibility to immediately report any damage subsequent to such cuts or repairs to the Landscape Architect so that proper resolution of the damage may be determined. When interfacing with existing irrigation systems it shall be the contractor’s responsibility to schedule his work in such a manner that the existing system will


remain operational for the greatest length of time possible. The contractor shall keep the owner and Landscape Architect appraised of his schedule in this matter.

R. Restoration

1. Any areas that have been disturbed must be fully restored. Contractor to rake out and sod areas disturbed by trenches and irrigation installation.

S. Hydrostatic Testing

1. After the pipe has been laid and backfilled, it shall be hydrostatically tested for leakage. The Contractor shall furnish the pump, pipe connection, blow off valves and any other necessary apparatus including gauges and meters and all personnel necessary for conducting the test. Before applying the test pressure, all air shall be expelled from the pipe. If necessary, threaded taps shall be made at the points of higher elevations and then closed with plugs. When practical, tests shall be made on sections between valves, or sections not exceeding 2,000 feet in length. Dead ends, bends or other fittings shall have a firm foundation and be securely blocked against the trench walls before testing or completing the backfill as specified.

2. The full test pressure of 65 pounds per square inch (psi) shall be held for no less than two hours or longer as necessary to permit thorough examination of all exposed joints in the section of main being tested. Test pressure shall be maintained at 65 psi by pumping water into the pipe in accordance with the requirements of AWWA C600.

3. Leakage shall be measured by the quantity of water pumped into the pipe to maintain test pressure during test period. Maximum permissible leakage shall be less than the number of gallons per hour determined by the following formula:

L= S x D x (P).5 L = Allowable leakage in gph 133200 S = Length of section tested, in feet D = Nominal diameter of the pipe in inches P = Average pressure maintained during the leakage test in psi. The test pressure shall be sixty five (65) psi.

4. Water for testing shall be obtained from an approved water source. The Contractor shall provide all water required at his own expense and shall make all necessary arrangements with the authority which controls the source of water system and shall be governed in his use of water by all rules and regulations imposed thereon by said authority. The Contractor shall provide and remove temporary connections between the source water system and the mains constructed under this contract. All temporary connections shall meet the approval of the Landscape Architect, the authority controlling the source water system and Public Health authorities having jurisdiction.

5. All leaks shall be located and repaired until the test meets the above requirements. Any faulty fittings, valves or other accessories which leak during testing shall be repeated as specified above. Any replacement of faulty material or retesting shall be at the expense of the Contractor.

END OF SECTION

LANDSCAPE PLANTING 329010-1 60060986 - March 24, 2010

SECTION 329010 LANDSCAPE PLANTING

PART 1 - GENERAL

A. Description

This section includes soil preparation, fine grading, weed control, erosion control, planting, watering, and plant establishment and maintenance. Landscape contractors shall be responsible for securing all necessary licenses and permits and shall comply in all way with Federal, State and local codes. All Landscape and Irrigation Contractors wishing to bid the project shall have experience specializing in this type of work in this location.


1. Drawings and general provisions of the Contract, including General and Supplementary Provisions, Section 013300 and other Specification Sections, apply to this Section:

a. Landscape Irrigation System: 328420

b. Landscaping Planting: 329010.

C. Investigation of Site

1. All bidders shall examine the site and fully acquaint themselves with all existing conditions in order that no misunderstanding may arise as to the character or as to the extent of the work to be done; and likewise, in order to advise and acquaint themselves with all precautions to be taken in order to avoid injury to persons and property.

2. Rough grades to be furnished shall be ascertained by site inspection prior to bidding

3. The Contractor shall determine by site investigation any necessary work not specifically called for, but, necessary to satisfactorily complete the work. No additional compensation will be granted because of any difficulties which may be encountered on the site in the execution or maintenance of any portion of the work.

4. Any damages to underground or above ground utilities or to any property of the Owner or other Contractor shall be repaired or replaced immediately at the responsible Contractor's expense.

5. Any damage caused to underground installations of another Contractor shall be back charged to that Contractor if such installations are not located in accordance with plans.


D. Submittals

1. Submit shop drawings and other items in accordance with the General Provision, Section 013300 and the following:

2. Work schedule.

1. Agronomic soils test report. After completion of grading and prior to weed control or soil preparation, the Contractor shall obtain agronomic soils tests for all planting areas. Tests shall be performed by an agronomic soils testing laboratory and shall include a fertility and suitability analysis with written recommendations for soil amendment, fertilizer and chemical conditioner application rates for soil preparation, planting backfill mix, auger hole requirements, hydrospraying, and postmaintenance fertilization program. The soils report recommendations shall take precedence over the minimum amendment and fertilizer application rates specified herein only when they exceed specified minimums. The pH of all topsoil shall be between 6.0 and 7.0. A soil analysis shall be provided to the Landscape Architect by the Project Manager indicating soil pH.

2. Percolation test and report. The Contractor is responsible for performing percolation tests to determine percolation rates for areas of the site to receive landscaping, ie., lawns, beds, hedge rows and all tree locations. In areas where drainage is less than 6" per hour the contractor shall install sumps to provide drainage at 6" per hour. Sumps shall be a minimum of 8" in diameter, shall be a minimum of 36" deep or sufficient depth to break through to sandy soils capable of providing the required drainage, whichever is greater and backfilled with clean builders sand.

3. Materials list noting product (generic) name and supplier. All plant material furnished by the Contractor, unless otherwise specified, shall be Florida #1 or better in accordance with Grades and Standards for Nursery Plants, State Plant Board of Florida. The Landscape Architect reserves all rights to determine acceptability of plant material submitted for planting.

4. Submit plant materials list and supplier's name, address, and phone number to Owner's Representative within 30 days of award of contract, giving evidence that Contractor has source for specified plant materials.

5. Laboratory analysis of each soil amendment material. Submit samples of the import soil to the laboratory for analysis prior to and following placement on the site.

6. Guarantees/written certifications.

7. Substitutions will be permitted only upon submission of sufficient proof that any plant is not obtainable and upon authorization of the Landscape Architect. Under no circumstances shall unauthorized substitutions be included in the Bid Proposal and Breakdown.


E. Guarantee

1. Immediately remove plant material that does not meet the specifications from the site. Replace these and any other plants that are missing with the same variety and size as originally designated in the plant list.

2. See General Provisions for one-year guarantee.

F. Performance Standards

1. All work shall be performed by competent and skilled craftsmen. Labor crews shall be under the direct control of a single foreman designated at the beginning of the work and skilled in reading blueprints and coordination between office and job. While labor crews may change, the same foreman will be in charge throughout the job. Contractor shall review plans throughout the job. Contractor shall review plans and specifications with the job foreman to insure complete understanding of the project.

2. Tools shall not be left on the job site in an unsafe or unprotected condition.

3. All open excavations shall be properly barricaded and lighted at night.

4. The Contractor shall at all times keep the premises free from accumulation of waste material, soil, and/or rubbish caused by his employees or work. The Contractor shall clean behind his work immediately and shall take necessary precautions to keep concrete, brick and other paving material clean of soil. This shall include the use of drop-cloths, etc. Damage to grades or lawns shall be repaired immediately and all debris and excess soil removed by raking.

5. All staking and layout of physical features shall be approved by the Landscape Architect before construction or planting is started. The same shall apply to the establishment of proper grades and levels. All planting beds shall be accurately staked in accordance with the plans. Changes necessitated by building changes, etc., shall be in keeping with the overall concepts of the design. Any beds developed without the approval of the Landscape Architect shall, if they do not accurately represent the plan and/or the design concept, be redeveloped without additional expense to the Owner.

6. Material such as ground covers, mulch or gravel shall be spread in the specified quantity to cover the area designed. No additional materials shall be used in such areas without the approval of the Landscape Architect and/or Owner.

7. The Contractor shall in good workmanlike manner, do and perform all work and furnish all supplies and materials, machinery, equipment, facilities and means, except as otherwise expressly specified herein, necessary or proper to perform and complete all the work required by this contract, within the time specified herein, in accordance with the provisions of this contract and said specifications and in accordance with the plans, and in accordance with the directions of the Landscape Architect as given from time to time during the progress of the work.


G. Observations

1. Request observation by the Owner's Representative at least 48 hours in advance of the time observation is required.

2. Observation will be required for the following parts of the work:

a. Prior to completion of grading and soil preparation.

b. Plant material when delivered to the project site.

c. When shrubs and trees are spotted for planting but before planting pits are excavated.

d. When planting and all other indicated or specified work has been completed.

e. Upon completion of maintenance and plant establishment.

H. Abbreviations for Landscape Planting

c.w. clear wood

c.t. clear trunk

cl. (s) clump (s)

dbl. double

o.a. over all (height & width the same)

o.a.h over all height

spr. spread

stms. stems

stg. hts. staggered heights

hd. (s) head (s)

std. standard

f.o.w. fan on wall *

f.o.f. fan on fence *

tks. trunks

esp. espalier

r.c. rooted cuttings

u.r.c. un-rooted cuttings

o.c. on center

* NOTE: (f.o.w. & f.o.f) Fan on Wall and Fan on Fence shall mean providing all necessary hooks, masonry plugs, and tying as required to begin espalier of plants specified.


PART 2 - MATERIALS

A. Topsoil

Topsoil is defined as 90% sand with not more than 2% clay or silt and the balance as loam material. Organic material shall not exceed 5%. Sand is defined below as material which passes through number 270 and number 10 sieve. Topsoil shall be free from hard clods, stiff clay, hardpan, sods, stones over 1", lime, cement, bricks, coal ashes, cinders, slag, concrete, tar or its residue, tarred paper, boards, weeds or weed seed, sticks or other objectionable material as determined by the Landscape Architect.

B. Peat Moss - Peat moss shall consist of coarse, partially decomposed vegetable matter of natural occurrence. It shall be medium brown in color, clean, low in content of mineral and woody material, and mildly acid, and shall be shredded and free from all stones and twigs.

C. Sand - Clean, coarse, ungraded, meeting ASTM C33-55 requirement for concrete sand.

D. Bonemeal - Commercial bonemeal shall be finely ground and have a minimum analysis of 4% nitrogen and 20% phosphoric acid.

E. Natural Organic Fertilizer - Shall be a commercially natural organic fertilizer 6-3-0 (active sludge), such as Milorganite, produced by the Sewerage Commission, Milwaukee, Wisconsin.

F. Fertilizer and Lime Materials

1. Deliver amendments and fertilizers in sacks with manufacturer's label showing weight and analysis attached to each sack.

2. Fertilizers: All fertilizers shall be uniform in composition free flowing and suitable for application by mechanical spreader equipment. Fertilizers shall be delivered to the site fully labeled according to applicable State Fertilizer laws. The following information shall be shown on the fertilizer bag or package or on a tag:

a. Name and address of manufacturer.

b. Name, brand or trade mark.

c. Number of net pounds of ready mixed material in the package.

d. Chemical composition or analysis.

e. Guarantee of analysis.

3. If a brand or grade of fertilizer is delivered in the bulk, a written statement having the above listed information must accompany each load.


4. Custom Mixed Fertilizers shall have a written statement containing the following information with each load:

a. Weight of each commercial fertilizer used in the custom mixing.

b. The guaranteed analysis of each commercial fertilizer used in the custom mixing.

c. Total weight of fertilizer delivered in each load.

d. The manufacturer of each of the commercial fertilizers.

e. Guaranteed analysis of each load to be stated as follows:

(1) % of total Nitrogen.

(2) % of total available Phosphoric Acid.

(3) % of total Soluble Potash.

5. Name and address of the person selling the fertilizer.

G. Fertilizer Application Rates shall be determined by soil test (Under unusual circumstances where there is insufficient time for a complete soil test, 3 pounds Milorganite Fertilizer per 1000 sq. ft. can be applied.) shall be distributed evenly over the area to be sodded.

H. Lime: Lime material shall be ground limestone (Hydrated or burnt lime may be substituted) which contains at least 50% total oxides (calcium oxide plus magnesium oxide). Ground limestone shall be ground to such fineness that at least 50% will pass through a 100-mesh sieve and 98% to 100% will pass through a mesh sieve.

1. Application rates for liming materials shall be determined by soil tests. (Under unusual circumstances where there is insufficient time for a complete soil test, the Landscape Architect shall be consulted for rates off application to be used if any. When used lime shall be applied at a minimum rate of 50 pounds of ground limestone of its equivalent per 1000 sq. ft.) unless otherwise directed by the Landscape Architect. Lime shall be distributed uniformly over the entire area to be sodded or planted.


PART 3 - EXECUTION

A. Topsoil: Topsoil shall be placed in all planting pits 6" below and to the side of Plant Root System.

B. Fertilizers and soil amendments: All fertilizers and soil amendments shall be spread prior to beginning work under paragraph 3 below.

C. Lawn Areas - in those instances that topsoil is called for in lawn areas it shall be placed four inches (4") deep and diced or roto-tilled an additional four inches (4") into the existing grade. A smooth tractor blade finish plus one inch (1") below sod finish grade shall then be established.

D. Staking and Layout: All staking and layout of physical features shall be approved by the Landscape Architect before construction of planting is started. The same shall apply to the establishment of proper grades and levels. All planting beds shall be accurately staked in accordance with the plans. Changes necessitated by building changes, etc., shall be in keeping with the overall concepts of the design. Any beds developed without the approval of the Landscape Architect shall, if they do not accurately represent the plan and/or the design concept, be re-developed without additional expense to the Owner.

E. Commencement of work: Work under this contract shall commence not less than ten (10) days after notice to proceed and shall be complete in an orderly business like fashion. Once work is begun it shall continue on consecutive working days until work is completed. Sundays, Saturdays, holidays and stoppages due to foul weather or delays caused by the Owner or building contractor shall be excluded. Unnecessary delays in work may result in forfeiture of Performance Bond when required.

F. Maintenance: The Contractor is entirely responsible for the work until final acceptance. Once material is planted, it shall receive water each day from time of planting until final inspection - not to include Sundays. Watering shall be done in accordance with sound nursery practice. Water source shall be provided by the Owner, hoses, etc. by the Contractor, unless otherwise specified for specific job conditions.

The contractor is responsible for all plant material maintenance until acceptance by the owner. This shall include all watering pruning, cultivating, fertilizing, and weeding as required for healthy growth and establishment. Maintenance shall also include restoration of planting saucers, adjusting or repairing staking, resetting plant material to proper grade or vertical position as required, spraying material for insects and disease control and replacement of dead stolen or unacceptable materials.

G. Coordination of work: The Contractor shall be responsible for complete coordination of planting operations with the other Contractors on the job. Repair of damage to plants, grades, lawns, etc., during installation shall not be considered as an extra, and not chargeable to the Owner. Damage caused by other Contractors will be the responsibility of said Contractors.

H. Right to reject: The Owner shall have the right, at any stage of the work, to reject any and all work and materials which, in his opinion, may not meet the requirements of these specifications. Rejected material shall be immediately removed from the site and acceptable material substituted in its place.


I. Underground debris: Should any objectionable material such as concrete, bricks, roots or other debris be encountered during landscape installation, they shall be removed from the site by the Contractor. All open excavations shall be properly barricaded, and lighted at night.

J. Clean-up: The Contractor shall at all times keep the premises free from accumulation of waste material, soil, and/or rubbish caused by his employees or work. Contractor shall clean behind his work immediately and shall take necessary precautions to keep concrete, brick and other paving material clean of soil. This shall include the use of drop-cloths, etc. Damage to grades or lawns shall be repaired immediately and all debris and excess soil removed. Should the Contractor fail to keep the premises in a clean satisfactory condition, the owner reserves the right to hire appropriate personnel to perform clean-up work and back charge the Contractor for all costs incurred.

K. Completion and acceptance:

1. Completion of the work shall mean the full and exact compliance and conformity with the provisions expressed or implied in the drawings and specifications, and associated change order as approved by the Landscape Architect.

2. Final inspection shall be made by the Landscape Architect at the request of the Contractor, and shall be prior to final request for payment. All requirements of the specifications shall apply until final acceptance of the work by the Owner or his representative.

3. The acceptability of all material, workmanship, labor and compliance with the specifications, grades and standards shall be solely determined by the Landscape Architect.

L. Guarantee and replacement:

1. All plant materials shall be guaranteed to be alive and in satisfactory growth, Florida #1 Grade or better, as to their species, at the end of the guarantee period.

2. Guarantee periods for plant materials shall be as follows:

Ground covers & vines - 12 months

Shrubs - 12 months

Palms - 12 months

Trees (including Myrica spp.) - 12 months

3. Upon acceptance of the landscape installation the Landscape Contractor shall supply the Owner with a complete and adequate maintenance program to be followed during and after the guarantee period. The Landscape Contractor shall make frequent inspections of the job during the guarantee period to determine if proper maintenance is being given. It shall be understood that in accordance with the terms of the guarantee that the Landscape Contractor must promptly inform the Owner if proper maintenance is not being given to the installation. Such notice shall be in writing outlining corrective measures to be taken with a copy to the Landscape Architect.


4. At any time during the guarantee period the Landscape Contractor shall be required to replace all plants that are dead or in an unsatisfactory condition of growth. All replacements included within the guarantee shall be at the Contractor's expense, shall be of like size and kind of the plants removed, and, shall be guaranteed for an additional period of time.

END OF SECTION

SODDING 329210-1

60060986 - March 24, 2010

SECTION 329210 SODDING PART 1 - GENERAL A. Description Provide all materials, water, equipment, transportation, tools, and labor, to establish grass

plus all items called for or that can be reasonably inferred from the drawings, including sodding, grading, fertilizing, watering, mowing, replacing and maintaining the area for a complete job.


1. Earthwork: 312300. 2. Trenching, Backfilling and Compacting: 312316.

D. Applicable Publications

Portions of the publications listed below form a part of this specification only to the extent referenced. 1. Florida Department of Transportation, "Standard Specifications for Road and Bridge

Construction" (Fla. DOT SPEC), latest edition. 2. Florida Department of Transportation, "Utility Accommodation Guide". 3. Turfgrass Producers Association of Florida, "Standards of Sod Quality".

E. Records

Submit written weekly records to the Owner of all grassed areas for use in determining the beginning and ending of the maintenance period for each area. The records shall indicate the date of grassing, fertilizing and mowing, the type (seed or sod), quantity (sq. ft., sq. yds, or acres) and location of grassing.

F. Submittals

1. Submit Shop Drawings in accordance with the General Provisions and Section 013300. Submit certificates stating that the materials conform to the requirements of this specification as follows:

a. Certificate from sod producer stating that sod meets the requirements for

"Florida Standard Grade" as defined by the Turfgrass Producers Association of Florida, and set forth in paragraph "SOD" of this specification.

c. Fertilizer manufacturer's certificate of analysis including Nitrogen, Phosphorus

Potash and complete micro-nutrients in accordance with paragraph "Fertilizer" of this specification.

2. Submit a copy of the certificate(s) with each delivery.

SODDING 329210-2

60060986 - March 24, 2010

PART 2 - PRODUCTS A. Sod

1. Argentine Bahia with well matted roots. The sod shall be taken up in commercial-size rectangles, preferably 12-inch by 24-inch or larger, except where 6-inch strip sodding is called for.

2. The sod shall have no visible broadleaf weeds when viewed from a standing position

and the turf shall be visibly consistent with no obvious patches of foreign grasses. In no case may the total amount of foreign grasses or weeds exceed 2% of the total canopy. Florida Standard Grade sod shall be neatly mowed and mature enough that when grasped at one end it can be picked up and handled without damage. The sod shall be sufficiently thick to secure a dense stand of live grass. The sod shall be live, fresh and uninjured, at the time of planting. It shall have a soil mat of sufficient thickness adhering firmly to the roots to withstand all necessary handling.

B. Fertilizer Commercial grade, controlled release, granular fertilizer consisting of blend of coated

prilled urea with iron included in a slowly soluble form, free flowing and uniform in composition conforming to Florida DOT Specification 982-1, and bearing the manufacturer's guaranteed statement of analysis by weight of 12 parts nitrogen, 8 parts phosphoric acid and 8 parts potash, plus complete micronutrient including magnesium, sulfur, zinc, manganese, copper and boron.

D. Mulch Dry mulch: The mulch material used shall normally be dry mulch. Dry mulch shall be

straw or hay, consisting of oat, rye, or wheat straw, or of pangola, peanut, coastal bermuda or Bahia grass hay. Only undeteriorated mulch which can readily be cut into the soil shall be used. Mulch shall be free of weeds, weed seed and other deleterious material.

E. Source Requirements for Sod and Mulch Comply with all current restrictions for transporting sod and mulch material from or through

quarantine areas for the white fringed beetle, witchweed, and West Indian sugar cane borer weevil, as issued by the Division of Plant Industry, Florida Department of Agriculture and the Animal and Plant Health Inspection Service, U.S. Department of Agriculture.

F. Water Provide permanent or temporary piping and valves, and temporary trucks to convey water

from the source to the point of use.

SODDING 329210-3

60060986 - March 24, 2010

PART 3 - EXECUTION A. Coordination of Work Coordinate all work activities to provide for establishment of grass cover at the earliest

possible time in the construction schedule to minimize erosion of topsoil.

B. Construction Methods - General

1. Provide and establish grass in all areas designated on the drawings and that are disturbed during construction (except areas to be paved, landscaped or covered with structures).

2. Do not fertilize when wind velocities exceed 15 miles per hour. Sod only when the

soil is in proper condition to induce growth. 3. When a length of roadway slopes or adjacent areas have been graded and made

ready, commence grassing in accordance with these specifications. Incorporate grass covering into the project at the earliest practical time in the life of the contract to reduce potential erosion.

4. Store fertilizer in dry locations away from contaminants. Sprinkle sod with water and

protect from exposure to wind and direct sunlight until planted. Provide covering that will allow air to circulate so that heating will not develop.

C. Preparation of Area to be Grassed

1. Prepare the areas to be grassed by disc-harrowing and thoroughly pulverizing them to a depth of at least 6 inches.

2. Bring all areas to be grassed to finished grades, remove weeds, surplus dirt and rock

debris over 1 inch in diameter, and rough grade the area. 3. Test the soil for pH. If the soil is below a pH level of 5.5, spread lime to raise the pH

level to at least 5.5. 4. Uniformly apply fertilizer at the rate of 400 to 500 pounds per acre. Immediately after

the fertilizer and/or lime is spread over the area, mix them into the soil to a depth of approximately 4 inches.

5. Float the area to a smooth uniform grade. Slope all areas to drain. Establish flow

lines as shown on the drawings. Finish areas to be grassed approximately 1 inch below top of adjoining curb or pathway.

D. Sodding

1. Incorporate sodding into the project at the earliest practical time in the life of the contract. Do not use sod which has been cut for more than 3 days. Stack any sod which is not planted within 24 hours after cutting and maintain properly moistened.

SODDING 329210-4

60060986 - March 24, 2010

2. Place the sod on a prepared surface, with abutting joints. Fill any gaps or cracks

between sod blocks with sod. Roll with a minimum one-ton roller to obtain an even surface. Bring the sod edge in a neat, clean manner to the edge of all paving and shrub areas and project limits.

3. Where sodding is used in drainage ditches, stagger the setting of the pieces to avoid

a continuous seam along the line of flow. 4. On areas where the sod may slide due to height and slope, peg the sod with pegs

driven through the sod blocks into firm earth at suitable intervals. Replace any pieces of sod which, after placing, show an appearance of extreme dryness.

E. Mowing

1. Mow first when the grass reaches a height of 3 to 4 inches. Mow a second time when the grass reaches a height of 6 inches and before a seedhead occurs. Subse-quent mowings should establish a uniform grass surface of 2-1/2 inches and be made before seedhead occurs. All mowings should be made with a cut height as low as possible to stop shading of the Bahia grass.

2. Mow sod to establish a uniform grass surface of 2-1/2 inches. 3. Provide equipment for mowing that does not rut the soil surface. Fill any ruts that

are in excess of two (2) inches deep with native soil free from twigs and rocks larger than 1 inch in diameter. Temporarily suspend mowing operations when the soil is too wet to provide adequate support and traction for equipment.

F. Watering

1. Maintain a balanced watering program until the acceptance of work. 2. Apply water in sufficient quantities and as often as seasonal conditions require to

keep the grassed areas moist. 3. Provide supplemental water and irrigate seed areas when the rainfall is not adequate

to maintain soil moisture necessary for germination and growth of the grass. It is Contractor's responsibility to determine the quantities of water required and when to irrigate. This obligation shall remain in full force and effect until final acceptance of the work by Owner and shall be provided at no additional cost to Owner.

4. Owner, at his discretion, may relieve Contractor of this obligation at such time as

Owner is able to provide irrigation. This action, however, does not relieve Contractor of the provisions and guarantees set forth in the Contract Documents.

G. Maintenance

1. Maintain all grassed areas for a period of 90 days after the date of substantial completion and guarantee against all defects and faults of material and workmanship.

2. Maintain grass areas by watering, fertilizing, and mowing to establish an even and

uniform grass surface of 2-1/2 inches, as specified above.

SODDING 329210-5

60060986 - March 24, 2010

3. In the event that the grass exhibits iron chlorosis symptoms during the establishment

period, apply liquid iron at manufacturer's recommended rates.

H. Guarantee

1. Guarantee all grasses areas to be alive and in satisfactory growth at the end of the maintenance period (90 days).

2. Replace any grass that is dead or not in satisfactory growth, as determined by the

Owner or Owner's representative. Guarantee new sod or seed for an additional 90 days.

3. The term "Satisfactory Growth" as used in this section is defined as even plant

growth in healthy conditions without bare spots larger than one square foot in seeded areas and without bare spots in sodded areas. Bare spots larger than one square foot in seeded areas shall be reseeded and bare spots in sodded areas resodded. All grassed and sodded areas shall be maintained until satisfactory growth has been demonstrated. In the event that the subsequent stand of grass is found to be contaminated with weeds or other obnoxious or undesirable growth, effectively eliminate such undesirable growth, at the Contractor's expense.

4. Replace sod or seed with the same variety as initially specified.

I. Resoding

1. Resod any grass that has not achieved healthy and vigorous growth where this occurs in areas in excess of one square foot.

J. Inspection

1. Request inspection from the Owner and his representative at least 72 hours in advance of the time inspection is required.

2. Provide an authorized representative to be on-site during inspection.

END OF SECTION

VEGETATIVE ACCESS DRIVE 329211-1

60060986 - March 24, 2010

SECTION 329211 VEGETATIVE ACCESS DRIVE PART 1 - GENERAL A. Description Provide all materials, water, equipment, transportation, tools, and labor, to establish a

vegetative access drive/grass plus all items called for or that can be reasonably inferred from the drawings, including sodding, grading, fertilizing, watering, mowing, replacing and maintaining the area for a complete job. Material and system used shall be Grasspave2.



2. Stabilized Subbase: 321113.

3. Shell Base Course: 321128.

4. Crushed Concrete Base Course: 321129.

D. Applicable Publications

Portions of the publications listed below form a part of this specification only to the extent referenced. 1. Florida Department of Transportation, "Standard Specifications for Road and Bridge

Construction" (Fla. DOT SPEC), latest edition. 2. Florida Department of Transportation, "Utility Accommodation Guide". 3. Turfgrass Producers Association of Florida, "Standards of Sod Quality".

E. Records

Submit written weekly records to the Engineer of all vegetative access drive areas for use in determining the beginning and ending of the maintenance period for each area. The records shall indicate the date of grassing, fertilizing and mowing, the type (seed or sod), quantity (sq. ft., or sq. yds) and location of grassing.


60060986 - March 24, 2010

F. Submittals

1. Submit Shop Drawings in accordance with the General Provisions and Section 013300. Submit certificates stating that the materials conform to the requirements of this specification as follows:

a. Submit manufacturer’s product data and installation instructions. b. Submit a 10” by 10” section of Grasspave2 material for review. c. Certificate from sod producer stating that sod meets the requirements for

"Florida Standard Grade" as defined by the Turfgrass Producers Association of Florida, and set forth in paragraph "SOD" of this specification.

d. Fertilizer manufacturer's certificate of analysis including Nitrogen, Phosphorus

Potash and complete micro-nutrients in accordance with paragraph "Fertilizer" of this specification.

2. Submit a copy of the certificate(s) with each delivery.

PART 2 - PRODUCTS A. Grasspave2

1. Manufacturer (Grasspave2, Hydrogrow) Invisible Structures, Inc. 20100 East 35th Drive, Aurora CO 80611. 1-800-233-1510; fax 303-373-1223.

2. GrassPave2 Grass Paving Units shall be lightweight injection –molded plastic units

(20”x20”x1”high with hollow rings rising from a strong open grid. The open grid shall be designed to allow grass root penetration and development. The plastic shall be 100% post-co0nsumer recycled plastic resins, predominately HDPE with minimum 3% carbon black concentrate added for UV protection. Loading capability shall be equal to 5700 psi when filled with sand. Units shall have the following features. Unit weight: 18 oz Volume: 8% solid Color: black

3. Units may be shipped in pre-assembled into rolls from 108 sf to 1345 sf.

B. Hydrogrow Mix

1. Manufacturer (Grasspave2, Hydrogrow) Invisible Structures, Inc. 20100 East 35th Drive, Aurora CO 80611. 1-800-233-1510; fax 303-373-1223.


60060986 - March 24, 2010

2. Mix shall be a mixture made from cross-linked polyacrylimide <0.1%) polymer, which is non-toxic and neutral in pH and will absorb 150-350 times its weight in water; ZeoPro zeolite mineral amended with small amounts of starter fertilizers from Zeoponix, Inc.; Isolite porous ceramic designed to hold large amounts of water without physical degradation or change in particle size from Summitomo Group and aggromolated Humate, from Tri-C Enterprises. Unit weight: 18 oz Volume: 8% solid Color: black

3. Units may be shipped in pre-assembled into rolls from 108 sf to 1345 sf.

C. Sod

1. Use species resistant to wear by traffic, such as Zoysia, Fescue or Bermuda. Use 0.5” thick rolled sod from local grower. Species should be wear resistant, free from disease and in excellent condition. Sod shall be grown in sand or sandy loam soils only. Sod grown in soils of clay, silt or high organic materials such as peat, are not acceptable.

D. Seed

1. Use seed materials of the preferred species (see sod) from certified sources. Seed shall be provided in containers clearly labeled to show seed name, lot number, net weight, % weed seed content and guaranteed % of purity and germination. Pure live seed types and amount shall be approved by Invisible Structures, Inc..

E. Fertilizer Commercial grade, controlled release, granular fertilizer consisting of blend of coated

prilled urea with iron included in a slowly soluble form, free flowing and uniform in composition conforming to Florida DOT Specification 982-1, and bearing the manufacturer's guaranteed statement of analysis by weight of 12 parts nitrogen, 8 parts phosphoric acid and 8 parts potash, plus complete micronutrient including magnesium, sulfur, zinc, manganese, copper and boron.

F. Mulch Use only for seeding. Shall be wood or paper cellulose types of commercial mulch

materials capable of high moisture holding capacity used in conjunction with hydroseeding operations. Low moisture holding capacity mulches of straw, pine needles, etc will not be acceptable.

G. Water Provide permanent or temporary piping and valves, and temporary trucks to convey water

from the source to the point of use.


60060986 - March 24, 2010

H. Grasspave2 sign A sign to identify the presence of Grasspave2 paving, stating that special maintenance is

required with the Manufacturer’s phone number and made of durable material for outdoor exposure shall be provided and installed.

I. Grasspave2 signage and delineation Entrance and physical location of the paving must be identified.

J. Base Course

1. Sandy/gravel material from local source similar to Sections 321128 or 321129, basically passing the following sieve analysis.

2. % Passing Sieve Size

100 ¾” 85 3/8” 60 #4 30 #40 <3 #200

3. Sources of material can include crusher run, but it will generally require sharp sand

to be added to the mixture (30-40% by volume) to ensure long term porosity.

4. Selected material should be nearly neutral in pH (range from 6.5 to 7.2) to provide adequate root zone development for turf.

5. Alternative materials such as crushed shell or limerock may be considered for base course use, provided they are mixed with sharp sand (33%) and brought to proper compaction. The additional sand is critical to avoid the crushed shell or limerock from setting up like concrete.

PART 3 - EXECUTION A. Coordination of Work Examine subgrade and base course. Grasspave2 installation shall not be started until

existing conditions are acceptable. .

B. Construction Methods - General

1. See Section 326210 Sodding for guidance.

C. Preparation of Area to be Receive Vegetative Access Drive

1. Ensure the subbase materials are structurally adequate to receive the designed base course, wearing course and designed load. Ensure that grading and soil porosity of the subbase will provide adequate subsurface drainage.

2. Place base course material over prepared subbase to grades shown on the drawings

in lifts not to exceed 6”, compacting each lift separately to 95% Modified Proctor.


60060986 - March 24, 2010

3. Bring all areas to be grassed to less than 1-1/2” of the finished grades, remove

weeds, surplus dirt and rock debris over 1 inch in diameter, and rough grade the area.

4. Spread all Hydrogrow mix provided (5 lb per 1000 ft2) evenly over the surface of the

base course with a hand-held or wheeled rotary spreader. Apply the Hydrogrow mix immediately before installing the Grasspave2 units. Avoid getting moisture on the Hydrogrow to prevent expansion of the polymer.

5. Install the units by placing units with rings facing up, using pegs and holes to

maintain spacing and interlock the units. Install in accordance with manufacturer’s recommendations.

6. Install sand in units as they are load in sections by “backdumping” directly from a dump truck or buckets on tractors. Spread sand from pile using flat shovels or asphalt rakes to fill the rings. Finish sand elevation with a broom. The sand must be compacted by using water.

7. Install sod or seed as specified below.

D. Sodding

1. Install thin sod directly over sand filled rings. Maintain tight joints. Fertile sodded areas and keep areas moist during root establishment (minimum 3 weeks). Protect sodded areas from traffic for 3-4 weeks.

E. Seeding

1. Install grass seed and mulch over sand filled rings. Use commercial hydroseeding equipment per the manufacturer’s recommendations. Coverage shall be uniform and complete. Following germination of the seed, areas lacking germination larger than 8” by 8” must be reseeded immediately. Seeded areas mush be fertilized and kept moist during development of the turf plants.

F. Mowing

1. Mow in accordance with manufacturer’s recommendations. Also see Section 329210.

G. Watering

1. Maintain a balanced watering program until the acceptance of work. 2. Apply water in sufficient quantities and as often as seasonal conditions require to

keep the grassed areas moist.


60060986 - March 24, 2010

3. Provide supplemental water and irrigate seed areas when the rainfall is not adequate to maintain soil moisture necessary for germination and growth of the grass. It is Contractor's responsibility to determine the quantities of water required and when to irrigate. This obligation shall remain in full force and effect until final acceptance of the work by Engineer at no additional cost to Owner.

H. Maintenance

1. Maintain all grassed areas for a period of 90 days after the date of substantial completion and guarantee against all defects and faults of material and workmanship.

2. Maintain grass areas by watering, fertilizing, and mowing to establish an even and

uniform grass surface of 2-1/2 inches, as specified above. 3. In the event that the grass exhibits iron chlorosis symptoms during the establishment

period, apply liquid iron at manufacturer's recommended rates.

I. Cleaning

1. Remove and replace segments of the units where three or more adjacent rings are broken or damaged. Reinstall units as specified, leaving no evidence of a repair.

2. Perform cleaning during the installation of the work and upon completion of the work.

Remove all excess materials, debris and equipment from the site. Repair any damage to adjacent material and surfaces resulting from installation of this work.

J. Guarantee

1. Guarantee all grasses areas to be alive and in satisfactory growth at the end of the maintenance period (90 days).

2. Replace any grass that is dead or not in satisfactory growth, as determined by the

Engineer. Guarantee new sod or seed for an additional 90 days. 3. The term "Satisfactory Growth" as used in this section is defined as even plant

growth in healthy conditions without bare spots larger than one square foot in seeded areas and without bare spots in sodded areas. Bare spots larger than one square foot in seeded areas shall be reseeded and bare spots in sodded areas resodded. All grassed and sodded areas shall be maintained until satisfactory growth has been demonstrated. In the event that the subsequent stand of grass is found to be contaminated with weeds or other obnoxious or undesirable growth, effectively eliminate such undesirable growth, at the Contractor's expense.

4. Replace sod or seed with the same variety as initially specified.

K. Inspection

1. Request inspection from the Engineer and his representative at least 72 hours in advance of the time inspection is required.

2. Provide an authorized representative to be on-site during inspection.

END OF SECTION

DIVISION 33 – UTILITIES 330130 LEAKAGE AND INFILTRATION TESTING

330131 SANITARY SEWER SYSTEM TELEVISION INSPECTION

330522 DIRECTIONAL BORING OF PIPE

330523 MICROTUNNELING OF VITRIFIED CLAY PIPE

331219 FIRE HYDRANTS

331220 BACKFLOW PREVENTERS

331300 DISINFECTION OF PIPING

333112 PVC GRAVITY SEWER PIPE

LEAKAGE AND INFILTRATION TESTING 330130-1 60060986 - March 24, 2010

SECTION 330130 LEAKAGE AND INFILTRATION TESTING

PART 1 - GENERAL

A. Description

This section includes testing of gravity pipelines, sewers, culverts, drains, and manholes not intended to be pressurized in excess of 5 psi or 12 feet head of water. Leakage test is by internal air pressure or water. Infiltration test is by measurement of rate of flow of water.

PART 2 - MATERIALS

A. Test Plugs

Inflatable and expandable type, braced to contain 5 psi over the pipe cross-section area.

B. Pressure-Relief Valve

Set to limit the internal pipe test pressure to 5 psi.

PART 3 - EXECUTION

A. Selection of Alternate Test Criteria

1. When more than one pipe size is included in a test section, determine the test time by the criteria of ASTM C924 for concrete pipe and ASTM F1417 for plastic pipe.

2. If the entire test section is submerged in groundwater, test for infiltration only.

B. Preparation of the Pipeline

1. Prior to testing, flush and clean the pipeline to wet the pipe surface and clean out debris.

2. Plug pipe outlets, including stoppers in laterals, to resist the leakage test pressure.

C. Leakage Test

1. Test for leakage or for infiltration by means of an air test or a water test. Test each section of pipe between manholes, along with the manholes. Use the air test where the difference in elevation between the invert of the upper structure and the invert of the lower structure is more than 10 feet.

2. Test each section of pipe subsequent to the last backfill compacting operation.


D. Water Test

1. Test each section of pipe between two successive structures by closing the lower end of the pipe to be tested and the inlet pipe of the upper structure with plugs or stoppers. Fill the pipe and structure with water to a point 4 feet above the invert of the open pipe in the upper structure or to a height of 10 feet above the invert of the sewer in the lower structure, whichever gives the least hydrostatic pressure on the lower structure.

2. The total leakage shall be the decrease in volume of water in the upper structure. The leakage shall not exceed 0.025 gpm per inch of nominal diameter of pipe per 1,000 feet of pipe being tested. Do not use the length of lateral connections in computing the length of pipe being tested.

3. If the leakage is greater than allowed, overhaul the pipe and, if necessary, replace and re-lay until the joints and pipe comply with this test. Complete tests before the trench is paved.

E. Air Test

1. Conduct air tests per the following standards:

Pipe Material

Specification Section

ASTM Specification

PVC 333112 F1417, Table 1

HDPE 333118 F1417, Table 1

2. Test each section of pipe between two successive manholes by plugging pipe outlets with test plugs. Add air slowly until the internal pressure is raised to 4.0 psig. The compressor used to add air to the pipe shall have a blowoff valve set at 5 psig so that the internal pressure in the pipe never exceeds 5 psig. Maintain the internal pressure of 4 psig for at least two minutes to allow the air temperature to stabilize, then disconnect the air supply and allow the pressure to decrease to 3.5 psig. Measure the time in minutes that is required for the internal air pressure to drop from 3.5 psig to 2.5 psig. Compare the results with the values tabulated in the referenced ASTM specifications in paragraph 1 above.

3. If the pressure drop from 3.5 psig to 2.5 psig occurs in less time than the specified values, overhaul the pipe and, if necessary, replace and re-lay the pipe until the joints and pipe hold satisfactorily under this test.

4. Guard against the sudden expulsion of a poorly installed plug or a plug that is partially deflated.

F. Test for Infiltration

1. If, in the construction of a section of the sewer between structures, excessive groundwater is encountered, close the end of the pipe at the upper structure sufficiently to prevent the entrance of water. Discontinue pumping groundwater for at least three days. Then test the section for infiltration. The infiltration shall not


exceed 0.025 gpm per inch of diameter per 1,000 feet of main line pipe being tested. Do not include the length of house laterals entering that section.

2. Where infiltration exceeds the maximum acceptable, immediately uncover the pipe and reduce the infiltration to within the maximum acceptable by replacing, re-laying, or encasing the pipe in concrete.

G. Manhole Test

1. Watertightness of manholes may be tested in connection with hydrostatic tests of the pipeline or at the time the manhole is completed and backfilled. Repair any leakage as a result of testing.

2. Fill the manhole with water to an elevation 1 foot below the bottom of the cone section with a maximum water depth of 20 feet. Where the manholes are tested with the pipeline, no additional leakage will be allowed above that for the main line pipe.

3. Where a separate manhole leakage test is performed or requested by the Owner's Representative, plug inlets and outlets with stoppers or plugs and fill the manhole to the limits indicated above. The maximum allowable drop in the water surface shall be 1/2 inch for each 15-minute period of testing.

4. As an alternative to the hydrostatic testing, manholes may be tested per the vacuum method per ASTM C1244.

a. Test each manhole immediately after assembling the precast manhole segments together and prior to backfilling. If the manhole fails this initial test, make repairs to any cracks or other sources of leaks. Cracks longer than 2 inches shall be cause for rejection of the entire manhole segment or casting, and no patching shall be allowed in such segments.

b. Plug lift holes with grout. Do not place grout in the circumferential manhole joints containing the butyl rubber sealing compound before testing; see Sections 034210 and 034215. Plug pipes entering the manholes, and securely brace the plugs from being drawn into the manhole.

c. Test each manhole a second time for final acceptance after backfilling in order to assure that the backfill operation did not damage the manhole. Retest any manholes that were damaged or moved during final grading and paving.

H. Correction of Observed Leaks

Even though the infiltration is less than the maximum acceptable, stop any individual leaks that may be observed.

I. Inspection by Contractor for Damaged or Defective Pipe in Place

1. After backfilling and pavement replacement is complete and upon completion of the air test or infiltration test, inspect the pipe for damage and other defects by means


of closed circuit television (CCTV). Television inspection shall be in accordance with Section 330131.

2. Schedule the inspection in advance with the Owner's Representative.

3. If the CCTV inspection indicates any defects, excavate and repair or replace the faulty materials and construction and restore the work and the damage to work of others.

END OF SECTION

SANITARY SEWER SYSTEM TELEVISION INSPECTION 330131-1 60060986 - March 24, 2010

SECTION 330131 SANITARY SEWER SYSTEM TELEVISION INSPECTION

PART 1 - GENERAL

A. Description

This section includes television inspection digital audio-visual recording and reports associated with the inspection of sanitary sewers.

B. Related Work Described Elsewhere

1. Microtunneling: 330523.

2. PVC Gravity Sewer Pipe: 333112.

C. Definitions

1. Television Inspection: Operation necessary to complete a true-color audio-visual inspection for verification of existing internal sewer line conditions. Furnish labor, materials, equipment, tools, and other incidental services for CCTV inspection.

2. MPEG: MPEG, which stands for Moving Pictures Expert Group, is the nickname given to a family of international standards fused for coding audio-visual information in a digital compressed format. For the purposes of this specification, digital audio-visual coding has a resolution of 352 pixels (x) by 240 pixels (y) and an interlaced frame rate of 30 frames per second. MPEG coding shall be named using the .mpg as the file extension.

3. Compact Disk-Read Only Memory (CD-ROM): For the purposes of this specification, CD-ROM shall be defined as a CD-R written or “burned” in accordance with the ISO-9660 Level 2 specifications.

PART 2 - MATERIALS

A. General

Furnish the television inspection studio, television camera, audio-visual digital encoding equipment/software, and other necessary equipment, materials, electricity, labor, technicians, as may be needed to perform the television inspection.

B. Television Inspection Equipment

1. The television inspection equipment shall be capable of inspecting a minimum of 1,500 feet of sewer line, when entry into the sewer can be accessed from the upstream and downstream manholes. When entry is at one end only, the inspection equipment shall be capable of inspecting 750 feet by a self-propelled unit. The inspection equipment shall be capable of clearly televising the interior of a 6-inch-diameter sewer and larger sizes.


2. Transport the television equipment in a stable condition through the sewer line to be inspected. Throughout the inspection, position the camera equipment with the camera directed along the longitudinal axis of the sewer. When the television equipment is towed by winch and bond through the sewer line, the winches shall be stable with either locking or ratcheting drums. Winches shall be inherently stable under loaded conditions. The bonds shall be steel or of an equally nonelastic material to ensure the smooth and steady progress of the camera extension or traction through the sewer conduit. Prevent damage to the sewer conduit during the television inspection. In the case where the Contractor, for any reason, causes damage such as would be caused by incorrect deployment of bonds or retrieval of lodged equipment, the cost of repair or remedy shall be borne by the Contractor.

C. Television Camera

1. Use a television camera specifically designed and constructed for sewer pipeline inspection. The camera shall be waterproof and shall be operative in any conditions that may be encountered in the inspection environment. Provide a color pan and tilt camera to facilitate the inspection of service laterals and sewer line and manhole defects. The television camera shall be capable of 360-degree rotational scan indicating salient defects. The tilt arc shall not be less than 225 degrees unless otherwise approved by the Owner’s Representative. The adjustment of focus and iris shall provide a minimum focal range of 3 inches in front of the camera’s lens.

2. The distance along the sewer in focus from the initial point of observation shall be a minimum of twice the vertical height of the sewer.

3. The illumination shall be such as to allow an even distribution of the light shadowing.

4. The view seen by the television camera shall be transmitted to a monitor of not less than 11 inches in size. The television camera shall be capable of receiving and transmitting a picture having not less than a resolution 352(x) by 240(y). The travel speed of the television inspection camera (through the sewer) shall be uniform and shall not exceed the maximum speed directed by the Owner’s Representative which shall be 6 inches per second under normal conditions.

5. Test the television inspection equipment to verify the picture quality. Use the Macroni Regulation Chart No.1 or the equipment manufacturer’s recommendation to clearly differentiate between the following colors: white, yellow, cyan, green, magenta, red, blue, and black.

6. The television inspection equipment shall be of such quality as to enable the following to be achieved:

a. Color: With the monitor adjusted for correct saturation, the six colors plus black and white shall be clearly resolved with the primary and complementary colors in order of decreasing luminance.

b. Linearity: The background grid shall show squares of equal size, without convergence/divergence over the whole of picture. The center circle shall appear round and have the correct height/width relationship (±5%).


c. Resolution: The live picture must be displayed on a digital or analog monitor capable of providing a clear, stable image free of electrical interference with minimum horizontal resolution not less than 352(x) by 240(y) lines.

d. Color Consistency: To ensure that the camera shall provide similar results when used with its own illumination source, the lighting shall be fixed in intensity prior to commencing the survey. In order to ensure color consistency, no variation illumination shall take place during the inspection.

e. The Owner’s Representative may periodically check both the live and video picture color consistency against the color bar. Any differences will necessitate resurvey of the new length or lengths affected, at the Contractor’s expense.

f. The CCTV monitor display shall incorporate an automatically updated record in feet and tenths of a foot of the distance along the line from the cable calibration point to the center point of the camera or center point of the transducer, whichever unit is being used. The relative positions of the two center points should also be noted. Use a metering device that enables the cable length to be accurately measured; this shall be accurate ±1% or 6 inches whichever is greater. Demonstrate that the tolerance is being achieved by tape measurement between manholes on the surface. This taped measurement must be included on each television log both written and digital.

g. If the Contractor fails to meet the required standard of accuracy, the Owner’s Representative will instruct the Contractor to provide a new device to measure the footage. The Owner’s Representative may, at his discretion, instruct the Contractor in writing, to resurvey those lengths of sewer first inspected with the original measuring device using the new measuring device.

h. Audio-visual recordings and collected data made during the television inspection shall become the property of the Owner. Submit to the Owner immediately upon completion of the television inspection.

D. Television Studio

The television studio shall be large enough to accommodate four people for the purpose of viewing the television monitor while the inspection is in progress. The television studio shall be insulated against noise and extremes in temperature and shall be provided with means of controlling external and internal sources of light in a manner capable of ensuring that the monitor screen display is in accordance with the requirements of this specification. The Owner’s Representative shall have access to view the television screen at all times. Locate the central control panel and television camera control in the mobile television studio. Mount the television studio on a mobile vehicle (truck or trailer), which allows safe and orderly movement of the inspection equipment throughout the jobsite.


PART 3 - EXECUTION

A. Diversion of Wastewater Flow

Divert wastewater flow in accordance with the project plan for construction sequence that has been reviewed with the City and the Engineer. Plan shall be developed in writing and reviewed at least one week prior to initiating work.

B. Television Inspection

1. Inspect sewer pipelines with pan and tilt conventional television imagery so as to record relevant features and defects of the pipeline under inspection. Inspection of pipelines shall be carried out in a format reviewed by the Owner’s Representative. Perform cleaning in accordance with the requirements of the contract documents. A skilled technician or supervisor who shall be located at the control panel in the mobile television studio shall control the operation of the television equipment.

2. If television inspection of an entire section cannot be successfully performed from one manhole, perform a reverse setup to obtain a complete television inspection. No additional payment will be made for a reverse setup.

3. Provide a complete television inspection of both the upstream and downstream manholes beginning at the top of each manhole and panning down to inspect the entire manhole.

4. Whenever prevailing conditions allow, position the camera head to reduce the risk of picture distortion. In circular sewers, position the camera lens centrally (i.e., in prime position) within the sewer. In noncircular sewers, picture orientation shall be taken at mid-height, unless otherwise agreed, and centered horizontally. Direct the camera lens along the longitudinal axis of the sewer when in prime position. A positioning tolerance of ±10% of the vertical sewer dimension shall be allowed when the camera is in prime position.

5. Perform television inspections during low flow conditions. The Owner’s Representative reserves the right to refuse any television inspection that, because of high flow conditions or for any other reason, does not produce an effective survey of the sewer pipe. If the water level is greater than 25% of the pipe diameter, conventional television inspection shall not be attempted without prior approval from the Owner’s Representative. In addition, if it is determined that effective conventional television inspection cannot be performed, notify the Owner’s Representative in writing.

6. Do not pull a cleaning device in front of the television inspection camera during the taping of the sewer line.

C. Digital Audio/Visual Recording

1. Take continuous digital video recordings of the inspection view as it appears on the television monitor. It is intended that a digital video recording will be made of the complete television inspection of the sewer lines constructed as part of this project. The recording shall also be used as a permanent record of defects. The recording


shall be MPEG file format. The digital video encoding shall include both sound and video information that can be reproduced with a video image equal or very close to the quality of the original picture on the television monitor. The replay of the recorded video information, when reviewed by Windows Media PlayerTM, shall be free of electrical interference and shall produce a clear, stable image. The audio portion of the composite digital coding shall be sufficiently free of electrical interference background noise to produce an oral report that is clear and completely and easily discernible.

2. The audio portion of the inspection report shall include the location or identification of the section, the manhole-to-manhole direction of travel, and the distance traveled on the specific run encountered. The inspection camera equipment shall be on the specific run encountered. Continuously connect the inspection camera equipment to the television inspection or monitoring equipment. The recording and monitoring equipment shall have the built-in capability to allow the Owner’s Representative to instantly review both the audio and video quality of the recordings during the television survey. Playback speed shall be continuously adjustable from one-third normal speed for slow-motion viewing to normal playback speed.

3. Create separate MPEG files for each sewer line segment. In case of a reverse setup, store such inspection in a separate MPEG file. MPEG files shall be written to CD-ROM or DVD-ROM media for delivery to the Owner’s Representative. Multiple MPEGs may exist on each CD-ROM or DVD-ROM. Each CD-ROM or DVD-ROM shall be labeled, at a minimum, with the following information: Owner, Engineering Firm, Project Name, Date of creation, ID number, Sewer Line Sections, and TVI Contractor’s firm name.

4. Name the MPEG files according to the following file specification: [Start Manhole Number]_[End Manhole Number]_[Month]_[Day]_[Year].mpg

5. The Owner’s Representative reserves the right to refuse an MPEG on the basis of poor image quality, excessive bit rates, inconsistent frame rates, or any other characteristics that may affect usability by the Owner’s Representative.

D. Television Inspection Reports

1. Prepare a television inspection report covering the television inspection work and the information acquired. Prior to beginning work, submit a sample hardcopy television inspection report to the Owner’s Representative for review.

2. Report sewer defects in accordance with the National Association of Sewer Service Companies (NASSCO) program known as Pipeline Assessment and Certification Program (PACP). The Owner’s Representative reserves the right to refuse any inspection report that does not comply with the PACP program.

3. Prior to beginning work, submit to the Owner’s Representative certification in NASSCO’s PACP. Do not commence work until such certification is provided.


E. Quality Control

1. Operate a quality control system that will effectively gauge the accuracy of inspection reports produced by the operator.

2. The Owner’s Representative shall be entitled to audit the control system and be present when assessments of the sewer integrity are being determined. When requested by the Owner’s Representative in writing, forward to the Owner’s Representative sufficient details and information for such audit assessment. Should any report fail to achieve a margin that the Owner’s Representative deems satisfactory, the Contractor, without any additional compensation, shall recode and resubmit any data or reports that the Owner’s Representative deems necessary.

END OF SECTION

DIRECTIONAL BORING OF PIPE 330522-1 60060986 - March 24, 2010

SECTION 330522 DIRECTIONAL BORING OF PIPE

PART 1 - GENERAL

A. Description

This section includes materials and installation of PVC pipe meeting AWWA C905 by the directional boring method.



2. General Piping Requirements: 400500.


4. Fusible PVC Pipe, C905: 402095A.

C. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300 and the following:.

2. Submit list and description of materials and equipment to be used.

3. Submit drawings showing proposed method of construction including location of receiving and sending pits. Submit proposed sequence of construction.

4. Submit proposed pressure testing location for pipe before directional boring.

5. Submit an accurate record of the crossing location in plan view and profile depth. Record all changes on the contract drawings as work progresses.

6. Calculations signed and sealed by a professional engineer licensed in the state of Florida demonstrating a factor of safety of 2.5 against buckling of the pipe considering the materials and equipment to be used.

PART 2 - MATERIALS

A. Fusible PVC Pipe, C905

See Section 402095A.

B. Bolts and Nuts for Flanged Connections

See Section 400500.


C. Drilling Fluid

Drilling fluid shall be bentonite and water or a combination of bentonite and polymers and water formulated to move cuttings to the surface and lubricate the pipe during pullback.

D. Drill Pipe

Drill pipe shall be steel with sufficient strength to withstand the maximum rated pullback and pushing load of the drilling equipment. Drill pipe joints shall be flush and capable of transmitting maximum rated torque of the drilling equipment.

E. Drilling Equipment

1. Drilling equipment shall have a maximum sound power level of 72 dBA (as defined in ANSI S1.4) at 10 feet when operating within 100 feet of a residential unit. Measure sound power level in accordance with ISO 3740 and 3744.

2. Mixing, pumping, and holding/separation tanks shall be capable of delivering mixed drilling fluid to the cutting head. Drilling fluids circulating equipment shall be designed to minimize spillage.

F. Downhole Tools

1. Cutting heads, backreamers, and hole openers shall be suitable for the soil conditions anticipated by the Contractor.

2. Grips, pulling heads, and swivels shall be compatible with the pipe material. Design to transmit without distortion the maximum rated pullback force of the equipment used. Grips, pulling heads, and swivels shall be specifically engineered for directional drilling applications.

3. Tracking equipment shall be capable of determining the location of the cutting head at depth within ±3 inches.

PART 3 - EXECUTION

A. Installation

1. The pipe shall follow the line and grade shown in the drawings and shall exit the ground within 2 feet of the design location.

2. Install the pipe in a manner that does not cause upheaval, settlement, cracking, movement, or distortion of the surface material including bridge walls, retaining walls, and channel bottom.

3. Locate the entrance and exit pits to be within the Owner's right-of-way.

B. Trenching and Earthwork

Accomplish trenching and earthwork in accordance with Section 312316.


C. Pipe Joining

1. PVC Pipe: See Section 402095A.

2. Where the staging area permits, join entire length of pipe to be pulled through bore prior to commencement of pullback operation. If not feasible because of the length of the bore and the size of the staging area, each pipe section may be fused or welded to the previous section before the pull back. Support weight of joined pipe suspended on rollers to minimize pulling forces.

D. Flanged Connections

See Section 402095A.

E. Pre-Bore and Post-Bore Pressure Testing

1. Prior to pulling the PVC pipe through the directional bore hole, the pipe shall be pressure tested at 100 psi in accordance with Section 400515. Perform pressure testing again after final installation of the PVC pipe and before final acceptance by the Owner.

2. At the Contractor's option, pipe need not be pressure tested before pulling the pipe through the bore hole. In such case, if the pipe does not pass the pressure test after installation, then remove the entire pipe from the bore hole, repair the pipe, and perform pressure testing prior to reinstalling the pipe and again after reinstallation.

3. The Owner's Representative will witness the pressure tests and shall be informed 48 hours in advance of pressure tests.

F. Pilot Bore

Construct a pilot bore at least 2 inches in diameter at the centerline alignment and grade as shown in the drawings. Complete the pilot bore within 60 days after the date of the Notice to Proceed. Circulate drilling fluids to maintain an open bore at all times. If the path of the pilot bore is successfully completed, then proceed with the reaming procedure, and pull the pipe from the receiving location (exit pit) to the sending location (entry pit). If the pilot bore could not be successfully completed, then do not proceed with the reaming procedure until the Owner, Owner's Representative, Engineer, and Contractor have met to discuss alternative options for the pipeline crossing. The pilot bore and reaming procedure shall be controlled by a magnetic survey system including accelerometers, magnetometers, connector wire, and survey probe. The guidance system shall be capable of measuring depth, location, pitch, and roll of the bore and shall be able to indicate depth up to 30 feet.

G. Drilling Fluids

Contain and dispose of the drilling mud in accordance with state and federal regulations and permit conditions. Install erosion and sedimentation control measures including straw bales to prevent drilling mud from inadvertently spilling out of the entrance/exit pit.


Monitor drilling fluids at the surface to avoid excessive downhole pressures which may buckle the surface or the pipe during installation.

H. Backreaming Bore and Pipe Installation

Upon completing the pilot bore, pull the drill pipe back through the bore using an oversized backreamer larger than the proposed pipe to be pulled back through the bore hole. Repeat backreaming as necessary to enlarge the bore to provide sufficient clearance for the pipe. Attach pulling head and swivel and pull pipe through with closed end. Pull pipe back in one continuous pull to avoid closure of the bore hole.

END OF SECTION

MICROTUNNELING OF VITRIFIED CLAY PIPE 330523-1 60060986 - March 24, 2010

SECTION 330523 MICROTUNNELING OF VITRIFIED CLAY PIPE

PART 1 - GENERAL

A. Description

This section includes materials and installation of vitrified clay pipe (VCP) by microtunneling. Microtunneling is tunnel excavation by remotely operated, closed face or earth pressure balance type microtunnel boring machine, followed immediately by jacked installation of the pipe. Use of face shields, hand excavation, cutter boom shield, or backacter shield equipment is specifically not allowed.


1. Preconstruction Digital Audio Video Documentation: 013233



4. Leakage and Infiltration Testing: 330130.

5. Sanitary Sewer System Television Inspection: 330131.


C. Submittals

1. Submit shop drawings in accordance with the General Conditions and Section 013300.

2. Submit details of microtunneling boring machine including manufacturer's data sheets, means to control line and grade, excavation and removal of spoil, lubrication, and grouting system. The jacking system used, including intermediate jacks used, shall be capable of continuously monitoring the jacking pressure, the rate of advancement and the distance jacked.

3. Submit means of controlling groundwater and subsidence.

4. Submit means of muck disposal.

5. Submit maximum jacking loads capable of being exerted on the jacking pipe. Submit maximum jacking loads anticipated and minimum factor of safety of pipe, minimum safety factor for VCP shall be 2.5. Provide supporting calculations signed by a professional engineer licensed in the state of Florida.

6. Submit photographic record of alignment prior to commencement of microtunneling activities. Submit settlement-monitoring records.

7. Submit invert survey data provided at the end of each microtunneling work shift. Submit pipe invert elevation monitoring reports prepared by the microtunneling


contractor at the end of each work shift, giving the elevation of the pipe invert every 20 feet, including even "XX+00" stations during microtunneling operations.

8. Technical data on the vitrified clay pipe being used for the project.

9. Provide detailed installation requirements as recommended from the manufacturer. Contractor shall identify any variances he plans to take from these instructions and define why they need to be modified. This variance is subject to review and acceptance or denial by the City/Engineer.

10. Provide detailed description of projects (minimum 3) in Florida on which this system has been used, including the names, address and telephone numbers and e-mail addresses of owner’s representatives for these projects.

11. Submit report on factory leakage test of joints per ASTM C425. Submit report on crushing strength, absorption or hydrostatic pressure and acid resistance tests per ASTM C700 a

12. Submit a written record of each drive once it has been completed. This record shall include the jacking force and drive length of each individual drive. These records shall be available to the Owner or designated representative upon request.

13. Submit plan for testing the driven pipe in accordance with Sections 330130 or 400515. Inspect the driven pipe in accordance with Section 330131. Satisfactorily repair all leaks, which may include redriving VCP.

D. Jurisdiction

1. Comply with the applicable regulations of 29CFR 1926, Subpart S, "Underground Construction, Caisson, Cofferdams, and Compressed Air" as amended and other applicable OSHA standards including ventilation requirements.

2. Comply with Florida Trench Safety Standards.

3. For microtunneled pipe crossing under roadways, railroads, or other installations not within the jurisdiction of the Owner, the Contractor shall comply with regulations of said authority.

PART 2 MATERIALS

A. Microtunneling Machine

1. Provide a hydraulically steerable, laser-guided, hydraulic boring head microtunnel excavation machine. Design microtunnel excavation machine to be advanced by jacking pipe. The principal components of the jacking system shall be manufactured by a reputable equipment manufacturer. The microtunnel excavation machine shall be part of a complete system designed and engineered to fit and function together including the following subsystems: jacking system, spoil removal system, lubricant injection system, and guidance system. Operator shall be safely


positioned above ground with a full view of the controls and laser target to observe changing soil conditions and to monitor line and grade.

2. Boring head shall be articulated, able to be steered in any direction. Provide means of rapidly dealing with groundwater and raveling or caving ground at the face of excavation. The maximum diametrical overcut shall not exceed the outside diameter of the pipe by 1 inch.

3. Provide a prefabricated skid base with guide rails which functions as an alignment guide for starting the excavation head and pipe into the ground. Design yoke used to push the pipe to ride in the skid base so that the force is applied uniformly against the pipe and accurately aligned with the bore. Hydraulic rams for pushing the yoke shall have a minimum thrust capacity of 400 tons.

B. Lean Grout

Lean grout shall consist of one part portland cement, a maximum of four parts sand, and sufficient water to produce a workable mixture. Sand for grout to be placed outside the casing shall be of such fineness that 100% will pass a No. 8 sieve and not less than 35% will pass a No. 50 sieve.

C. Bentonite

Bentonite shall be a commercially processed powdered bentonite, Wyoming type, such as Immacco-gel, Black Hills, or Big Horn Brand, as distributed by Industrial Mineral and Chemical Company, 7275 Reese Road, Florin, California; Los Angeles Chemical Company, 4545 Ardine South Gate, California; Brumley-Donaldson Company, 3050 Slauson Avenue, Huntington Park, California; or equal.


D. Vitrified Clay Pipe

1. Use specialized clay pipe for microtunneling Pipe shall meet the requirements of ASTM C1208 Standard specification for Vitrified Clay Pipe and Joints for Use in Jacking, Sliplining and Tunnels, latest revision. Pipe shall be NO-DIG VCP and manufactured by MCP Industries, Inc. or equal, as follows:

Nominal I.D. (inches)

Nominal O.D.* (inches)

Approximate weight per foot (pounds/ft)

Allowable Safe Jacking Load in Tons (2.5 S.F. Maximum)

8 11.00 41 45

10 13.5 65 65

12 15.62 78 83

15 19.5 106 121

18 22.12 133 154

21 24.5 158 163

24TW 30.25 229 249

30 35.25 310 337

36 42.5 420 463

*O.D is not precision ground surface

2. All pipe must be able to withstand a compression loading greater than the jacking load anticipated. The maximum jacking force anticipated for this project is based on a 0.06 tons/square foot of pipe/soil contact area.

3. Pipe that does not have an allowable safe jacking load with minimum safety factor of 2.5 of at least the tonnage calculation are not acceptable for use. Formula is 0.06 x pi x longest drive length in ft.

4. Diving ends of the pipe and intermediate points shall be protected against damage. Use the manufacturer’s approved method to cushion and distribute the jacking force.

5. The pipe shall have a minimum compressive strength of 7000 psi.

6. The pipe joint collar shall be manufactured using Series 316 stainless steel or better.

7. The pipe shall have equalizer compression rings.


PART 3 - EXECUTION

A. Microtunneling

1. Fit a microtuneling machine to the leading section of the pipe to be flush with the outer surface of the pipe. Anchor the microtunneling machine to prevent any wobble or alignment variation during the jacking/tunneling operation.

2. The maximum allowable overcut shall not be greater than 1 inch larger than the outside diameter of the pipe. Completely pressure-fill the annular space created by the overcut with bentonite lubricant.

3. Spoil removal from the face shall be by automatic slurry/spoil removal means. Design spoil conveyance to minimize damage to pipe interior.

4. Maintain alignment by laser guidance. Mount the target on the microtunneling machine and the laser at the rear of the jacking pit on a mounting independent of any moving components including prefabricated skid base.

5. Test the VCP of each drive in accordance with Section 330130 or Section 400515, as appropriate.

6. Inspect the driven pipe in accordance with Section 330131.

B. Settlement Control and Monitoring and Photographic Record

1. Prior to microtunneling activities, photographically document all structures, manholes, storm drain inlets, walls, and culverts. Documentation may be in the form of 4 x 5 color prints or DVD format. Each image shall be date stamped. Record existing condition of structures within 100 feet of tunnel alignment. Repeat after completion of microtunneling. Refer to Section 013233.

2. Minimize surface settlements by using careful microtunneling methods, well-maintained equipment, ample new materials, and skilled tunnel crews. Provide daily monitoring of tunnel crown movements. Limit surface settlement in accordance with the following:

Maximum Settlement of Existing Structures

Item

Maximum Settlement (inches)

Any Structure 1/2

Any Paved Surface 1/2

Sidewalks 1/2

Other Ground Surface 1

3. Repair any damage resulting from surface settlement or heave caused by shaft excavation, dewatering, or conduit installation at no additional cost to the Owner.


4. Utilizing the services of a licensed surveyor, install or utilize existing monuments at least 100 feet on center along tunnel centerline, at the surface. Measure and record horizontal coordinates and vertical elevation to the same tolerance as the project survey. Remeasure weekly during microtunneling and backfill of pits and shafts.

5. Submit record of initial survey points with a map and photographic survey and settlement monitoring at completion of construction.

C. Dewatering

In accordance with the requirements of Section 312316 and SWFWMD permitting, provide and maintain means and devices to remove and dispose of all water entering the microtunneled excavation, pipe, and jacking pit during the time the tunnel is being excavated, during the jacking of the pipe, and until the backfill at the jacking pits has been completed. These provisions shall apply during the noon hour as well as overnight. Dispose of the water in a manner to prevent damage to adjacent property. Do not drain trench water through the pipeline under construction.

D. Location of Excavated Material

During microtunneled excavation, place the excavated material only within the working area or within the areas shown in the drawings. Do not obstruct any roadways or streets. Conform to federal, state, and local codes governing the safe loading of trenches with excavated material. Dispose of excess material off site. No stockpiling of the materials shall be permitted. Material shall be removed at regular intervals not exceeding 48 hours.

E. Handling VCP

1. Pipe shall be delivered to the job site in banded packages from the factory.

2. The pipe shall be inspected for damage prior to unloading. The inspection shall include at a minimum: collar material, sealing gasket, pipe barrel. Damaged pipe shall be noted on the delivery ticket and stored in a protected area until the manufacturer’s representative can inspect the pipe.

3. If forks are used, a rubber bumper shall be used as a cushion at the back of the forks. The manufacturer recommends to avoid excess travel distance or bumping pipe together while handling. Damaged pipe will be rejected.

4. Contractor shall note that special factory packaging is needed if he intends to use slings to handle the pipe. Only textile slings are permitted.

5. Use of cable slings for unloading is prohibited.

6. Store pipe in original packaging until ready to be used in the vicinity of the jacking shaft. Store on level surfaces with space between the packages to avoid contact between packages. The driving ends of the pipe and intermediate point shall be protected against damage.


7. Contractor shall use care to prevent damage to the collar material, spigot ends and sealing gaskets. The collar and gasket shall not be allowed to touch the ground or another pipe.

8. Inspect pipe again for damage prior to use using the factory furnished magnaflux. The magnaflux is applied by a brush and will seep into any cracks to make the crack appear darker. Immediately after magna flux application visually inspect the magnafluxed area for any cracks. Do not use damaged pipe. See paragraph 2 above.

F. Installing VCP

1. Install in accordance with the reviewed instructions from the manufacturer.

2. The pipe shall be inspected for damage prior to installation.

3. The driving ends of the pipe and intermediate point shall be protected against damage. The detailed method proposed to cushion and distribute the jacking force at the joint is subject to review by the Owner and his representative. Any pipe showing signs of failure may be required to be jacked through to the reception shaft and removed.

G. Jacking Pit

Place in the approach adit or jacking pit and firmly bed on the required line and grade guide rails, structural steel, or concrete cradle of sufficient length to provide accurate control of jacking alignment. Provide space to permit the insertion of the lengths of pipe to be jacked. Brace or anchor the guide rails and structural steel sections to ensure action of the jacks in line with the axis of the pipe. Interpose between the jacks and the end of the pipe a bearing block consisting of a timber or structural steel framework constructed to provide uniform end bearing over the perimeter of the casing and distribute the jacking pressure evenly. Similarly, interpose plywood between pipe sections to evenly distribute jacking pressure and avoid crushing pipe ends.

H. Control and Monitoring of Alignment and Grade

Control the application of jacking pressure and excavation of material ahead of the pipe as it advances to prevent the pipe from becoming earthbound or deviating from the required line and grade. Restrict the excavation of material to the least clearance necessary to prevent binding in order to avoid causing a collapse of ground and consequent settlement or possible damage to overlying or adjacent structures.

I. Closing the Jacking Pit or Adit

After jacking equipment and muck from the tunnel have been removed from the approach adit or jacking pit, prepare the bottom of the jacking pit as a pipe foundation. Remove loose and disturbed material below pipe grade to undisturbed earth and recompact the material in accordance with Section 312316. Install manholes and connecting pipe and backfill in accordance with the Standard Specifications.


J. Alignment

Limit the variation in the field position of the pipe from the line and grade as indicated in the drawings to 1 inch in lateral alignment and ½ inch in vertical grade providing that, in the case of gravity flow pipes, the final grade of the flow line shall be in the indicated direction.

END OF SECTION

FIRE HYDRANTS 331219-1 60060986 - March 24, 2010

SECTION 331219 FIRE HYDRANTS

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation of dry barrel fire hydrants.


1. Painting and Coating: 099000.


3. Manual, Check, and Process Valves: 400520.

4. Ductile-Iron Pipe: 402040.

C. Submittals


2. Submit certificate of compliance with AWWA C502.

3. Submit manufacturer's catalog data and descriptive literature. Show materials of construction. Submit dimensional drawings. Show coatings.

PART 2 - MATERIALS

A. Fire Hydrant Selection

Provide fire hydrants of the dry barrel design.

B. Dry Barrel Fire Hydrant Design

1. Fire hydrants shall comply with AWWA C502. Provide frangible section near the ground line designed to break on impact. Confirm configuration of the hydrant with the City prior to ordering the hydrant.

2. Provide two 2-1/2-inch and one 4-inch nozzles. Threads on nozzles shall conform to NFPA 1963. Provide cap with chain on each nozzle.

3. Inlet Connection of Bury: restrained mechanical joint.

4. Manufacturers and Models: ACIPCO, Clow or equal.

FIRE HYDRANTS 331219-2 60060986 - March 24, 2010

C. Bronze Components in Contact with Water

Bronze shall have the following chemical characteristics:

Constituent Content

Zinc 7% maximum

Aluminum 2% maximum

Lead 8% maximum

Copper + Nickel + Silicon 83% minimum

PART 3 - EXECUTION

A. Painting and Coating

1. Coat hydrant top section and the exposed portion of the bury section per Section 099000, System No. 10. Apply prime coat at factory. Color of finish coat shall be consistent with the City standards. Apply finish coat in field.

2. Coat buried ductile iron per Section 402040.

3. If cement-mortar coated bury sections are used, hold back the mortar coating so it does not extend more than 2 inches above grade.

B. Factory Testing

Test per AWWA C502, Section 5.

C. Installation

1. Install with the face of the bottom flange of the barrel 4 to 6 inches above the adjacent ground or paving.

2. Install hydrants so that the distance from the curb face to a hydrant outlet is no less than 2 feet and no greater than 6 feet; unless otherwise noted on the drawings.

3. Provide thrust block on bury elbow as detailed in the City standards.

END OF SECTION

BACKFLOW PREVENTERS 331220-1 60060986 - March 24, 2010

SECTION 331220 BACKFLOW PREVENTERS

PART 1 - GENERAL

A. Description

This section includes materials and installation of reduced pressure backflow preventers.





4. Equipment, Piping, Duct, and Valve Identification: 400775.

C. Submittals

1. Submit shop drawings in accordance with the General Provisions and Section 013300.

2. Submit manufacturer's certificate of compliance with AWWA C511 for backflow preventers. Submit manufacturer's certificate of compliance with NSF 61.

3. Submit manufacturer's catalog data and descriptive literature. Submit dimensional drawings. Call out materials of construction by ASTM reference and grade. Show coatings. Provide manufacturer's certification that materials are lead free.

PART 2 - MATERIALS

A. Backflow Preventers

1. Backflow preventers shall be of the reduced pressure type, complying with AWWA C511. Provide two independently operating check valves, two shutoff valves, an automatic pressure differential relief valve, and test cocks so that a test of each check valve can be made. Design backflow preventers for cold-water service.

2. Backflow preventers of sizes 2 inches and smaller shall have bronze (ASTM B61 or B62) check valves. Check valves shall be of the poppet type and have replaceable seats.

3. Backflow preventers 2 inches and larger shall have check valves of either the poppet or the toggle lever type. Check valves larger than 2 inches shall have cast-iron (ASTM A126, Class B) body and cover.

4. Differential relief valve shall be bronze (ASTM B61 or B62) with Type 304 or 316 stainless steel trim.

BACKFLOW PREVENTERS 331220-2 60060986 - March 24, 2010

5. Isolation valves shall be Type V-100 gate or Type V-300 ball per Section 400520 for backflow preventers smaller than 3 inches and Type V-130, V-180, or V-185 gate per Section 400520 for backflow preventers 3 inches and larger.

6. Backflow preventers shall be as called out on the drawings.

PART 3 - EXECUTION


1. Coat backflow preventers and detector checks including isolation valves the same as the adjacent piping. If the adjacent piping is not coated, then coat per Section 099000, System No. 10. Apply the specified prime and intermediate and finish coats at the place of manufacture. Apply intermediate and finish coats in field. Do not coat bronze or stainless steel items. Finish coat shall match the color of the adjacent piping.

2. Line backflow preventers and detector checks 4 inches and larger (including isolation valves) on the interior metal parts, excluding seating areas and bronze and stainless steel pieces per Section 099000, System No. 7 or alternatively fusion bonded epoxy.

B. Installation of Backflow Preventers

Installation shall be done by an installer certified in the state of Florida.

C. Field Testing

Pressure test the backflow preventers along with the connecting piping per Section 400515. There shall be no visible leaks in the backflow preventer assembly, valves, or joints of the interconnecting piping.

END OF SECTION

DISINFECTION OF PIPING AND STRUCTURES 331300-1 60060986 - March 24, 2010

SECTION 331300 DISINFECTION OF PIPING

PART 1 - GENERAL

A. Description

This section includes materials and procedures for disinfection of water mains by the continuous feed method and by the slug method. Disinfect piping in accordance with AWWA C651, except as modified below.

B. Related Work Described Elsewhere

Pressure Testing of Piping: 400515.

C. Job Conditions

1. Discharge of chlorinated water into watercourses or surface waters is regulated by the National Pollutant Discharge Elimination System (NPDES). Disposal of the chlorinated disinfection water and the flushing water is the Contractor's responsibility. Dechlorinate the disinfection water such that the chlorine residual does not exceed 0.01 mg/L.

2. Schedule the rate of flow and locations of discharges in advance to permit review and coordination with Owner and cognizant regulatory authorities. The allowable locations of discharges include selected sanitary sewer manholes. Dry stormwater retention basins may also be used if approved by the City and permitting authorities.

3. Use potable water for chlorination.

4. Submit request for use of water from waterlines of Owner 48 hours in advance. The City will charge for the use of potable water.

PART 2 - MATERIALS

A. Liquid Chlorine

Inject with a solution feed chlorinator and a water booster pump. Follow the instructions of the chlorinator manufacturer.

B. Calcium Hypochlorite (Dry)

Dissolve in water to a known concentration in a drum and pump into the pipeline at a metered rate.

C. Sodium Hypochlorite (Solution)

Further dilute in water to desired concentration and pump into the pipeline at a metered rate.


D. Chlorine Residual Test Kit

For measuring chlorine concentration, supply and use a medium range, drop count, DPD drop dilution method kit per AWWA C651, Appendix A.1. Maintain kits in good working order available for immediate test of residuals at point of sampling.

PART 3 - EXECUTION

A. Continuous Feed Method for Pipelines

Introduce potable water into the pipeline at a constant measured rate. Feed the chlorine solution into the same water at a measured rate. Proportion the two rates so that the chlorine concentration in the pipeline is maintained at a minimum concentration of 25 mg/L. Check the concentration at points downstream during the filling to ascertain that sufficient chlorine is being added.

B. Slug Method for Pipelines

Introduce the water in the pipeline at a constant measured rate. At the start of the test section, feed the chlorine solution into the pipeline at a measured rate so that the chlorine concentration created in the pipeline is 100 mg/L. Feed the chlorine for a sufficient period to develop a solid column or "slug" of chlorinated water that will, as it passes along the line, expose all interior surfaces to a concentration of at least 100 mg/L for at least three hours.

C. Disinfection of Valves, Blind Flanges, and Appurtenances

During the period that the chlorine solution or slug is in the section of pipeline, open and close valves to obtain a chlorine residual at hydrants and other pipeline appurtenances. Swab exposed faces of valves and blind flanges prior to bolting flanges in place with a 1% sodium hypochlorite solution.

D. Disinfection of Connections to Existing Pipelines

Disinfect isolation valves, pipe, and appurtenances per AWWA C651, Section 4.7. Flush with potable water until discolored water, mud, and debris are eliminated. Swab the interior of pipe and fittings with a 1% sodium hypochlorite solution. After disinfection, flush with potable water again until water is free of chlorine odor.

E. Disinfection of Tapping Sleeves and Line Stopping

Flush exterior of pipe with potable water after removal of existing coating. Swab exterior of pipe with a 1% sodium hypochlorite solution. Disinfect per AWWA C651, Section 4.8. After completion of tapping and line stopping, swab interior of pipe, valves, and faces of flanges to be connected to bypass piping with a 1% sodium hypochlorite solution.


F. Confirmation of Residual

1. After the chlorine solution applied by the continuous feed method has been retained in the pipeline for 24 hours, confirm that a chlorine residual of 25 mg/L minimum exists along the pipeline by sampling at air valves and other points of access.

2. With the slug method, confirm by sampling as the slug passes each access point and as it leaves the pipeline that the chlorine concentration in the slug is at least 50 mg/L.

G. Pipeline Flushing

After confirming the chlorine residual, flush the excess chlorine solution from the pipeline until the chlorine concentration in the water leaving the pipe is within 0.5 mg/L of the replacement water.

H. Bacteriologic Tests

Collect two sets of samples per AWWA C651, Section 5.1, deliver to a certified laboratory within six hours of obtaining the samples, and obtain a bacteriologic quality test to demonstrate the absence of coliform organisms in each separate section of the pipeline after chlorination and refilling. Collect at least one set of samples from every 500 feet of the new water main and line stopping insertion point, plus one set from the end of the line and at least one set from each branch. At each connection to an existing pipeline, take two additional samples.

I. Repetition of Procedure

If the initial chlorination fails to produce required residuals and bacteriologic tests, repeat the chlorination and retesting until satisfactory results are obtained.

J. Test Facility Removal

After satisfactory disinfection, disinfect and replace air valves, restore the pipe coating, and complete the pipeline where temporary disinfection or test facilities were installed.

K. Piping to be Disinfected

1. Disinfect all piping as indicated on the Piping Schedule except:

a. Sewers, force mains, reclaimed water, and drainage piping.

b. Storm drain piping.

c. Reinforced concrete and vitrified clay pipe.

END OF SECTION

PVC GRAVITY SEWER PIPE 333112-1 60060986 - March 24, 2010

SECTION 333112 PVC GRAVITY SEWER PIPE

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of PVC gravity sewer pipe conforming to ASTM D3034 or ASTM F789. Sizes are 4 through 15 inches for ASTM D3034 and ASTM F789 pipe.


1. Precast Circular Concrete Manholes: 034210.



C. Submittals

1. Submit shop drawings in accordance with the General Provisions and Section 013300 and the following.

2. Submit reports on testing per ASTM D3034 or ASTM F789 (pipes 4 inches through 15 inches).

3. Submit cut sheets showing invert elevations, ground elevations, and cuts every 25 feet. Show lateral locations.

PART 2 - MATERIALS

A. PVC Material

Additives and fillers, including stabilizers, antioxidants, lubricants, colorants, etc., shall not exceed 10 parts by weight per 100 of PVC resin in the compound.

B. Pipe

1. Pipe 4 through 15 inches shall conform to ASTM D3034, SDR 35, or ASTM F789.

C. Joints

Provide elastomeric gasket joints of the push-on type, conforming to ASTM D3212.

D. Gaskets

Gaskets for push-on joints shall conform to ASTM F477.


E. Fittings

1. Fittings for pipe 4 through 15 inches shall conform to ASTM D3034, SDR 35, or ASTM F789.

F. Mandrel for Field Testing of Pipe Deflection

The mandrel shall:

1. Be a rigid, nonadjustable, odd-numbering-leg (nine legs minimum) mandrel having an effective length not less than its nominal diameter.

2. Have a minimum diameter at any point along the full length as follows:

Pipe Material Nominal Size

(inches) Minimum Mandrel Diameter

(inches)

PVC-ASTM D3034 (SDR 35)

6 5.619

8 7.524

10 9.405

12 11.191

15 13.849

3. Be fabricated of steel; be fitted with pulling rings at each end; be stamped or engraved on some segment other than a runner indicating the pipe material specification, nominal size, and mandrel outside diameter (e.g., PVC, D 3034-8"-7.524"); and be furnished in a carrying case labeled with the same data as stamped or engraved on the mandrel.

4. All costs incurred by the Contractor attributable to mandrel and deflection testing, including any delays, shall be borne by the Contractor at no cost to the Owner.

PART 3 - EXECUTION

A. Laboratory Testing

1. Conduct tests required in ASTM D3034 or F789 and F477.


2. The acceptable rates of failure for quality control tests shall be as follows:

a. Outer Diameter: 0%.

b. Minimum Wall Thickness: 0%.

c. Other Dimensions: 0%.

d. Flattening: 0%.

e. Impact: Six of six samples must pass; if one fails, test six more; all six must pass.

B. Installing PVC Sewer Pipe

1. Install in accordance with Section 312316, ASTM D2321, and as described below.

2. Pipe shall not deviate more than 1 inch from line or 1/4 inch from grade. Measure for grade at the pipe invert.

3. Minimum bedding thickness shall be 4 inches as specified in Section 312316.

4. Lay pipe without break, upgrade from structure to structure, with the socket ends of the pipe upgrade.

5. Do not use the pipe as a drain for removing water that has infiltrated into the trench.

6. After joint assembly, bring the bedding material up to pipe spring line. Bedding material shall be imported sand per Section 312316. Place the bedding material on each side of the pipe. Tamp the bedding material into final position at pipe spring line and continue to the top of the pipe. Relative compaction shall be in conformance with Section 312316.

7. Then place bedding material to 1 foot above the top of the pipe and compact to the same relative compaction as in the pipe zone per Section 312316. The remainder of the trench backfill shall be native material, installed per Section 312316.

8. Do not use hydro-hammers to compact bedding or backfill.

C. Installing Laterals

1. Each wye branch fitting shall have its barrel diameter equal to the diameter of the sanitary sewer main and the spur (or branch) diameter as indicated in the drawings. Do not place wye branches within 5 feet of any structure.


2. Install wye fittings so that the outlet branch is inclined upward at an angle of 45 degrees. Plug wye branch fittings that are to be left unconnected with a stopper or plug. Join laterals to wye branch fittings at the sanitary sewer main by eighth bends. Eighth bends and quarter bends are a part of lateral sewer line.

3. End of the lateral shall be at least 3 feet below the existing or proposed grade of the ground at existing structure to be served or as called for in the drawings.

4. Where possible, laterals shall run perpendicular to the sewer main at a minimum grade of 1%. Bed laterals the same as the sewer main into which they connect.

5. Plug laterals with stopper in the socket of the last joint. Seal stopper in place so that it will withstand the internal pressure during the test for leakage and so that it may be removed without damage to the socket.

6. Mark the location of each lateral by chiseling a letter "S" 1-1/2 inches high on the top of the curb. If the terminal point of the lateral is more than 8 feet beyond the curb line or curb improvements do not exist, provide and install a 4-inch by 4-inch by 3-foot 0-inch stake extending 2 inches above the ground and placed at the end of the connection.

D. Installing Pipe at Manholes and Structures

1. Place a 2-foot PVC length of pipe of the same inside diameter as the adjoining pipe at the inlet and outlet to each manhole or structure. Use one of the following methods:

a. Directly cast a manhole coupling into the manhole base. Provide rubber-ring gasket in the coupling.

b. Stretch a rubber-ring gasket around the pipe to serve as a water stop when cast into the structure wall.

2. Do not cast pipe bells into manholes or structures. Cut off the bell so that no recess or offset appears on the exposed face from the inside wall of the pipe to the outside wall of the pipe. The pipe shall have a plain end, flush with the inside wall of the manhole or structure, or as shown in the drawings.

E. Testing for Defects of Installed Pipe

Following placement and compaction of backfill and prior to placing permanent pavement, ball and mandrel the pipe to measure for obstructions (excessive deflections, joint offsets, and lateral pipe intrusions).


F. Field Testing for Pipe Deflection

1. Test installed pipe to ensure that vertical deflections for plastic pipe do not exceed the maximum allowable deflection. Maximum allowable deflections shall be governed by the mandrel requirements stated herein and shall nominally be:

Nominal Pipe Size Percentage

Up to and including 12 inches 5.0

Over 12 to and including 27 inches 4.0

2. The maximum average inside diameter shall be equal to the average outside diameter per applicable ASTM standard minus two minimum wall thicknesses per applicable ASTM standards. Manufacturing and other tolerances shall not be considered for determining maximum allowable deflections.

3. Perform deflection tests not sooner than 30 days after completion of placement and compaction of backfill. Clean and inspect the pipe for offsets and obstructions prior to testing.

4. Pull a mandrel through the pipe by hand to verify that maximum allowable deflections have not been exceeded. Prior to use, the mandrel shall be certified by an independent testing laboratory. Use of an uncertified mandrel or a mandrel altered or modified after certification will invalidate test. If the mandrel fails to pass, the pipe will be deemed to be overdeflected.

5. Uncover any overdeflected pipe and, if not damaged, reinstall. Remove damaged pipe from the site. Any pipe subjected to any method or process other than removal, which attempts, even successfully, to reduce or cure any overdeflection, shall be uncovered, removed from the site, and replaced with new pipe.

G. Leakage Test

See Section 330130.

H. Testing for Alignment and Grade

After the pipe has been installed, tested for leakage, backfilled to existing grade, and manholes raised to grade and resurfaced, "ball" the pipe from manhole to manhole with a sewer scrubbing ball. After balling the pipe, perform the following:

1. Request television inspection by the Owner. If deficiencies are observed, the Owner will make a videotape and defects requiring correction will be noted. Upon completing the corrective work, notify the Owner; the affected portion of the pipeline system will be retelevised. Costs for retelevision inspection will be billed to the Contractor.

END OF SECTION

DIVISION 40 – PROCESS INTEGRATION 400500 GENERAL PIPING REQUIREMENTS

400515 PRESSURE TESTING OF PIPING

400520 MANUAL, CHECK, AND PROCESS VALVES

400560 AIR-RELEASE AND VACUUM-RELIEF VALVES

400590 CAST STAINLESS-STEEL SLUICE GATES

400722 FLEXIBLE PIPE COUPLINGS AND EXPANSION JOINTS

400762 WALL PIPES, SEEP RINGS, AND PENETRATIONS

400764 PIPE HANGERS AND SUPPORTS

400775 EQUIPMENT, PIPING, DUCT & VALVE IDENTIFICATION

402040 DUCTILE-IRON PIPE

402076 STAINLESS-STEEL PIPE

402090 PVC PIPE, 3 INCHES AND SMALLER

402091 PVC PIPE (4 TO 8 INCHES) WITH SOLVENT-WELDED JOINTS

402092 PVC DISTRIBUTION PIPE (AWWA C900)

402093 PVC DISTRIBUTION PIPE (14 INCHES AND LARGER)

402095 FUSIBLE PVC PIPE, C905

402097 HDPE PIPE, 20 INCHES AND SMALLER

402099 FIBERGLASS REINFORCED PLASTIC PIPE

402713 CORPORATION STOPS AND SERVICE SADDLES

409115 MAGNETIC FLOWMETERS

409715 PRESSURE GAUGES AND PRESSURE SWITCHES

409716 TEMPERATURE GAUGES

GENERAL PIPING REQUIREMENTS 400500-1 60060986 - March 25, 2010

SECTION 400500 GENERAL PIPING REQUIREMENTS

PART 1 - GENERAL

A. Description

This section describes the application of the Piping Schedule (refer to Section 400515) and the general requirements for selecting piping materials; selecting the associated bolts, nuts, and gaskets for flanges for the various piping services in the project; and miscellaneous piping items.




C. Submittals

1. Submit shop drawings in accordance with the General Provisions and Section 013300.

2. Submit affidavit of compliance with referenced standards (e.g., AWWA, ANSI, ASTM, etc.).

3. Submit certified copies of mill test reports for bolts and nuts, including coatings if specified. Provide recertification by an independent domestic testing laboratory for materials originating outside of the United States.

4. Submit manufacturer's data sheet for gaskets supplied showing dimensions and bolting recommendations.

D. Definitions of Buried and Exposed Piping

1. Buried piping is piping buried in the soil, commencing at the wall or beneath the slab of a structure. Where a coating is specified, provide the coating up to the structure wall. Unless detailed otherwise, coating shall penetrate wall no less than 1 inch. Piping encased in concrete is considered to be buried. Do not coat encased pipe.

2. Exposed piping is piping in any of the following conditions or locations:

a. Above ground.

b. Inside buildings, vaults, or other structures.

c. In underground concrete trenches or galleries.


E. Piping Service

Piping service is determined by the fluid conveyed, regardless of the pipe designation. For example, pipes designated "Air Low Pressure," "Air High Pressure," and "Air" are all considered to be in air service.

F. Default Piping Materials

If no material is shown in the drawings or in the Piping Schedule in Section 400515, use the following piping materials:

Service Size Range

(inches) Material Specification

Section

Buried 3 and smaller PVC 402090

4 DIP 402040

6 and larger DIP 402040

Exposed 3 and smaller PVC 402090

4 DIP 402040

6 and larger DIP 402040

PART 2 - MATERIALS

A. Materials Selection and Alternative Materials

1. The Piping Schedule lists the material and specification for each piping service in the project. Refer to Section 400515 for a listing. In locations where the piping material referenced on the Piping Schedule is not appropriate, the piping material is indicated in the drawings. Materials called out in the drawings shall govern over materials stated in the Piping Schedule.

2. The Piping Schedule may show alternative piping materials for certain services. In such cases, the same pipe material shall be used for all pipe sizes in all locations for the given piping service. Do not intermix piping materials.

B. Thread Forming for Stainless Steel Bolts

Form threads by means of rolling, not cutting or grinding.

C. Bolts and Nuts for Flanges for Ductile-Iron Piping (Specification Section 402040)

1. Bolts and nuts for all Class 125 or 150 flanges shall be Type 316 stainless steel conforming to ASTM A193, Grade B8M for bolts and ASTM A194, Grade 8M for nuts

2. Fit shall be Classes 2A and 2B per ASME B1.1 when connecting to cast-iron valves having body bolt holes.

3. Provide washers for each nut. Washers shall be of the same material as the nuts.


D. Bolts and Nuts for Flanges for Stainless Steel (Specification Section 402076)

1. Bolts and nuts for flanges shall be Type 316 stainless steel conforming to ASTM A193, Grade B8M for bolts and ASTM A194, Grade 8M for nuts.

2. Provide washer for each nut. Washers shall be of the same material as the nuts.

E. Bolts and Nuts for Flanges for FRP and PVC Pipe (Specification Sections 402090, 402091, 402092, and 402099)

1. Bolts and nuts for all flanges shall be Type 316 stainless steel conforming to ASTM A193, Grade B8M for bolts and ASTM A194, Grade 8M for nuts

2. Provide a washer under each nut and under each bolt head. Washers shall be of the same material as the nuts.

F. Lubricant for Stainless Steel Bolts and Nuts

Lubricant shall be chloride free and shall be RAMCO TG-50, Anti-Seize by RAMCO,

Specialty Lubricants Corporation Husky Lube O'Seal, or equal.

G. Gaskets for Flanges for Stainless Steel Piping in Engine Exhaust Service (Specification Section 402076)

Gaskets for engine exhaust piping shall be grooved Monel, 1/8-inch thick, having a minimum temperature rating of 1500°F. Products: Lamons Style 344 or equal.

H. Gaskets for Flanges for Ductile-Iron Piping and Fittings in Water Service (Specification Sections 402040)

Gaskets shall be full face, 1/8-inch thick, cloth-inserted rubber, with a Shore "A" hardness of 75 to 85. Gaskets shall be suitable for a water pressure of 200 psi at a temperature of 180°F. Gaskets shall have "nominal" pipe size inside diameters not the inside diameters per ASME B16.21. Products: Garlock Style 19 or equal.

I. Gaskets for Flanges for Ductile-Iron Piping and Fittings in Raw Sewage Service (Specification Sections 402040)

Gaskets shall be full face, 1/8-inch thick, Buna-N having a hardness of 55 to 65 durometer. Gaskets shall be suitable for a water pressure of 200 psi at a temperature of 250°F. Gaskets shall have "nominal" pipe size inside diameters not the inside diameters per ASME B16.21. Provide Garlock Style 9122 or equal.

J. Gaskets for Flanges for FRP Piping (Specification Section 402099)

1. Gaskets for pipe and fittings 12 inches and smaller shall be full faced, 3/16-inch thick EPR having a hardness of 50 to 70 durometer A.

2. Gaskets for pipe and fittings larger than 12 inches shall be full faced, 1/4-inch-thick EPR, having a hardness of 50 to 70 durometer A.


K. Gaskets for Flanges for PVC Piping (Specification Sections 402090, and 402091

Gaskets for flanged joints shall be full faced, 1/8-inch thick, having a hardness of 50 to 70 durometer A. Gasket material shall be EPR.

L. Gaskets for Flanges for Stainless Steel Piping (Specification Section 402076)

Gaskets shall be full face, 1/8-inch thick. Gaskets shall be one of the following nonasbestos materials:

1. Cloth-inserted rubber, with a Shore "A" hardness of 75 to 85. Gaskets shall be suitable for a pressure of 200 psi at a temperature of 180°F. Products: Garlock Style 19 or equal.

2. Acrylic or aramid fiber bound with nitrile. Products: Garlock "Bluegard," Klinger "Klingersil C4400," or equal. Gaskets shall be suitable for a water pressure of 500 psi at a temperature of 400°F.

M. Threaded Caps for Protection of Nuts and Bolt Threads

Caps shall be high-density polyethylene, color black or gray. The caps shall be filled with an anticorrosive lubricant to prevent nuts and bolts from rusting and corroding. Where applicable, lubricant shall be suitable for use in potable water (NSF 60 or SNF 61 approved). Caps shall withstand temperatures from -40°F to 200°F. Caps shall be suitable to use in exposed, buried, and submerged service conditions. Products: Sap-Seal Products, Inc.; Advance Products and Systems, Inc., "Radolid"; or equal.

N. Moldable Filler Tape for Pipe Surface Transition Areas

1. Filler tape shall be a 100% solids mastic-like butyl-rubber filler designed to fill and smooth the transition areas between adjacent coating surfaces such as step-down weld areas, surface irregularities beneath heat-shrink sleeves, pipefittings, and exothermic welds for cathodic protection bonding wire connections. Characteristics:

a. Thickness per ASTM D1000: 1/8 inch minimum.

b. Peel adhesion to primed pipe: 300 ounces per inch minimum.

c. Elongation: 600% minimum.

2. Products: Tapecoat “Moldable Sealant,” Polyken No. 939 Filler Tape, or equal.

PART 3 - EXECUTION

A. Installing Pipe Spools in Concrete

Install pipes in walls and slabs before placing concrete. See Sections 033000 and 400762.


B. Raised Face and Flat Face Flanges

Where a raised face flange connects to a flat-faced flange, remove the raised face of the flange.

C. Installing Aboveground or Exposed Piping

1. Provide pipe hangers and supports as detailed in the drawings and as specified in Section 400764.

2. Install pipe without springing, forcing, or stressing the pipe or any adjacent connecting valves or equipment.

D. Installing Flanged Piping

1. Set pipe with the flange bolt holes straddling the pipe horizontal and vertical centerline. Install pipe without springing, forcing, or stressing the pipe or any adjacent connecting valves or equipment. Before bolting up, align flange faces to the design plane within 1/16 inch per foot measured across any diameter. Align flange bolt holes within 1/8-inch maximum offset.

2. Inspect each gasket to verify that it is the correct size, material, and type for the specified service and that it is clean and undamaged. Examine bolts or studs, nuts, and washers for defects such as burrs or cracks and rust and replace as needed.

3. Clean flanges by wire brushing before installing flanged fittings. Clean flange bolts and nuts by wire brushing, lubricate carbon steel bolts with oil and graphite, and tighten nuts uniformly and progressively.

4. Bolt lengths shall extend completely through their nuts. Any that fail to do so shall be considered acceptably engaged if the lack of complete engagement is not more than one thread.

5. Do not use more than one gasket between contact faces in assembling a flanged joint.

6. Tighten the bolts to the manufacturer’s specifications, using the recommended cross bolt pattern in multiple steps of increasing torque, until the final torque requirements are achieved. Do not over torque.

7. If flanges leak under pressure testing, loosen or remove the nuts and bolts, reset or replace the gasket, reinstall or retighten the bolts and nuts, and retest the joints. Joints shall be watertight.

E. Installing Blind Flanges

1. At outlets not indicated to be connected to valves or to other pipes and to complete the installed pipeline hydrostatic test, provide blind flanges with bolts, nuts, and gaskets.


2. Coat the inside face of blind flanges per Section 099000, System No. 7, alternatively use fusion bonded epoxy lining and coating per Section 099761.

F. Installation of Stainless Steel Bolts and Nuts

Prior to assembly, coat threaded portions of stainless steel bolts and nuts with lubricant.

END OF SECTION

PRESSURE TESTING OF PIPING 400515-1 60060986 - March 25, 2010

SECTION 400515 PRESSURE TESTING OF PIPING

PART 1 - GENERAL

A. Description

This section specifies the cleaning and hydrostatic, pneumatic, and leakage testing of pressure piping for pumping stations, irrigation systems, water mains, and raw sewage force mains.


1. Landscape Irrigation System: 328420.


3. Disinfection of Piping: 331300.


C. Submittals


2. Submit test bulkhead locations and design calculations, pipe attachment details, and methods to prevent excessive pipe wall stresses.

3. Submit six copies of the test records to the Owner's Representative upon completion of the testing.

D. Test Pressures

Test pressures for the various services and types of piping are shown in the drawings in the subsection on “Test Pressure and Test Fluids” in Part 3.

E. Testing Records

Provide records of each piping installation during the testing. These records shall include:

1. Date and times of test.

2. Identification of process, pipeline, or pipeline section tested or retested.

3. Identification of which piping was tested.

4. Identification of pipeline material.

5. Identification of pipe specification.


6. Test fluid.

7. Test pressure at low point in process, pipeline, or pipeline section.

8. Remarks: Leaks identified (type and location), types of repairs, or corrections made.

9. Certification by Contractor that the leakage rate measured conformed to the specifications.

PART 2 - MATERIALS

A. Vents and Drains for Aboveground Piping

Install vents on the high points of aboveground piping, whether shown in the drawings or not. Install drains on low points of aboveground piping, whether shown in the drawings or not. Provide a valve at each vent or drain point. Valves shall be 3/4 inch for piping 3 inches and larger and 1/2 inch for piping smaller than 3 inches. Valves shall be as specified in Section 400520, Type 100 or 300, unless otherwise shown in the drawings.

B. Manual Air-Release Valves for Buried Piping

Provide temporary manual air-release valves at test bulkheads for pipeline test. Construct the pipe outlet in the same manner as for a permanent air valve and after use, seal with a blind flange, pipe cap, or plug and coat the same as the adjacent pipe.

C. Test Bulkheads

Design and fabricate test bulkheads per Section VIII of the ASME Boiler and Pressure Vessel Code. Materials shall comply with Part UCS of said code. Design pressure shall be at least 2.0 times the specified test pressure for the section of pipe containing the bulkhead. Limit stresses to 70% of yield strength of the bulkhead material at the bulkhead design pressure. Include air-release and water drainage connections.

D. Testing Fluid

1. Testing fluid shall be water unless a pneumatic test is shown in the following subsections.

2. For fuel oil piping, use potable water for hydrostatic testing and flushing.

3. For potable water pipelines, obtain and use only potable water for hydrostatic testing.

4. Submit request for use of water from waterlines of Owner 48 hours in advance.

5. The Contractor may obtain the water from the Owner at the Owner's rate of charges.


E. Testing Equipment

Provide calibrated pressure gauges, pipes, bulkheads, pumps, compressors, chart recorder, and meters to perform the hydrostatic and pneumatic testing.

PART 3 - EXECUTION

A. Testing Preparation

1. Pipes shall be in place, backfilled, and anchored before commencing pressure testing.

2. Conduct pressure tests on exposed and aboveground piping after the piping has been installed and attached to the pipe supports, hangers, anchors, expansion joints, valves, and meters.

3. For buried piping, the pipe may be partially backfilled and the joints left exposed for inspection during an initial leakage test. Perform the final pressure test, however, after completely backfilling and compacting the trench.

4. Provide any temporary piping needed to carry the test fluid to the piping that is to be tested. After the test has been completed and demonstrated to comply with the specifications, disconnect and remove temporary piping. Do not remove exposed vent and drain valves at the high and low points in the tested piping; remove any temporary buried valves and cap the associated outlets. Plug taps or connections to the existing piping from which the test fluid was obtained.

5. Provide temporary drain lines needed to carry testing fluid away from the pipe being tested. Remove such temporary drain lines after completing the pressure testing. Pipes shall remain full after testing.

6. Prior to starting the test, the Contractor shall notify the Owner's Representative.

B. Cleaning

1. Before conducting hydrostatic tests, flush pipes with water to remove dirt and debris. For pneumatic tests, blow air through the pipes. Maintain a flushing velocity of at least 3 fps for water testing and at least 2,000 fpm for pneumatic testing. Flush pipes for time period as given by the formula

T = 2L

3

in which:

T = flushing time (seconds) L = pipe length (feet)

2. For pipelines 24 inches or larger in diameter, acceptable alternatives to flushing are use of high-pressure water jet, sweeping, or scrubbing. Water, sediment, dirt, and


foreign material accumulated during this cleaning operation shall be discharged, vacuumed, or otherwise removed from the pipe.

C. Testing and Disinfection Sequence for Potable Water Piping

1. Perform required disinfection after hydrostatic testing, except when pipeline being tested is connected to a potable waterline.

2. Locate and install test bulkheads, valves, connections to existing pipelines, and other appurtenances in a manner to provide an air gap separation between existing potable water pipelines and the pipeline being tested. Disinfect water and pipeline being tested before hydrostatic testing when connected to a potable waterline.

D. Length of Test Section for Buried Piping

The maximum length of test section for buried pipe of 12 inches or smaller in diameter is 1,500 feet; for buried pipe larger than 12 inches, 1 mile. Provide intermediate test bulkheads where the pipeline length exceeds these limits.

E. Initial Pipeline Filling for Hydrostatic Testing

Maximum rate of filling shall not cause water velocity in pipeline to exceed 1 fps. Filling may be facilitated by removing automatic air valves and releasing air manually.

F. Testing New Pipe Which Connects to Existing Pipe

Prior to testing new pipelines that are to be connected to existing pipelines, isolate the new line from the existing line by means of test bulkheads, spectacle flanges, or blind flanges. After successfully testing the new line, remove test bulkheads or flanges and connect to the existing piping.

G. Hydrostatic Testing of Aboveground or Exposed Piping

1. Open vents at high points of the piping system to purge air while filling the pipe with water. Venting during system filling may also be provided by temporarily loosening flanges.

2. Subject the piping system to the test pressure indicated on the Piping Schedule. Maintain the test pressure for a minimum of four hours. Examine joints, fittings, valves, and connections for leaks. The piping system shall show zero leakage or weeping. Correct leaks and retest until zero leakage is obtained.

H. Hydrostatic Testing of Buried Piping

1. Where any section of the piping contains concrete thrust blocks or encasement, do not perform the pressure test until at least 10 days after placing the concrete. When testing mortar-lined or PVC piping, fill the pipe to be tested with water and allow it to soak for at least 48 hours to absorb water before conducting the pressure test.

2. Apply and maintain the test pressure by means of a positive displacement hydraulic force pump.


3. Maintain the test pressure for the following duration by restoring it whenever it falls an amount of 5 psi:

Pipe Diameter (inches)

Hours

18 and less 4

20 to 36 8

Greater than 36 24

4. After the test pressure is reached, use a meter to measure the additional water added to maintain the pressure. This amount of water is the loss due to leakage in the piping system. The allowable leakage volume is defined by the formula

L = HND(P)1/2

C

in which:

L = allowable leakage (gallons)

H = specified test period (hours)

N = number of rubber-gasketed joints in the pipe tested

D = diameter of the pipe (inches)

P = specified test pressure (psig)

C = 7,400

5. The allowable leakage for buried piping having threaded, brazed, or welded (including solvent welded) joints shall be zero.

6. Repair and retest any pipes showing leakage rates greater than that allowed in the above criteria.

I. Hydrostatic Flushing and Testing of Fuel Oil Piping

1. Flush pipes with water to remove dirt and debris. Remove loose foreign material such as scale, sand, weld spatter particles, and cutting chips from the inside of piping assemblies. Hammer on the outside of steel piping with a nonmarring hammer to aid in freeing weld spatter, scale, and dirt.

2. Then perform hydrostatic pressure testing with water as described previously.

3. After successfully completing the pressure testing, blow out the piping with clean, dry air having a dew point of at least -40°F. Circulate the air through the piping system until the exiting air has the same dew point as the applied air.


J. Pneumatic Testing

1. Perform pneumatic testing using dry air or nitrogen. Perform tests only after the piping has been completely installed including supports, hangers, and anchors. Protect test personnel and Owner's operating personnel. Secure piping to be tested to prevent the pipe from moving and to prevent damage to adjacent piping and equipment. Remove or isolate from the piping any appurtenant instruments or devices that could be damaged by the test prior to applying the test.

2. Apply an initial pneumatic leakage test of 25 psig to the piping system prior to final leak testing. Examine for leakage, detected by soap bubbles, at joints and connections. After correcting visible leaks, gradually increase the pressure in the system to not more than one-half of the test pressure. Then increase the pressure in steps of approximately one-tenth of the test pressure until the required test pressure has been reached. Continuously maintain the pneumatic test pressure for a minimum time of four hours and for such additional time as may be necessary to conduct a soap bubble examination for leakage. The piping system shall show no leakage. Correct any visible leakage and retest.

K. Repetition of Test

If the actual leakage exceeds the allowable, locate and correct the faulty work and repeat the test. Restore the work and all damage resulting from the leak and its repair. Eliminate visible leakage.

L. Bulkhead and Test Facility Removal

After a satisfactory test, remove the testing fluid, remove test bulkheads and other test facilities, and restore the pipe coatings.

M. Test Pressure and Test Fluids

1. Test pressure shall be the difference between the test HGL elevation and the invert elevation multiplied by 0.433 (psi).

2. Testing and design pressures (psig) shall be as listed below:


Pipe

Abbrev

Pipe Service

Material

Pipe Spec

Pipe Lining

Design Pressure

Test Pressure

Paint System 099000

Color

N/A Cooling Water

Stainless Steel pipe

220010/ 15076

N/A 100 150 N/A N/A

EXH Exhaust Stainless Steel pipe

432124/ 262160 15076

N/A N/A N/A N/A N/A

FM or DIP

Force Main Ductile Iron Pipe

402040 Protecto 401

100 150 10 /21 Brown/N/A

FM (1) Force Main Fused PVC, C905

330522/ 402095A

N/A 100 150 N/A N/A

FM (2) Force Main High Density

Polyethylene

402097 N/A 100 150 N/A N/A

Fuel Diesel Fuel Black Steel Pipe

231121 N/A 50 100 10 Red

Vent Diesel Fuel vent

Black Steel Pipe

231121 N/A 0 10 10 Red

OA Odorous Air Fiberglass Reinforce

Plastic Pipe

402099 N/A -5 (vacuum)

10 41 Gray

PW Potable Water

Polyvinyl Chloride

402090 N/A 70 100 41 Dark Blue

RWM (3)

Reclaimed Water

Polyvinyl Chloride

402092 N/A 70 100 41 Purple

SAN36 Sanitary Sewer

(Microtunnel)

Vitrified Clay Pipe

330523 N/A Gravity See Section 330130

N/A N/A

SPD Sump Pump Discharge

Polyvinyl Chloride

402090 N/A 10 35 41 Green

SS Sanitary Sewer

Polyvinyl Chloride

333112 N/A 5 See Section 330130

N/A N/A

W1 Nonpotable Water

Polyvinyl Chloride

402092 N/A 70 100 41 Blue w/Red stripe

(1) FM on the Civil Drawings off the LS 87 site. (2) FM on the Raw Sewage Submersible Pump discharge pipe. (3) WM & RWM use flanged DIP per Section 402040 inside structure.

END OF SECTION

MANUAL, CHECK, AND PROCESS VALVES 400520-1 60060986 - March 25, 2010

SECTION 400520 MANUAL, CHECK, AND PROCESS VALVES

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation of manually operated valves, check valves, and process valves including gate, ball, hose bibbs, globe, needle, eccentric plug, check, solenoid, and pet cocks,.


1. Connections to Existing Buried Pipelines: 020130.


3. Polyethylene Sheet Encasement (AWWA C105): 099754.

4. Fusion-Bonded Epoxy Linings and Coatings: 099761.

5. Fire Hydrants: 331219.

6. Backflow Preventers: 331220.



9. Air-Release and Vacuum-Relief Valves: 400560.


C. Submittals


2. Submit manufacturer's catalog data and detail construction sheets showing all valve parts. Describe each part by material of construction, specification (such as AISI, ASTM, SAE, or CDA), and grade or type. Identify each valve by tag number to which the catalog data and detail sheets pertain.

3. Show valve dimensions including laying lengths. Show port sizes. Show dimensions and orientation of valve actuators, as installed on the valves. Show location of internal stops for gear actuators. State differential pressure and fluid velocity used to size actuators. For worm-gear actuators, state the radius of the gear sector in contact with the worm and state the handwheel diameter.

4. Show valve linings and coatings. Submit manufacturer's catalog data and descriptive literature.


5. Submit six copies of a report verifying that the valve interior linings and exterior coatings have been tested for holidays and lining thickness. Describe test results and repair procedures for each valve. Do not ship valves to project site until the reports have been returned by the Owner's Representative and marked "Resubmittal not required."

6. For butterfly and eccentric plug valves, show the clear diameter or size of the port. Show the actual area of the port as a percentage of the area as calculated for the nominal valve size.

D. Proof of Design Test for Eccentric Plug Valves (Types 500, 510, 520, and 525)

1. The Contractor shall require the valve manufacturer to furnish six certified copies of reports covering the design tests for the eccentric plug valves as described in AWWA C517 and the following. One prototype valve of each size and class of a manufacturer's design shall be tested for leakage at the specified design pressure and hydrostatically tested with twice the specified design pressure. The hydrostatic test shall be performed with the plug in the open position. The leakage test shall be performed with the plug in the closed position. The duration of each test shall be 10 minutes minimum. During the leakage test, there shall be no indication of leakage past the valve plug. Valves specified to have bi-directional seats shall be leak tight in both directions. In the case of flanged valves, the valve body shall be bolted to a flanged test head.

2. No part of the valve or plug shall be permanently deformed by the hydrostatic test. During the hydrostatic test, there shall be no leakage through the metal, the end joints, or the shaft seal.

3. It is the intent that the valve manufacturer provide evidence of the adequacy of each type offered to perform under design pressures within the applicable rating for a sufficient number of test cycles simulating a full service life. The adequacy is to be proven by tests, made on one or more valves selected to represent each basic type of seat design of a size within each applicable group, in a pressure class or classes equal to or greater than that specified. The required number of test cycles appears in the following table:

TEST CYCLES REQUIRED

Size Group

(inches)

No. of Cycles

Minimum Differential Pressure

(psig)

3 to 20 10,000 150

24 to 42 5,000 150

Every test cycle shall consist of applying the specified differential pressure to the plug in the closed position, then opening the plug (which will relieve the pressure) to the wide-open position and then closing the plug.

4. The valve shall be leak tight under the specified pressure differential upon completion of the cycle test without having to stop during the test to repair the valve, modify or reinforce the seat, or install shims or wedges around the seat.


5. The plug shall not be rotated past the center position to jam the plug onto the seat during the hydrostatic test, the leakage test, or the cycle test.

PART 2 - MATERIALS

A. General

1. Valves are identified on the drawings by a tag number and an abbreviation of the valve type. For example a 4 GV is a 4” Gate Valve. Valves are further identified in the tag number list by size and type number. For example, a callout in the drawings of 2" V-300 refers to Type 300 valve in these specifications, which is a ball valve.

2. In addition, valves may be further described by a suffix letter on the type number:

Suffix Letter Description

L Limit switches at the fully open and fully closed positions

3. Install valves complete with operating handwheels or levers, chainwheels, extension stems, floor stands, gear actuators, operating nuts, chains, and wrenches required for operation.

4. Valves shall have the name of the manufacturer and the size of the valve cast or molded onto the valve body or bonnet or shown on a permanently attached plate.

5. For buried locations, valves with mechanical joint ends may be substituted for the flanged ends specified provided the mechanical joint ends are compatible with the pipe ends.

B. Valve Actuators

1. Provide lever or wrench actuators for exposed valves 8 inches and smaller. For larger valves, provide handwheels.

2. Where manually operated valves (size 4 inches and larger) are installed with their centerlines more than 6 feet 9 inches above the floor, provide chainwheel and guide actuators.

3. Provide 2-inch AWWA operating nuts for buried and submerged valves. Provide 2-inch AWWA operating nuts with the handwheels for manually actuated valves 24 inches and larger for use with a portable electric valve actuator.

4. Provide enclosed gear actuators on butterfly, ball, and plug valves 6 inches and larger, unless electric motorized valve actuators are shown in the drawings. Gear actuators for valves 8 through 20 inches shall be of the worm and gear, or of the traveling nut type. Gear actuators for valves 24 inches and larger shall be of the worm and gear types. Gear actuators for motorized valves shall be of the worm and gear type, regardless of size.

5. Design gear actuators assuming that the differential pressure across the plug, gate, or disc is equal to the pressure rating of the valve and assuming a fluid velocity of


16 fps for valves in liquid service and 80 fps for valves in air or gas service and a line fluid temperature range of 50°F to 100°F unless otherwise required in the detailed valve specifications. Size actuators using a minimum safety factor of 1.5 for valves in open/close service and 2.0 in modulating service.

6. Gear actuators shall be enclosed, oil lubricated, with seals provided on shafts to prevent entry of dirt and water into the actuator. Gear actuators for valves located above ground or in vaults and structures shall have handwheels. The actuators for valves in exposed service shall contain a dial indicating the position of the valve disc or plug. Gear actuators for buried or submerged valves shall have 2-inch-square AWWA operating nuts.

7. For buried or submerged service, provide watertight shaft seals and watertight valve and actuator cover gaskets. Provide totally enclosed actuators designed for buried or submerged service.

8. Traveling nut and worm and gear actuators shall be of the totally enclosed design so proportioned as to permit operation of the valve under full differential pressure rating of the valve with a maximum pull of 40 pounds on the handwheel or crank. Provide stop limiting devices in the actuators in the open and closed positions. Actuators shall be of the self-locking type to prevent the disc or plug from creeping. Design actuator components between the input and the stop-limiting devices to withstand without damage a pull of 200 pounds for handwheel or chainwheel actuators and an input torque of 300 foot-pounds for operating nuts when operating against the stops.

9. Handwheel diameters for traveling nut actuators shall not exceed 8 inches for valves 12 inches and smaller and shall not exceed 12 inches for valves 20 inches and smaller.

10. Self-locking worm gear shall be a one-piece design of gear bronze material (ASTM B427; or ASTM B84, Alloy C86200), accurately machine cut. Actuators for eccentric and lubricated plug valves may use ductile-iron gears provided the gearing is totally enclosed with spring-loaded rubber lip seals on the shafts. The worm shall be hardened alloy steel (ASTM A322, Grade G41500 or G41400; or ASTM A148, Grade 105-85), with thread ground and polished. Support worm-gear shaft at each end by ball or tapered roller bearings. The reduction gearing shall run in a proper lubricant. The handwheel diameter shall be no more than twice the radius of the gear sector in contact with the worm. Worm-gear actuators shall be Limitorque Model HBC, EIM Series W, or equal.

11. Design actuators on buried valves to produce the required torque on the operating nut with a maximum input of 150 foot-pounds.

12. Valve actuators, handwheels, or levers shall open by turning counterclockwise.

C. Cast-Iron Valve Boxes for Buried Valves

1. Valve boxes shall be two-piece sliding type, cast iron, with extension shafts. Units shall be as manufactured by Tyler Pipe, Geneco, Star Pipe Products, or equal. Extension pipes shall be cast iron.


2. Coat buried cast-iron pieces per Section 099000, System No. 21 or with fusion-bonded epoxy per Section 099761.

D. Extension Stems for Buried and Submerged Valve Actuators

1. Where the depth of the valve is such that its centerline is more than 4 feet below grade, provide operating extension stems to bring the operating nut to a point 6 inches below the surface of the ground and/or box cover. Where the valve is submerged, provide operating extension stems to bring the operating nut to 6 inches above the water surface. Extension stems shall be Type 316 stainless steel, solid core, and shall be complete with 2-inch-square operating nut. The connections of the extension stems to the operating nuts and to the valves shall withstand without damage a pull of 300 foot-pounds.

2. Extension stem diameters shall be as tabulated below:

Valve Size (inches)

Minimum Extension Stem Diameter

(inches)

2 3/4

3, 4 7/8

6 1

8 1-1/8

10, 12 1-1/4

14 1-3/8

16, 18 1-1/2

20, 24, 30, 36 1-3/4

42, 48, 54 2

3. Provide buried valves or valves located inside manholes or vaults with valve boxes cast in the manhole or vault roof with a valve position indicator designed to fit standard 5-1/4-inch valve boxes. The indicators shall show valve position and the direction and number of turns required to fully open (or close). All internal gearing shall be sealed. Ship each unit ready for field installation complete with valve box cast-iron adapter, cap screws, guide bushing, position indicator, flexible washer, centering plate, and 2-inch AWWA nut. Valve box and indicator shall be provided by the valve manufacturer. Indicators shall be Westran Position Indicator, Pratt Diviner, or equal.

E. Floor Stands, Extension Stems, and Extension Stem Support Brackets

1. When required by the installations, provide floor stands and extension stems for operation of valves. Floor stands shall be of the nonrising stem, indicating type, complete with steel extension stems, couplings, handwheels, stem guide brackets, and special yoke attachments as required by the valves and recommended and supplied by the stand manufacturer. Floor stands shall be cast-iron base type:


Clow, Figure F-5515; Bingham and Taylor; Stockham; or equal. Handwheels shall turn counterclockwise to open the valves.

2. Provide Type 316 stainless steel anchor bolts.

3. Provide Type 316 stainless steel extension stems for valves in exposed service. Provide Type 316 stainless steel stems for valves in submerged service.

4. Provide adjustable stem guide brackets for extension stems. The bracket shall allow valve stems to be set over a range of 2 to 36 inches from walls. Provide bushings drilled to accept up to 2-inch-diameter stems. Base, arm, and clamp shall be Type 316 stainless steel. Bushing shall be bronze (ASTM B584, Alloy C86400 or C83600). Bolts, nuts, screws, and washers (including wall anchor bolts) shall be Type 316 stainless steel. Provide slots in the bracket to accept 3/4-inch bolts for mounting the bracket to the wall. Products: Trumbull Industries, Inc., Adjustable Stem Guide or equal.

F. Chainwheels and Guides

Chainwheels and guides shall be Clow Figure F-5680, DeZurik Series W or LWG, Stockham, or equal. Chainwheels and guides shall be aluminum. Chains shall extend to within 4 feet of the operating floor. Chains shall be Type 316 stainless steel.

G. Valve Tagging and Identification

Provide identifying valve tags per Section 400775.

H. Bolts and Nuts for Flanged Valves

Bolts and nuts for flanged valves shall be as described in Section 400500.

I. Gaskets for Flanges

Gaskets for flanged end valves shall be as described in Section 400500.

J. Painting and Coating

1. Coat metal valves located above ground or in vaults and structures in accordance with Section 099000, System No. 10. Apply the specified prime, intermediate and finish coat at the place of manufacture. Finish coat shall match the color of the adjacent piping. Coat handwheels the same as the valves.

2. Coat buried metal valves at the place of manufacture per Section 099000, System No. 21.

3. Coat submerged metal valves, stem guides, extension stems, and bonnets at the place of manufacture per Section 099000, System No. 7.

4. Line the interior metal parts of metal valves 4 inches and larger, excluding seating areas and bronze and stainless steel pieces, per Section 099000, System No. 7. Apply lining at the place of manufacture.


5. Alternatively, line and coat valves with fusion-bonded epoxy per Section 099761.

6. Test the valve interior linings and exterior coatings at the factory with a low-voltage (22.5 to 80 volts, with approximately 80,000-ohm resistance) holiday detector, using a sponge saturated with a 0.5% sodium chloride solution. The lining shall be holiday free.

7. Measure the thickness of the valve interior linings per Section 099000. Repair areas having insufficient film thickness per Section 099000.

K. Packing, O-Rings, and Gaskets

Unless otherwise stated in the detailed valve specifications, packing, O-rings, and gaskets shall be one of the following nonasbestos materials:

1. Teflon.

2. Kevlar aramid fiber.

3. Acrylic or aramid fiber bound by nitrile. Products: Garlock "Bluegard," Klinger "Klingersil C4400," or equal.

4. Buna-N (nitrile).

L. Rubber Seats

Rubber seats shall be made of a rubber compound that is resistant to free chlorine and monochloramine concentrations up to 10 mg/l in the fluid conveyed.

M. Valves

1. Gate Valves:

a. Type 100--Aboveground Bronze Gate Valves 3 Inches and Smaller:

Aboveground threaded end gate valves, 1/4 through 3 inches, for water and air service shall be rising stem, screwed bonnet, solid wedge disc type, Class 125, having a minimum working pressure of 200 WOG psi at a temperature of 150°F. Ends shall be female threaded, ASME B1.20.1. Materials of construction shall be as follows:

Component Material Specification

Body and bonnet Bronze ASTM B61 or B62

Disc Bronze ASTM B61, B62, or B584 (Alloy C97600)

Stem Bronze or copper silicon

B99 (Alloy 651), B584 (Alloy C87600), B371 (Alloy C69400)

Seat rings (Classes 200 and 300 only)

Stainless steel AISI Type 410


Handwheels shall be aluminum, brass, or malleable iron. Packing shall be Teflon or Kevlar aramid fiber. Valves shall be Crane 428, Stockham B-100, or equal.

b. Type 120--2- and 3-Inch Cast-Iron Buried Gate Valves:

Buried gate valves of sizes 2 through 3 inches for water service shall be iron body, bronze mounted, nonrising stem type, double disc, parallel seat, and shall have a working pressure of at least 200 psi. Valves shall have flanged, PVC, or threaded ends to match the pipe ends. Valves shall have a 2-inch AWWA operating nut. Materials of construction shall be as follows:


Body, bonnet, operating nut, and stuffing box

Cast iron ASTM A126, Class B or C

Bonnet bolts and stuffing box bolts

Stainless steel ASTM A193, Grade B8M

Discs, disc nut, disc ring, and seat ring

Bronze ASTM B62

O-ring Synthetic rubber

Stem Copper silicon or manganese bronze

ASTM B584, Alloy C87600, C86200, C86300, C86400, C87500

Valves shall be Kennedy Figure 597X or 561X, Mueller Gate Valves, Clow F-5070 or F-5085, or equal.

c. Type 135--Cast-Iron Tapping Gate Valves 3 Through 24 Inches:

Valves shall conform to AWWA C500 and the following. Valves shall be iron bodied, bolted bonnet, nonrising stem, solid bronze internal working parts, parallel faced, bottom wedging double-discs, and O-ring seals. Discs for valves 12 inches and smaller shall be solid bronze; discs for valves larger than 12 inches shall either be solid bronze or shall be cast iron with bronze facings. Bronze for internal working parts, including stems, shall not contain more than 2% aluminum or more than 7% zinc. Bronze shall conform to ASTM B62 or ASTM B584 (Alloy C83600), except that stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10% elongation in 2 inches (ASTM B584, Alloy C87600). Body bolts shall be Type 316 stainless steel, ASTM A276. Ends shall be flanged, Class 125, ASME B16.1. One end shall have slotted bolt holes to fit tapping machines. Seat rings shall be oversized to permit the use of full size cutter. Valves shall be Clow, American Flow Control, or equal. Type 137 valves may be substituted for Type 135 valves.

d. Type 137--Ductile-Iron Resilient Wedge Tapping Gate Valves 4 Through 16 Inches (AWWA C515):


Valves shall comply with AWWA C515 and the following. Valves shall be of the bolted bonnet type with nonrising stems. Valve stems shall be Type 304 or 316 stainless steel or cast, forged, or rolled bronze. Stem nuts shall be made of solid bronze. Bronze for internal working parts, including stems, shall not contain more than 2% aluminum or more than 7% zinc. Bronze shall conform to ASTM B62 or ASTM B584 (Alloy C83600), except the stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10% elongation in 2 inches (ASTM B584 or B763, Alloy C87600 or C99500). Body bolts shall be Type 316 stainless steel. Ends shall be flanged, Class 125, ASME B16.1. One end shall have slotted bolt holes per AWWA C515, paragraph 4.4.1.3.4 to fit tapping machines.

Provide reduction thrust bearings above the stem collar. Stuffing boxes shall be O-ring seal type with two rings located in stem above thrust collar. Each valve shall have a smooth unobstructed waterway free from any sediment pockets.

Valves shall be lined and coated at the place of manufacture with either fusion-bonded epoxy or heat-cured liquid epoxy. Minimum epoxy thickness shall be 8 mils.

Manufacturers: Clow, AVK, American Flow Control, Mueller, Waterous, Kennedy, or equal.

e. Type 150--Stainless Steel Gate Valves:

Stainless steel gate valves, 1/2 through 2 inches, shall be of the single wedge type with rising stem and handwheel. Minimum working pressure shall be 200 psig. Bonnet shall be of the screwed type. Ends shall be threaded, ASME B1.20.1. Materials of construction shall be as follows:


Body, bonnet, plug, disc, and follower

Stainless steel ASTM A351, Grade CF8M

Packing gland, nut, retainer ring, and stem

Stainless steel ASTM A276, Type 316

Handwheel Malleable iron ASTM A47, A197

Stuffing box packing Teflon --

Valves shall be Powell Figure 1832, Crane/Alloyco Figure 90, or equal.

f. Type 180—Cast-Iron Resilient Wedge Gate Valves 3 Through 20 Inches (AWWA C509):

Valves shall comply with AWWA C509 and the following. Valves shall be of the bolted-bonnet type with nonrising stems. Valve stems shall be Type 304 or 316 stainless steel or cast, forged, or rolled bronze. Provide operating nut for buried valves. Provide handwheel for exposed valves. Stem nuts shall be


made of solid bronze. Bronze for internal working parts, including stems, shall not contain more than 2% aluminum or more than 7% zinc. Bronze shall conform to ASTM B62 or ASTM B584 (Alloy C83600), except the stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10% elongation in 2 inches (ASTM B584 or B763, Alloy C87600 or C99500). Body bolts shall be Type 316 stainless steel. End connections for exposed valves shall be flanged. End connections for buried valves shall be mechanical joint or push-on type.



Manufacturers: Clow R/W, AVK, American Flow Control CRS-80, Waterous Series 500, Kennedy Ken-Seal, or equal.

Type 185 valves may be substituted for Type 180 valves.

g. Type 185—Ductile-Iron Resilient Wedge Gate Valves 4 Through 36 Inches (AWWA C515):

Valves shall comply with AWWA C515 and the following. Valves shall be of the bolted-bonnet type with nonrising stems. Valve stems shall be Type 304 or 316 stainless steel or cast, forged, or rolled bronze. Provide operating nut for buried valves. Provide handwheel for exposed valves. Stem nuts shall be made of solid bronze. Bronze for internal working parts, including stems, shall not contain more than 2% aluminum or more than 7% zinc. Bronze shall conform to ASTM B62 or ASTM B584 (Alloy C83600), except the stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10% elongation in 2 inches (ASTM B584 or B763, Alloy C87600 or C99500). Body bolts shall be Type 316 stainless steel. End connections for exposed valves shall be flanged. End connections for buried valves shall be mechanical joint or push-on type.



Manufacturers: Clow, AVK, American Flow Control, Waterous, Kennedy, or equal.


2. Ball Valves:

a. Type 300—Full Port Threaded Bronze Ball Valves 2 Inches and Smaller:

Ball valves, 2 inches and smaller, for air or water service shall have a pressure rating of at least 600 psi WOG at a temperature of 100°F. Provide full port ball and body design. Valves shall comply with MSS SP-110. Provide bronze (ASTM B62 or ASTM B584, Alloy C83600 or C84400) body and plug ball retainer. Ball and stem shall be Type 316 stainless steel. Valves shall have threaded ends (ASME B1.20.1), nonblowout stems, reinforced Teflon seats, and have plastic-coated lever actuators. Provide locking lever handle. Valves shall be Stockham T-285 Series, Apollo 77C-140 Series, or equal.

b. Type 310--Double Union PVC Ball Valves 3 Inches and Smaller:

Thermoplastic ball valves, 3 inches and smaller, for water and chemical service shall be rated at a pressure of 150 psi at a temperature of 105°F. Body, ball, and stem shall be PVC conforming to ASTM D1784, Type 1, Grade 1. Seats shall be Teflon. O-ring seals shall be EPDM. Valve ends shall be of the double-union design. Ends shall be socket welded except where threaded or flanged-end valves are specifically shown in the drawings. Valves shall have handle for manual operation. Valves shall be as manufactured by Chemtrol, Hayward, R & G Sloan, Spears Manufacturing Company, Plast-O-Matic, IPEX Series VK or VKD, or equal.

c. Type 320--Regular Port Threaded Stainless Steel Ball Valves 2 Inches and Smaller:

Stainless steel ball valves, 2 inches and smaller, for water service shall be rated at a minimum pressure of 1,500 psi WOG at a temperature of 100°F. Valve body, ball, and stem shall be Type 316 stainless steel, ASTM A276 or A351. Seat and seals shall be reinforced Teflon. Valves shall have lever actuators, plastic coated. Provide locking lever handle. Valves shall have threaded ends (ASME B1.20.1) and nonblowout stems. Valves shall be McCanna Figure M402, Worcester Series 48, Stockham Figure SD 2120-SSMO-R-T, Apollo 76-100 Series, or equal.

d. Type 325--Flanged Stainless Steel Ball Valves 4 inches and smaller, Class 150:

Stainless steel ball valves 1/2 through 4 inches shall have flanged ends, ASME B16.5, Class 150. Pressure rating shall be at least 250 psi at a temperature of 100°F. Bodies shall be Type 316 stainless steel (ASTM A351, Type CF8M). Ball, stem, and compression ring shall be Type 316 stainless steel. Bonnet bolting shall be ASTM A193, Grade B8M. Seats and seals shall be Teflon. Valves shall be Neles-Jamesbury Type 5150 or 7150, McCanna Series F151-S6, Apollo Series 87, or equal.

3. Globe Valves, and Hose Bibbs,:

a. Type 400--Bronze Globe Valves 2 Inches and Smaller:


Globe valves, 2 inches and smaller, shall be all bronze (ASTM B62 or ASTM B584, Alloy C83600) with screwed ends, union bonnet, inside screw, rising stem, and composition or PTFE disc. Valves shall have a pressure rating of at least 300 psi at a temperature of 150°F. Stem shall be bronze: ASTM B371 (Alloy C69400), ASTM B99 (Alloy C65100), or ASTM B584 (Alloy C87600). Valves shall be Crane No. 7TF, Walworth Figure 3095, Stockham B-22T, or equal.

b. Type 420--Bronze Hose Bibbs:

Hose bibbs of size 1/2 inch, 3/4 inch, and 1 inch shall be all bronze (ASTM B62 or ASTM B584, Alloy C83600) with rising or nonrising stem, composition disc, bronze or malleable iron handwheel, and bronze stem (ASTM B99, Alloy C65100; ASTM B371, Alloy C69400; or ASTM B584, Alloy C87600). Packing shall be Teflon or graphite. Valves shall have a pressure rating of at least 125 psi for cold-water service. Threads on valve outlet shall be American National Standard fire hose coupling screw thread (ASME B1.20.7). Provide atmospheric vacuum breaker conforming to ASSE Standard 1011 and IAPMO code and approved by the city of Sarasota. Valves shall be Jenkins Figure 112, 113, or 372, Nibco Figure T-113-HC, Powell Figure 503H, or equal.

c. Type 430--Bronze Needle Valves 3/4 Inch and Smaller:

Needle valves shall be all bronze (ASTM B61, ASTM B62, or ASTM B584, Alloy C83600) with screwed ends, screwed bonnet, and rising stem. Valves shall have a pressure rating of at least 400 psi at a temperature of 150°F. Stem shall be bronze: ASTM B98 (Alloy C65100), ASTM B150 (Alloy C64200), ASTM B584 (Alloy C87600), or ASTM B371 (Alloy C69400). Valves shall be Stockham B-64, Crane No. 88, or equal.

4. Plug Valves:

a. Plug and Seating Design for Eccentric Plug Valves (Types 510, and 520):

Eccentric plug valves shall comply with AWWA C517 and the following. Provide a rectangular plug design, with an associated rectangular seat. Provide bidirectional seating design. The valve shall seat with the rated pressure both upstream and downstream of the closed plug. Provide geared actuators sized for bidirectional operation.

b. For Types 510, and 520 eccentric plug valves, the metallic portion of the plug shall be one-piece design and shall be without external reinforcing ribs which result in there being a space between the rib and the main body of the plug through which water can pass. Valves shall be repackable without any disassembly of valve or actuator. The valve shall be capable of being repacked while under the design pressure in the open position. Nowhere in the valve or actuators shall the valve shaft be exposed to iron on iron contact. Sleeve bearings shall be stainless steel in valve sizes 20 inches and smaller and bronze or stainless steel in valve sizes 24 inches and larger. Provide enclosed worm-gear actuators for valves 6 inches and larger.


c. Rubber compounds shall have less than 2% volume increase when tested in accordance with ASTM D471 after being immersed in distilled water at a temperature of 73.4°F ±2°F for 70 hours.

d. Type 510--Eccentric Plug Valves 4 Through 12 Inches:

Eccentric plug valves, 4 through 12 inches, shall be nonlubricated type. Minimum pressure rating shall be 175 psi. Bodies shall be cast iron per ASTM A126, Class B. Ends shall be flanged, Class 125 per ASME B16.1. Plugs shall be cast iron (ASTM A126, Class B), or ductile iron (ASTM A536, Grade 65-45-12) with Buna-N or neoprene facing. Design plugs to seat over a pressure range of 25 psi to the valve design pressure rating. Valve body seats shall be Type 304 or 316 stainless steel or have a raised welded-in overlay at least 1/8-inch thick of not less than 90% nickel. Body cap screws and bolts and nuts shall be Type 316 stainless steel. Packing shall be butadiene-filled Teflon. Provide 100% port area. Valves shall be DeZurik Figure 118 PEC or PEF, Clow F-5412, Val-Matic “Cam-Centric,” or equal.

e. Type 520--Eccentric Plug Valves 14 through 24 Inches:

Eccentric plug valves, 14 inches and larger, shall be nonlubricated type. Minimum pressure rating shall be 150 psi. Bodies shall be cast iron per ASTM A126, Class B. Ends shall be flanged, Class 125 per ASME B16.1. Plugs shall be cast iron (ASTM A126, Class B), or ductile iron (ASTM A536, Grade 65-45-12) with Buna-N or neoprene facing. Design plugs to seat over a pressure range of 25 psi to the valve design pressure rating. Valve body seats shall be Type 304 or 316 stainless steel or have a raised welded-in overlay at least 1/8-inch thick of not less than 90% nickel. Plug shall be of the one-piece design. Body cap screws and bolts and nuts shall be Type 316 stainless steel. Packing shall be butadiene-filled Teflon. Provide 100% port area. Valves shall be DeZurik Figure 118 PEC or PEF, Clow F-5412, Val-Matic “Cam-Centric,” or equal.

5. Check Valves:

a. Type 700--Bronze Check Valves 3 Inches and Smaller:

Check valves 3 inches and smaller shall be Class 125, wye pattern, bronze, ASTM B61, B62, or B584 (Alloy C83600). Ends shall be female threaded, ASME B1.20.1. Disc shall be bronze, swing type. Minimum working pressure shall be 200 psi WOG at a temperature of 150°F. Valves shall be Crane No. 37, Nibco T-413B, Stockham B-319, or equal.

b. Type 705--Stainless Steel Check Valves 2 Inches and Smaller:

Check valves 2 inches and smaller shall be Class 200, wye pattern, stainless steel, ASTM A351, Grade CF8M, with threaded cap. Ends shall be female threaded, ASME B1.20.1. Disc shall be stainless steel swing type. Minimum working pressure shall be 400 psi WOG at a temperature of 150°F. Valves shall be Crane No. 49 or equal.


c. Type 715--Stainless Steel Swing Check Valves 4 Inches and Smaller, Flanged, Class 150:

Swing check valves 4 inches and smaller shall have bolted covers. Ends shall be flanged, Class 150, ASME B16.5. Body, disc, hinge pin, arm or hinge, and seats shall be Type 316 stainless steel conforming to ASTM A351, Grade CF8M or ASTM A276, Type 316. Valves shall be Crane/Aloyco Figure 377, Powell Figure 2342 or 2633, or equal.

d. Type 720--Cast-Iron Swing Check Valves 3 Inches and Larger, Class 125:

Swing check valves, 3 inches and larger, shall be iron body, bronze mounted with the following materials of construction:

Description Material Specification

Disc or clapper seat ring and valve body seat ring

Bronze or brass ASTM B62 or B584 (Alloy C84400 or C87600)

Body and cap (bonnet)

Cast iron ASTM A126, Class B

Disc and hinge or arm (valves 4 inches and smaller)

Bronze ASTM B62 or ASTM B584 (Alloy C84400)

Disc and hinge or arm (valves larger than 4 inches)

Cast iron or bronze

ASTM A126, Class B; ASTM B62.

Hinge pin Stainless steel Type 303, 304, or 410 stainless

Cover bolts and nuts Stainless steel ASTM A193, Grade B8M; ASTM A194, Grade 8M

Internal fasteners and accessories

Bronze or Type 304 or 316 stainless steel

Bronze or brass components in contact with water shall comply with the following requirements:

Constituent Content

Zinc 7% maximum

Aluminum 2% maximum

Lead 8% maximum


Ends shall be flanged, Class 125, ASME B16.1. Minimum valve working pressure shall be 150 psi. Provide check valves with outside lever and spring.


The shop drawing submittal shall include a detail showing how the hinge pin extends through the valve body. Show packing gland, hinge pin gland, cap, and other pieces utilized.

Valves shall be M&H Style 259, Clow F-5381, or equal.

e. Type 730--PVC Ball Check Valves, 3 Inches and Smaller:

PVC check valves, 3 inches and smaller, shall be constructed of PVC per ASTM D1784, Type I, Grade 1. Ends shall be double union, socket welded. Seats and seals shall be EPDM. Valve shall have a pressure rating of 150 psi at a temperature of 73°F.

6. Solenoid Valves:

a. Design and construct solenoid valves such that they can be used in both horizontal and vertical piping.

b. Type 900--Metallic Solenoid Valves 1 1/2 Inches and Smaller:

Solenoid valves of sizes 1/4 through 1 1/2 inches for water and air service shall have forged brass (Alloy C23000) or bronze (ASTM B62) bodies with Teflon main seats. Internal plunger, core tube, plunger spring, and cage assembly shall be stainless steel (Types 302, 304, or 305). Solenoid enclosures shall be NEMA 4, except where explosion-proof is noted in the drawings. Valve actuators shall be 120-volt a-c. Seals shall be Teflon. Valves shall have a maximum operating pressure and a maximum differential pressure of 125 psi. Solenoid valves shall be energized to open, unless otherwise noted on the drawings. Valves shall be ASCO "Redhat" Model 8210/8211, Parker Hannifin “Skinner” Model 2R2/2LC/2LB, or equal.

7. Pet Cocks and Drain Cocks:

a. Type 1000--Pet Cocks 1/2 Inch and Smaller:

Pet cocks shall be all bronze (ASTM B62) or brass (ASTM B16), rated at 125 psi. Provide lever or tee handle operator. Pet cocks shall be Crane Figure 724, Lunkenheimer Figure 478 or 479, or equal.

b. Type 1010--Drain Cocks 1/2 Inch and Smaller:

Drain cocks shall be all bronze (ASTM B62) or brass (ASTM B16), rated at 125 psi. Provide lever or tee handle operator. Drain cocks shall be Crane Figure 702, Lunkenheimer Figure 476 or 980, or equal.


PART 3 - EXECUTION

A. Joints

1. Bolt holes of flanged valves shall straddle the horizontal and vertical centerlines of the pipe run to which the valves are attached. Clean flanges by wire brushing before installing flanged valves. Clean flange bolts and nuts by wire brushing, lubricate threads with oil and graphite, and tighten nuts uniformly and progressively. If flanges leak under pressure testing, loosen or remove the nuts and bolts, reseat or replace the gasket, reinstall or retighten the bolts and nuts, and retest the joints. Joints shall be watertight.

2. Clean threaded joints by wire brushing or swabbing. Apply Teflon joint compound or Teflon tape to pipe threads before installing threaded valves. Joints shall be watertight.

3. Install lug-type valves with separate hex head machine bolts at each bolt hole and each flange (two bolts per valve bolt hole).

4. Install grooved-end couplings for valves in accordance with Section 400500.

B. Installing Exposed Valves

1. Unless otherwise indicated in the drawings, install valves in horizontal runs of pipe having centerline elevations 4 feet 6 inches or less above the floor with their operating stems vertical. Install valves in horizontal runs of pipe having centerline elevations between 4 feet 6 inches and 6 feet 9 inches above the floor with their operating stems horizontal.

2. Install valves on vertical runs of pipe that are next to walls with their stems horizontal, away from the wall. Valves on vertical runs of pipe that are not located next to walls shall be installed with their stems horizontal, oriented to facilitate valve operation.

C. Installing Buried Valves

1. Connect the valve, coat the flanges, apply polyethylene encasement, and place and compact the backfill to the height of the valve stem.

2. Place block pads under the extension pipe to maintain the valve box vertical during backfilling and repaving and to prevent the extension pipe from contacting the valve bonnet.

3. Mount the upper slip pipe of the extension in midposition and secure with backfill around the extension pipe. Pour the concrete ring allowing a depression so the valve box cap will be flush with the pavement surface.

4. In streets without concrete curbs and in open areas, install the valve box as for a paved area with concrete curb except include a marker post. Cut the marker post from 4-inch by 4-inch dense structural grade Southern Pine No. 2 surfaced on four sides to a length of 5 feet. Chamfer the top. Set the post in concrete, 2 feet into the


ground, away from traffic, and to the side of the pipeline. Coat with a seal and finish coat of white alkyd exterior paint. On the side facing the valve, letter in black the word "VALVE" and the distance in feet from the marker post to the valve box cap.

5. Install debris cap as close as possible under the cast-iron cover without interfering with the cover operation. Trim flexible skirt to provide a smooth contact with the interior or the extension pipe.

D. Field Coating Buried Valves

1. Coat flanges of buried valves and the flanges of the adjacent piping, and the bolts and nuts of flanges and mechanical joints, per Section 099000, System No. 24.

2. Wrap buried metal valves 6 inches and larger with polyethylene sheet per Section 099754.

E. Installing Eccentric Plug Valves

1. Install such that the rotation of the plug is about a horizontal axis.

2. Install such that the plug stores in the top when the valve is open.

3. Orient the valve such that the seat is opposite the high-pressure side.

F. Installing Extension Stem Guide Brackets

Install at 6- to 8-foot centers. Provide at least two support brackets for stems longer than 10 feet, with one support near the bottom of the stem and one near the top.

G. Mounting Gear Actuators

The valve manufacturer shall select and mount the gear actuator and accessories on each valve and stroke the valve from fully open to fully closed prior to shipment.

H. Field Installation of Gear Actuator

Provide the actuator manufacturer's recommended lubricating oil in each actuator before commencing the field testing.

I. Valve Leakage Testing

Test valves for leakage at the same time that the connecting pipelines are tested. See Section 400515 for pressure testing requirements. Protect or isolate any parts of valves, actuators, or control and instrumentation systems whose pressure rating is less than the pressure test. Valves shall show zero leakage. Repair or replace any leaking valves and retest.

J. Valve Field Testing

1. Operate manual valves through three full cycles of opening and closing. Valves shall operate from full open to full close without sticking or binding. Do not backfill buried valves until after verifying that valves operate from full open to full closed. If


valves stick or bind, or do not operate from full open to full closed, repair or replace the valve and repeat the tests.

2. Gear actuators shall operate valves from full open to full close through three cycles without binding or sticking. The pull required to operate handwheel- or chainwheel-operated valves shall not exceed 80 pounds. The torque required to operate valves having 2-inch AWWA nuts shall not exceed 150 ft-lbs. If actuators stick or bind or if pulling forces and torques exceed the values stated previously, repair or replace the actuators and repeat the tests. Operators shall be fully lubricated in accordance with the manufacturer's recommendations prior to operating.

END OF SECTION

AIR-RELEASE AND VACUUM-RELIEF VALVES 400560-1 60060986 - March 25, 2010

SECTION 400560 AIR-RELEASE AND VACUUM-RELIEF VALVES

PART 1 - GENERAL

A. Description

1. This section includes materials and installation of air and vacuum valves for wastewater service.

B. Submittals


2. Submit manufacturer's catalog data and detail drawings showing all valve parts and described by material of construction, specification (such as AISI, ASTM, SAE, or CDA), and grade or type. Show linings and coatings.

PART 2 - MATERIALS

A. Bolts, Nuts, and Gaskets for Flanged Valves

See Section 400500 and specification for the pipe to which the valve is attached.

B. Gaskets for Flanged End Valves

Gaskets for flanged end valves shall be as described in the detail piping specifications.

C. Valve Design and Operation

1. The air-release and vacuum-relief valve shall be of a single chamber design with solid cylindrical HDPE control floats housed in a reinforced nylon body. The valve shall have an integral orifice mechanism which shall operate automatically to limit transient pressure rise or shock induced by closure to twice valve rated working pressure.

2. Air-release valve shall be of the rolling seal mechanism type (pattened by A.R.I.) and shall incorporate a two-piece body, polypropyl floats with a brass drainage outlet valve.

3. The intake orifice area shall be equal to the nominal size of the valve. The large orifice sealing shall be affected by the flat face of the control float seating against a nitrile rubber O-ring housed in dovetail groove circumferentially surrounding the orifice. Discharge of pressurized air shall be controlled by the seating and unseating of a small orifice nozzle on a natural rubber seal affixed into the control float. The nozzle shall have a flat seating land surrounding the orifice.

4. Provide a brass ASTM A124 bleed cock with fiber seal.


5. Prior to the ingress of liquid into the valve chamber, as when the pipeline is being filled, valves shall vent through the large orifice. At higher water approach velocities, the valve shall automatically discharge air through the orifice mechanism and reduce water approach velocity.

6. Valve shall not exhibit leaks or weeping of liquid past the large orifice seal at operating pressures of 3 psi to twice rated working pressure. Working pressure shall be assumed to be 75 psi.

7. Valves shall respond to the presence of air by discharging it through the small orifice at any pressures within the specified design range and shall remain leak tight in the absence of air.

8. Valves shall react immediately to pipeline drainage or water column separation by the full opening of the large orifice so as to allow unobstructed air intake at the lowest possible negative internal pipeline pressure.

D. Materials of Construction

1. Materials of construction for air-release valves/air and vacuum-relief valves for sewage service shall be as follows:

Item Material Specification

Body, base, clamping stem, and seal plug assembly

Reinforce Nylon ---

Stem clamp, spring washer, crown nut, fasteners, other internal metal parts

Stainless Steel AISI Type 316

O-rings BUNA-N ---

Floats Foamed polypropyl ---

Stopper Acetal ---

2. Rubber seats shall be made of a rubber compound that is resistant to sewage.

E. Seating

Valves shall seat driptight at a pressure of 3 psi.

F. Valve End Connections

1. Valves 2 inches and smaller shall have threaded ends.

2. Threaded ends shall comply with ANSI B1.20.1.

G. Valves

1. Sewage Air-Release Valves, 2-inch: Valves shall have an operating pressure of 150 psi. Valves shall be A.R.I. Model D-025P THD Plastic.


PART 3 - EXECUTION

A. Installation

Clean threaded joints by wire brushing or swabbing. Apply Teflon® joint compound or Teflon® tape to pipe threads before installing threaded valves. Joints shall be watertight.

B. Valve Pressure Testing

Test valves at the same time that the connecting pipelines are pressure tested. See Section 400515 for pressure testing requirements. Protect or isolate any parts of valves, operators, or control and instrumentation systems whose pressure rating is less than the test pressure.

END OF SECTION

CAST STAINLESS STEEL SLUICE GATES 400590-1 60060986 - March 25, 2010

SECTION 400590 CAST STAINLESS STEEL SLUICE GATES

PART 1 - GENERAL

A. Description

This section includes requirements for materials, installation, and testing of cast stainless steel sluice/slide gates conforming to AWWA C560 and as supplemented herein. The term slide gate is used herein.


1. Bolts, Washers, Anchors, and Eyebolts: 050520.



C. Submittals


2. Submit certificate of compliance with AWWA C560.

3. Submit dimensional drawings.

4. Submit manufacturer’s catalog data and detail drawings showing slide gate parts and describe by material of construction, specification (such as AISI, ASTM, SAE, or CDA), and grade or type. Show coatings. Identify each slide gate by tag number to which the catalog data and detail sheets pertain to location on plans.

5. Submit calculations showing lift and stem sizing.

6. Submit manufacturer's installation instructions.

D. Manufacturer's Services

1. One labor day to check the installation and supervise testing and adjustment of the equipment.

2. One-half labor day to instruct the Owner's personnel in the operation and maintenance of the equipment.

PART 2 - MATERIALS

A. Manufacturers

Slide gates shall be manufactured by Rodney Hunt, Fontaine, Waterman Industries, or equal.


B. Design Criteria

1. Slide gates and appurtenances shall comply with AWWA C560, except as modified herein.

2. Design slide gates for a minimum seating head of 30 feet and a minimum unseating head of 20 feet.

3. Provide rising stem design.

C. Materials of Construction

Materials of construction shall be as listed in AWWA C560, except as described below.


Frame, yoke, slide thimble Type 316 stainless steel

ASTM A276

Slide seals, stem guide liner Ultra high molecular weight polyethylene

ASTM D1248

Compression cord Nitrile ASTM D2000

Gasket EPDM ASTM D1056

Wedges, thrust nut, gate actuator lift nut

Bronze ASTM B584, Alloy C83600 or C87300

Stems, stem guides, stem couplings, fasteners (including anchor bolts), flush bottom retainer bar

Type 316 stainless steel

ASTM A276, F593 or F594

D. Seals

Provide a resilient flush bottom seal.

E. Slides

The deflection of the top and bottom ribs shall not exceed 0.032 inch.

F. Stems and Stem Guides

The finish on the stem threads shall be 63 microinches or better per ASME B46.1. Support the stems with stem guides such that the L/R ratio (as defined in AWWA C560) of the unsupported part of the stem shall not exceed 200.

G. AWWA Operating Nuts

Provide 2-inch AWWA operating nuts for these slide gates. Provide handwheels with extended stems ending in a 2-inch AWWA wrench. Locate the gate stem so that the operating nut does not extend above the deck when the gate is open. Provide SST covers over the curb box.


H. Wall Thimbles

Provide stainless steel wall thimble for each slide gate. Thimble shall be the "F" or "E" type or, when connecting to pipe, shall be flange by bell end or mechanical-joint type. Bell or mechanical-joint type shall be suitable for the connection to the pipe.

I. Anchor Bolts and Wall Thimble Attachment Bolts

Bolts shall be stainless steel conforming to Section 050520.

J. Spare Parts

1. Provide the following spare parts for each size of slide or weir gate:

Quantity Description

2 Lift nuts

4 Stem guides of each type and size

2 Stem couplings

2. Pack spare parts in a wooden box; label with the manufacturer's name and local representative's name, address, and telephone number; and attach list of materials contained within.

PART 3 - EXECUTION


1. Coat cast-iron and steel surfaces above deck level, including actuators, per Section 099000, System No. 1 Apply prime coat at factory. Color of finish coat shall be OSHA Safety Green.

2. Do not coat stainless steel components.

B. Installation

1. In accordance with AWWA C560, Section 4.6.

2. Provide the manufacturer's recommended lubricants.

C. Field Testing

1. Operate each slide gate through two complete cycles. Gates shall operate without sticking or binding.

2. Determine pulling force required to turn handwheel with a torque wrench. Measured handwheel force shall be less than the limit specified.


3. Fill channels to which the gates are attached with water. Measure leakage through each slide gate. Measure the actual field seating and unseating heads. The allowable leakage shall not exceed that specified in AWWA C560, Section 4.6.8.

4. Perform field testing per AWWA C560, paragraph 4.6.

END OF SECTION

FLEXIBLE PIPE COUPLINGS AND EXPANSION JOINTS 400722-1 60060986 - March 25, 2010

SECTION 400722 FLEXIBLE PIPE COUPLINGS AND EXPANSION JOINTS

PART 1 - GENERAL

A. Description

This section includes materials and installation of flexible gasketed sleeve-type compression pipe couplings for ductile-iron pipe; and expansion joints 4 inches in diameter and smaller for PVC pipe; flexible expansion joints; and couplings for connecting different pipe materials.






5. Wall Pipes, Seep Rings, and Penetrations: 400762.

6. Pipe Hangers and Supports: 400764.


C. Submittals


2. Submit manufacturer's catalog data on flexible pipe couplings, and expansion joints. Show manufacturer's model or figure number for each type of coupling or joint for each type of pipe material for which couplings and joints are used. Show coatings.

3. Submit manufacturer's recommended torques to which the coupling bolts shall be tightened for the flexible gasketed sleeve-type compression pipe couplings.

4. Show materials of construction by ASTM reference and grade. Show dimensions.

5. Show number, size, and material of construction of tie rods and lugs for each thrust harness on the project.


PART 2 - MATERIALS

A. Coupling System Design and Component Unit Responsibility

The coupling manufacturer shall furnish the gaskets, bolts, nuts, glands, end rings, and hardware for pipe couplings of all types and shall design these components as an integral system. Design the gaskets for the coupling and appropriately size to provide a watertight seal at the design pressure and temperature. Ship gaskets, bolts, nuts, glands, end rings, and hardware for pipe couplings with the pipe coupling and clearly label indicating the origin of the material, including place and date of manufacture. Package the manufacturer's printed installation instructions with each pipe coupling.

B. Steel Flexible Pipe Couplings

1. Steel couplings shall have center sleeves and end rings made of Type 304 or 316 stainless steel conforming to AWWA C219, Section 4. Minimum center sleeve length shall be 5 inches for pipe sizes 3/4 inch through 4 1/2 inches, 7 inches for pipe sizes 5 inches through 24 inches, and 10 inches for pipe sizes larger than 24 inches.

2. Sleeve bolts in exposed service shall be Type 316 stainless steel per AWWA C219, Section 4. Sleeve bolts in buried or submerged service shall be 316 stainless steel per AWWA C219, Section 4.

3. Steel end rings shall be cast, forged, or hot rolled in one piece. Do not use rings fabricated from two or more shapes.

4. Wall thickness of sleeve shall be at least that specified for the size of pipe in which the coupling is to be used.

C. Ductile-Iron Flexible Pipe Couplings

1. Couplings shall have center sleeves and end rings made of ductile iron conforming to AWWA C219, Section 4.

2. Sleeve bolts in exposed service shall be Type 316 stainless steel per AWWA C219, Section 4. Sleeve bolts in buried or submerged service shall be Type 316 stainless steel per AWWA C219, Section 4.

D. Joint Harnesses

1. Tie bolts or studs shall be as shown in the following table. Bolt or stud material shall conform to ASTM A193, Grade B7. Nuts shall conform to ASTM A194, Grade 2H. Lug material shall conform to ASTM A36, ASTM A283, Grade B, C, or D, or ASTM A285, Grade C. Lug dimensions for steel pipe shall be as shown in AWWA Manual M11 (2004 edition), Figure 13-20, using the number and size of lugs as tabulated below.

2. Lug or ear dimensions for ductile-iron pipe shall be as shown in the drawings.


TIE BOLTS OR STUD REQUIREMENTS FOR FLEXIBLE PIPE COUPLINGS FOR DUCTILE IRON PIPE

Tie Bolt or Stud Minimum Requirements

150 psi(1) 300 psi(2) Pipe

Nominal Pipe Size (inches)

No. Bolts or

Studs

Size

(inch)

Ear(3) Type

No. Bolts or

Studs

Size

(inch)

Ear(3) Type

4 2 5/8 A 2 5/8 A

6 2 5/8 A 2 5/8 A

8 2 5/8 A 2 5/8 A

10 2 5/8 A 4 5/8 A

12 2 5/8 A 4 5/8 A

14 4 5/8 A 5 3/4 A

16 4 5/8 A 5 3/4 B

18 4 3/4 B 8 3/4 B

20 4 3/4 B 8 3/4 B

24 5 7/8 B 8 7/8 B

30 4 1 1/8 B 14 7/8 B

36 8 1 B 16 1 B

42 9 1 B -- -- --

48 14 1 B -- -- --

54 16 1 B -- -- --

(1) Use ASME B16.1 Class 125 flanges. (2) Use ASME B16.1 Class 250 flanges. (3) Ear type as shown in the detail on the last page of Section 400722.

3. Select number and size of bolts based on the test pressure shown in the Piping Schedule. Stagger bolts equally around pipe circumference. Where odd number is tabulated, place odd bolt at top. For test pressures less than or equal to 150 psi, use the 150-psi design in the table above. For test pressures between 150 and 300 psi, use the 300-psi design in the table above.

4. Provide washer for each nut. Washer material shall be the same as the nuts. Minimum washer thickness shall be 1/8 inch.

E. Flexible Pipe Couplings for Plain-End Ductile-Iron Pipe

1. Couplings for pipe 12 inches and smaller shall be cast iron, Dresser Style 253 or 253 long sleeve, Smith-Blair Type 441, Baker Series 228, or equal.

2. Couplings for pipe larger than 12 inches shall be cast iron or steel, Dresser Style 38 or 253, Smith-Blair Style 411, Baker Series 228, or equal.


F. Transition Couplings

Couplings for connecting different pipes having different outside diameters shall be steel: Dresser Style 62 or 162, Smith-Blair Series 413, Baker Series 212 or 220, or equal. Couplings shall have an internal full circumference ring pipe stop at the midpoint of the coupling. Inside diameter of coupling pipe stop shall equal inside diameter of smaller diameter pipe.

G. Flanged Coupling Adapters for Cast- and Ductile-Iron Pipe

1. Adapters for cast- and ductile-iron pipe 12 inches and smaller shall be cast iron: Dresser Style 127, Smith-Blair Series 912, or equal.

2. Adapters for cast- and ductile-iron pipe larger than 12 inches shall be steel: Dresser Style 128, Smith-Blair Type 913, or equal.

3. Flange ends shall match the flange of the connecting pipe; see detail piping specifications.

H. Type 4 Expansion Joints: Spherical Expansion Joints

1. Spherical design expansion joints shall be chlorobutyl with polyester fiber reinforcing and be provided with steel retaining rings and Type 304 stainless steel gusset plates and control rods. Expansion joints shall have flat-face flanges integral with the body to match 125/150-pound flanges. Expansion joints for hot water service shall be rated at a minimum of 150 psig at 212°F.

Joint Size

Flange-to-Flange Length (inches)

Minimum Pressure Rating (150°F)

(psi)

4 to 8 6 225

10 to 12 8 225

14 to 20 10 to 12 125

2. Expansion joints shall be manufactured by Metraflex Metrasphere, Proco Series 240, or equal.

I. Type 6 Expansion Joints: Flexible Expansion Joints

1. Each flexible expansion joint shall consist of two ball joints and two expansion sleeves. Each expansion sleeve shall allow an expansion capability of at least 4 inches. Material of construction shall be ductile iron conforming to the material requirements of AWWA C153. Minimum deflection shall be 15 degrees in both vertical and horizontal planes. Minimum pressure rating of the flexible coupling joint assembly shall be 350 psi. Provide stop collars on the sleeves to restrain the lateral travel. Provide synthetic rubber gaskets in sleeves and balls. Ends of assembly shall be flanged or mechanical joint to match the connecting piping.

2. Line flexible expansion joint assemblies with fusion bonded epoxy per Section 099761. Coat exposed assemblies the same as the lining and then coat per


Section 099000, System No. 67. Color of finish coat shall match the connecting piping. Coat buried assemblies per Section 099000, System No. 21.

3. Flexible expansion joints shall be EBAA Iron, Inc., "Flex-Tend"; Romac Industries “FlexiJoint”; or equal.

J. Type 7: Elastomeric Coupling

Provide elastomeric couplings suitable for the pipe types and sizes to be connected. Elastomeric coupling shall consist of an elastomeric plastic sleeve and Type 304 or 305 stainless steel pipe clamps. Provide a minimum of two clamps for pipes up to 15 inches in outer diameter. Provide a minimum of four clamps on a sleeve 10 inches long for pipes larger in diameter than 15 inches.

K. Type 8 Couplings: For Connecting Vitrified Clay Pipe to Plastic or Ductile-Iron Pipe

Couplings shall consist of a styrene butadiene (SBR) or neoprene rubber body with stainless steel bands, housings, and clamps. The clamping device for couplings 10 inches and larger shall be cold-rolled steel or stainless steel. Products: Calder Couplings for pipes 3 through 8 inches and Ceramicweld Coupling for pipes 10 through 42 inches.

L. Bolts and Nuts for Flanges

See Section 400500.

M. Threaded Caps for Protection of Nuts and Bolt Threads

See Section 400500.

PART 3 - EXECUTION

A. Installation of Flexible Pipe Couplings, and Expansion Joints

1. Clean oil, scale, rust, and dirt from pipe ends. Clean gaskets in flexible pipe couplings before installing.

2. Install expansion joints per manufacturer's recommendations, so that 50% of total travel is available for expansion and 50% is available for contraction.

3. Lubricate bolt threads with graphite and oil prior to installation.

4. Install threaded nut and bolt thread protection caps after completing the bolt, nut, and gasket installation. Install on exposed and buried and submerged flexible pipe couplings, transition couplings, flanged coupling adapters, and segmented restrained sleeve couplings.

B. Painting and Coating

1. Coat buried flexible pipe couplings (including joint harness assemblies), transition couplings, and flanged coupling adapters per Section 099000, System No. 21. Coat


buried bolt threads, tie bolt threads, and nuts per Section 099000, System No. 24. Then wrap the couplings with polyethylene wrap per Section 099754.

2. Coat flexible pipe couplings (including joint harness assemblies), transition couplings, segmented sleeve couplings, and flanged coupling adapters located indoors, in vaults and structures, and above ground with the same coating system as specified for the adjacent pipe. If the adjacent pipe is not coated, coat couplings per Section 099000, System No. 10. Apply prime coat at factory.

3. Line flexible pipe couplings per Section 099000, System No. 7.

4. Alternatively, line and coat flexible pipe couplings and segmented sleeve couplings with fusion-bonded epoxy per Section 099761.

5. Wrap Types 7 and 8 couplings with polyethylene per Section 099754.

6. Coat couplings, expansion joints, located above ground or in vaults and structures with the same coating system as specified for the adjacent pipe. If the adjacent pipe is not coated, coat couplings per Section 099000, System No. 10. Color shall match the color of the connecting pipe.

C. Hydrostatic Testing

Hydrostatically test flexible pipe couplings, expansion joints, segmented sleeve couplings, and expansion compensators in place with the pipe being tested. Test in accordance with Section 400515.


END OF SECTION

WALL PIPES, SEEP RINGS, AND PENETRATIONS 400762-1 60060986 - March 25, 2010

SECTION 400762 WALL PIPES, SEEP RINGS, AND PENETRATIONS

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of steel, cast-iron, and ductile-iron wall pipes and sleeves (including wall collars and seepage rings) and penetrations.


1. Concrete Formwork: 031110.

2. Concrete Joints and Water Stops: 031510.





C. Submittals


2. Submit detail drawings for fabricated steel or cast-iron wall and floor pipes and sleeves, wall flanges, seep rings, and sealing materials. Show dimensions and wall thicknesses.

3. Show flange sizes and the appropriate ANSI or AWWA flange dimensional standard where flanged end wall pipes or penetrations are used.

4. Show grooved-end dimensions and AWWA grooved-end dimensional standard where grooved-end wall pipes or penetrations are used.

5. List coating systems to be applied, manufacturer, and dry thickness of coatings. Call out coatings where coatings are to be applied.

6. List materials of construction, with ASTM material reference and grade.

7. Submit manufacturer's instructions for installing rubber annular hydrostatic sealing devices.


PART 2 - MATERIALS

A. General

1. Use AISI Type 316 Stainless Steel wall sleeves when containing rubber annular hydrostatic sealing devices through which piping passes.

2. Use only cast-iron or ductile-iron wall pipes when connecting to cast-iron and ductile-iron pipe. Use stainless steel wall pipes when connecting to stainless steel pipe.

3. Cast-iron flanges shall conform to ASME B16.1, Class 125 or 250, to match the flange on the connecting pipe.

4. Class 150 steel flanges shall conform to AWWA C207, Class D. Flanges shall be flat face. Flanges shall match the flange on the connecting pipe.

5. See Section 400500 for flange bolts and gaskets.

B. Cast-Iron or Ductile-Iron Wall Pipes and Sleeves

1. Provide cast- or ductile-iron wall pipes with ends as shown in the drawings for connection to adjacent cast-iron and ductile-iron pipe or for containing pipes where they pass through concrete walls, ceilings, and floor slabs. Provide seepage ring on wall pipes and sleeves passing through concrete walls and slabs that are to be watertight. Locate collars such that the collar is at the center of the wall or floor slab, unless otherwise shown in the drawings.

2. Wall pipes and sleeves shall be of the following types:

a. Pipe or sleeve with integrally cast seep ring.

b. Pipe or sleeve with shrink-fit steel collar attached.

c. Pipe or sleeve with steel collar halves bottomed in a groove provided in the pipe or sleeve.

3. Minimum wall thickness for pipes and sleeves having integrally cast seep rings shall be as shown in the following table:


Pipe or Sleeve Size (inches)

Minimum Wall Thickness (inches)

3 0.48

4 0.52

6 0.55

8 0.60

10 0.68

12 0.75

14 0.66

16 0.70

18 0.75

20 0.80

24 0.89

4. Minimum wall thickness of pipes or sleeves having shrink-fit collars shall be special Class 52. Cut shrink-fit collars from a 1/4-inch-thick steel ring. Attach the collar to a cast-iron or ductile-iron pipe or sleeve by heating the steel collar and allowing it to shrink over the pipe at the necessary location. Provide an epoxy bond (Keysite 740 or 742 or Scotchkote 302) between the pipe and collar. Sandblast the area of the pipe to be epoxy coated per SSPC SP-10.

5. Wall pipes or sleeves having steel collar halves bottomed in a groove shall be ductile iron Special Class 54 minimum unless otherwise shown. Wall flanges shall consist of 1/4-inch-thick steel seep ring halves for pipes through 24-inch and 3/8-inch-thick halves for pipe 30 inches and larger, bottomed in a groove provided on the pipe. The pipe groove shall be machine cut to a depth of 1/16 to 5/64 inch to provide a press fit for the seep ring. Seep ring halves shall be welded together after fit into groove but shall not be welded to pipe. Seep rings shall be sealed completely around the pipe with silicon sealant manufactured by Dow-Corning No. 790, General Electric Silpruf, or equal.

6. The material used in cast- or ductile-iron wall flanges, wall sleeves, and wall penetrations shall conform to ASTM A395, A436, A536, A48 (Class 35), or A126 (Class B).

7. Pressure test at least one of each size of cast-iron pipes or sleeves having shrink-fit steel collars or collar halves installed in a groove in the pipe at the place of fabrication to demonstrate watertightness of the seal between the collar and the sleeve. The test shall be at a pressure of 20 psig for four hours' duration and shall show zero leakage.

C. Fabricated Steel Wall Pipes and Sleeves

1. Provide fabricated steel wall pipes and sleeves with ends as shown in the drawings for connection to adjacent steel pipes, or for containing pipes, where they pass through concrete walls. Provide seepage ring or wall flange on wall pipes and sleeves passing through concrete walls and slabs that are to be watertight. Wall


thickness shall be the same as the pipe wall thickness when connecting to steel pipe. Minimum wall thickness for sleeves containing pipes shall be standard weight per ASME B36.10 for sleeves 72 inches and smaller and 1/2 inch for sleeves greater than 72 inches through 96 inches.

2. Wall flanges shall be in the form of a steel wall collar welded to the steel sleeve or penetration. Cut welded wall collars from a 3/8-inch steel ring. Seal weld the collar to a steel wall pipe or sleeve with continuous, 3/16-inch fillet welds each side. Welding procedures shall be in accordance with ASME B31.3, Chapter V.

3. Steel pipe used in fabricating wall sleeves containing pipes shall comply with ASTM A53 (Type E or S), Grade B; ASTM A135, Grade B; ASTM A139, Grade B; or API 5L or 5LX. Wall pipes connecting to steel pipe shall be of the same material as the connecting pipe. Wall collar material shall comply with ASTM A36, A105, A181, or A182.

4. Stainless steel pipe used in fabricating wall pipes shall be of the same material as the connecting pipe. Wall collar material shall comply with ASTM A240.

5. Wall sleeves minimum 1/4-inch wall with 3/8-inch by 2-inch flange. Seal weld flange with continuous 3/16-inch fillet weld both sides. Weld rod compatible with 316L stainless steel.

6. Well sleeves for hydrostatic sealing devices shall be AISI Type 316L stainless steel with AISI Type 316L wall flange.

D. Rubber Annular Hydrostatic Sealing Devices

1. Rubber annular hydrostatic sealing devices shall be of the modular mechanical type, utilizing interlocking synthetic rubber links shaped to continuously fill the annular space between the pipe sleeve and the passing pipe. Assemble links to form a continuous rubber belt around the pipe, with a pressure plate under each bolthead and nut.

2. Materials of construction shall be compatible with contact with domestic sewage indefinitely and as follows:

Compound Material

Pressure plate Type 316 stainless steel or reinforced nylon polymer

Bolts and nuts for links Type 316 stainless steel

Sealing element Nitrile rubber or EDPM

3. The size of the wall sleeve needed to accommodate the passing pipe shall be as recommended by the rubber annular seal manufacturer.

4. Provide centering blocks in 25% of the sealing elements on pipelines larger than 12 inches in diameter.


5. The rubber annular hydrostatic sealing devices shall be Link Seal® Modular Seal Model S-316 as manufactured by Thunderline Corporation; Innerlynx as manufactured by Advance Products & Systems, Inc.; or Engineer’s approved equal.

E. Bolts, Nuts, and Gaskets for Flanged-End Wall Pipes

See Section 400500.

F. Polyethylene Foam Filler for Pipe Penetrations

Packing foam shall be an extruded closed-cell polyethylene foam rod, such as Minicel backer rod, manufactured by Industrial Systems Department, Plastic Products Group of Hercules, Inc., Middletown, Delaware; Ethafoam, as manufactured by Dow Chemical Company, Midland, Michigan; or equal. The rod shall be 1/2 inch larger in diameter than the annular space.

G. Polyurethane Sealant for Pipe Penetrations

Sealant shall be multipart, polyurethane sealant, to cure at ambient temperature, for continuous immersion in water. Install as recommended by the manufacturer. Products: SIKA Sikaflex 2C or equal.

H. Painting and Coating

1. Line and coat sleeves and pipes (except stainless steel) with fusion-bonded epoxy per Section 099761.

2. Coat penetrations and sleeves exposed, above ground, or in vaults and structures in accordance with Section 099000, System No. 10.

3. Coat submerged sleeves and penetrations with fusion-bonded epoxy per Section 099761.

4. Coat buried sleeves and penetrations with fusion-bonded epoxy per Section 099761.

5. Do not coat stainless steel sleeves and penetrations.

PART 3 - EXECUTION

A. Location of Pipes and Sleeves

1. Provide a wall or floor pipe where shown in the drawings and wherever piping passes through walls or floors of tanks or channels in which the water surface is above the pipe penetration.

2. Provide a floor sleeve where shown in the drawings and wherever plastic pipe, steel, or stainless steel pipe 3 inches and smaller or stainless steel or copper tubing passes through a floor or slab. Provide a rubber annular sealing device in the annular space between the sleeve and the passing pipe or tubing.


3. Provide wall sleeves where shown in the drawings and wherever plastic, steel or stainless steel pipe 3 inches and smaller, or stainless steel or copper tubing passes through a wall. Provide a single rubber annular seal when the wall is 8 inches thick or less. Provide two rubber annular seals (one at each end of the sleeve) when the wall is more than 8 inches thick. Pack the annular space with polyethylene foam filler and fill the ends of the penetration with 2 inches of elastomeric sealant on both sides of the structure.

4. Where wall sleeves are installed in which water or soil is on one or both sides of the channel or wall, provide two rubber annular seals (one at each end of the sleeve).

5. Where pipes pass through walls or slabs and no sleeves or wall or floor pipe with seep ring is provided, pack the annular space with polyethylene foam filler and fill the ends of the penetration with 2 inches of elastomeric sealant on both sides of the structure.

B. Installation in New Concrete Walls and Slabs

Install wall pipes and sleeves in walls before placing concrete. Do not allow any portion of the pipe or sleeve to touch any of the reinforcing steel. Install wall pipe or sleeve and collar assembly axially aligned with the piping to which it will be attached or will contain. Provide supports to prevent the pipe or sleeve from displacing or deforming while the concrete is being poured and is curing.

C. Installation in Dry Floors and Slabs

Install pipe sleeves and spools in concrete floors and slabs which do not have water over them such that the sleeve or pipe extends from the bottom of the floor or slab to 2 inches above the floor or slab unless shown otherwise in the drawings.

D. Installation of Wall Pipes Having Flanged End Connections

1. Check alignment before grouting in place or pouring concrete. Realign if the sleeve is not properly aligned.

2. Install flanged end wall sleeves or penetrations with bolt holes of the end flanges straddling the horizontal and vertical centerlines of the sleeve.

E. Qualifications of Welders

Welder qualifications shall be in accordance with AWS D1.1.

F. Installation of Rubber Annular Hydrostatic Sealing Devices

Install in accordance with the manufacturer's instructions.

G. Field Testing

Check each wall penetration for leakage at the time the hydraulic structure is tested for leakage; see Section 033000. Penetrations shall show zero leakage.

END OF SECTION

PIPE HANGERS AND SUPPORTS 400764-1 60060986 - March 25, 2010

SECTION 400764 PIPE HANGERS AND SUPPORTS

PART 1 - GENERAL

A. Description

This section includes materials and installation of pipe hangers and supports including accessory items, such as anchor bolts and screws, and drip guards.





4. Flexible Pipe Couplings and Expansion Joints: 400722.

C. Submittals


2. Provide line drawings of each piping system to the scale shown in the drawings, locating each support or hanger. Identify each type of hanger or support by the manufacturer's catalog number or figure.

3. Provide installation drawings and manufacturer's catalog information on each type of hanger and support used. Clearly indicate the actual pipe outside diameter (not just nominal pipe size) that is used for the hangers and supports.

4. Submit layout drawings for the drip guards, showing dimensions and thicknesses. Show design of seam or joint where field connections will be made between sections and pieces of drip guards. Submit a certificate listing the type of resin to be used, describing the manufacturer's brand name or designation, composition, and characteristics.

PART 2 - MATERIALS

A. Design Criteria

1. Not all pipe supports or hangers required are shown in the drawings. Provide pipe supports for every piping system installed. Support piping by pipe support where it connects to pumps or other mechanical equipment.

2. Pipe support and hanger components shall withstand the dead loads imposed by the weight of the pipes, fittings, and valves (all filled with water), plus valve


actuators and any insulation, and shall have a minimum safety factor of five based on material ultimate strength.

B. Hanger and Support Systems

1. Pipe hangers and supports shall be as manufactured by Anvil, Unistrut, B-Line, Superstrut, or equal.

2. Pipe hangers and supports shall comply with MSS SP-58 for the standard types referenced in the drawings. Construct special hangers and supports if detailed in the drawings. Type numbers for standard hangers and supports shall be in accordance with MSS SP-58 as listed below:

Type Number Description

Manufacturer and Model (or Equal)

1 Adjustable steel clevis Anvil Fig. 590 or 260, B-Line B3100 or B3102

3 Steel double-bolt pipe clamp Anvil Fig. 295A or 295H, B-Line B3144 or B3144A

4 Steel pipe clamp (pipes smaller than 3 inches)

Anvil Fig. 212, B-Line B3140

4 Steel pipe clamp (pipes 3 inches and larger)

Anvil Fig. 216, B-Line 3142

5 Pipe hanger B-Line B6690

6 Adjustable swivel pipe ring Anvil Superstrut 714, Anvil Fig. 104

7 Adjustable steel band hanger B-Line B3172

8 Extension pipe or riser clamp Anvil Fig. 261, B-Line B5573

9 Adjustable band hanger Anvil Fig. 97

10 Adjustable swivel ring band hanger

Anvil Fig. 70, B-Line B3170 NF

11 Split pipe ring with adjustable turnbuckle


13 Steel turnbuckle Anvil Fig. 230, B-Line B3202

14 Steel clevis Anvil Fig. 299, B-Line B3201

15 Swivel turnbuckle Anvil Fig. 114, B-Line B3224

16 Malleable iron socket Anvil Fig. 110R, B-Line B3222

17 Steel weldless eye nut B-Line B3200

18 Steel or malleable iron concrete insert

Anvil Fig. 281, Superstrut 452

19 Top beam C-clamp Anvil Fig. 92, B-Line B3033

20 Side I-beam or channel clamp Anvil Fig. 14 or 217

21 Center I-beam clamp Anvil Figure 134


Type Number Description

Manufacturer and Model (or Equal)

22 Welded attachment type Anvil Fig. 66 B-Line B3083

23 C-clamp Anvil Fig. 86, B-Line B3036L

24 U-bolt Anvil Fig. 137, B-Line B3188

26 Clip Anvil Fig. 262, B-Line B3180

28 Steel I-beam clamp with eye nut Anvil Fig. 228

29 Steel wide flange Anvil Fig. 228 clamp with eye nut

30 Malleable iron beam clamp with extension piece

Superstrut CM-754, B-Line B3054

31 Light welded steel bracket Anvil Fig. 194, B-Line B3063

32 Medium welded steel bracket Anvil Fig. 195, B-Line B3066

33 Heavy welded steel bracket Anvil Fig. 199, B-Line B3067

34 Side beam bracket Anvil Fig. 202, B-Line B3062

36 Pipe saddle support Anvil Fig. 258, B-Line B3095

37 Pipe stanchion saddle Anvil Fig. 259, B-Line B3090

38 Adjustable pipe saddle support Anvil Fig. 264, B-Line B3089

39 Steel pipe covering Anvil Fig. 160, 161, 162, 163, 164, or 165; Superstrut A 789; B-Line B3160/B3165

40 Insulation protection shield Anvil Fig. 167, B-Line B3151

41 Single pipe roll Anvil Fig. 171, B-Line B3114

43 Adjustable roller hanger with swivel


44 Pipe roll, complete Anvil Fig. 271, B-Line B3117SL

3. Pipe hangers and supports shall be stainless steel (304, 316 or 304L or 316L). Bases, rollers, and anchors shall be stainless steel as described above. Pipe clamps shall be stainless steel as described above.

C. Offset Pipe Clamp

Anvil Figure 103 or equal. Material shall be Type 304 stainless or Type 316 stainless steel.

D. Miscellaneous Pipe Supports and Hangers

1. Pipe Anchor Chair: Anvil Figure 198 or equal.

2. One Hole Clamp: Anvil Figure 126 or equal.

3. Roller Chair: Anvil Figure 175 or equal.


E. Steel Channel Framing System

1. Steel channel frames shall be 1-5/8 inches wide by 1-5/8 or 3-1/4 inches high by 12-gauge metal thickness, unless otherwise shown in the drawings. Material shall conform to Stainless steel Type 304. One side of the channel shall have a continuous open slot with inturned clamping ridges. Maximum allowable stress under any combination of applied uniformly distributed loads and concentrated loads shall not exceed those recommended in the AISC or AISI. Deflection shall not exceed 1/240 of span. Use multiple back-to-back channels to achieve these criteria if single channels are not sufficient. Products: Unistrut P1000 or P5000 Series, B-Line B11 or B22 Series, or equal.

2. Nuts shall be machined and case hardened. Provide rectangular nuts with the ends shaped to permit a quarter turn crosswise in the framing channel. Provide two serrated grooves in the nut to engage the inturned edges of the channel.

3. Pipe clamps (including attachment screws and nuts) shall be Unistrut P1100 or P2000 Series, B-Line B2000 Series, or equal. Material shall be Type 304 stainless steel.

4. Hanger rods for trapezes shall be stainless steel. Stainless steel hanger rod material shall comply with ASTM A276, Type 304.

5. Accessory fittings and brackets shall be the same material as the channel or trapeze. Provide coating on carbon steel fittings and brackets as specified for the channels and frames.

a. Flat Plate Fittings: Unistrut P1065, P1066, P1925; Superstrut AB-206, AB-207; or equal.

b. Post Bases: Unistrut P2072A, Superstrut AP-232, or equal.

c. 90-Degree Brackets: Unistrut P1326, P1346; Superstrut AB-203; or equal.

d. Rounded-End Flat Plate Fittings: Unistrut P2325, Superstrut X-240, or equal.]

6. Parallel pipe clamps shall be Unistrut P1563 through P1573, Superstrut AB-719, or equal. Material shall be Type 304 stainless steel.

F. Waffle Isolation Pads

Mason Type "W"; Machinery Installation Systems "Unisorb" Type S, SB, F, or FB; or equal. Provide minimum 1/4-inch thickness.

G. Neoprene Isolating Sleeves for Metal Pipe 6 Inches and Smaller

Unistrut P2600, B-Line "Vibrocushion," or equal.

H. Drip Guards

1. Drip guards shall be minimum 1/4 inch thick, PVC or FRP. Color shall be white.


2. PVC shall conform to ASTM D1784, Cell Classification 12454-B and ASTM D1927, Type I.

3. Seams or joints between sections and pieces shall be leak free. Design joints so that liquid can flow across the joint and not form ponds.

4. FRP drip guards shall include a corrosion-resistant layer on the side of the drip guard exposed to piping. The exposed corrosion-resistant layer shall be resin rich, shall consist of Type C glass monofilament surfacing mat or Nexus organic fiber, and shall be a minimum of 20 mils thick. Glass content in the corrosion-resistant layer shall not exceed 23% by weight. The structural layer shall be composed of chopped strand mat having a minimum glass content of 30% by weight. The overall glass content of the finished laminate shall be at least 30% by weight. Provide resin throughout the laminate. Determine glass content per ASTM D2584. Resin shall be Derakane 411, Reichhold Dion 9800, Ashland Hetron 922, or equal. Construction shall comply with ASTM D2563, Level II. Hardness shall be at least 90% of the resin manufacturer's recommended Barcol hardness, with a minimum Barcol hardness of 30, with the resin fully cured. Maximum strain in the laminate shall be 0.001 inch/inch. Maximum air bubble size in the laminate shall be 1/16 inch. Maximum frequency of air bubbles shall be 10 per square inch of laminate. Construction shall comply with NBS Voluntary Product Standard PS 15-69.

5. Provide nylon washers (minimum 1/8 inch thick) on both sides of holes where pipe hangers penetrate the drip guard. Provide Type 316 stainless steel nuts to connect the drip guards to pipe hangers and supports.

I. Anchor Bolts and Screws

Anchor bolts and screws for attaching pipe supports and hangers to walls, floors, ceilings, and roof beams shall be Type 316 stainless steel, ASTM A276 or F593. Nuts shall be Type 316 stainless steel, ASTM A194, Grade 8M or ASTM F594, Type 316 stainless steel.

PART 3 - EXECUTION

A. Pipe Hanger and Wall Support Spacing

Install pipe hangers and wall supports on horizontal and vertical runs at the spacing shown or detailed in the drawings. Provide hanger rods (for horizontal runs) and wall supports of the sizes shown or detailed in the drawings. If no spacing or rod sizes are given in the drawings or in the specifications for a particular piping system, use the following:

1. Pipe Hanger and Wall Support Spacing for Steel or Ductile-Iron Pipe (Sections 231121, 402040):


Pipe Size (inches)

Maximum Support or Hanger Spacing

(feet) Minimum Rod Size

(inches)

3/8 and smaller 4 3/8

1/2 through 1 6 3/8

1-1/4 through 2 8 3/8

2-1/2 and 3 10 1/2

3-1/2 and 4 10 5/8

6 12 3/4

8 12 7/8

10 and 12 14 7/8

14 and 16 16 1

18 15 1

20 through 24 9 1

30 6 1

2. Pipe Hanger or Wall Support Spacing for PVC Pipe (Sections 402090, and 402091):

Pipe Size (inches)

Maximum Support or Hanger Spacing


(inches)

3/4 4 3/8

1 4 3/8

1-1/2 5 3/8

2 5 3/8

2-1/2 5 1/2

3 6 1/2

4 6 5/8

6 7 3/4

8 7 7/8

3. Pipe Hanger or Wall Support Spacing for FRP Pipe (Section 402099):


Pipe Size (inches)

Maximum Hanger or Support Spacing


(inches)

1 3 3/8

1-1/2 4 3/8

2 5 3/8

3 6 1/2

4 6 5/8

6 7 3/4

8 8 7/8

10 9 7/8

12 10 7/8

14 to 16 10 1

18 10 1

20 to 24 9 1

30 6 1

4. Support piping subject to the Florida Plumbing Code at the spacings described above

5. For piping services not described, provide hangers and supports per MSS SP-58 and SP-69.

6. Provide bracing for piping 8 inches and smaller that is installed on hangers or trapezes per MSS SP-127, except provide lateral bracing at maximum 10-foot center-to-center spacings. Provide sway bracing for hangers for piping larger than 8 inches as detailed in the drawings.

B. Pipe Support Spacing for Supports on Top of Slabs or Grade

Install pipe supports on horizontal runs at the spacing shown or detailed in the drawings. Provide supports of the type shown or detailed in the drawings. If no spacings are given in the drawings or in the specifications for a particular piping system, use the following:

1. Pipe Support Spacing for Steel and Ductile-Iron Pipe (Sections 231121, 402040:


Pipe Size (inches)

Maximum Support Spacing (feet)

3/8 and smaller 4

1/2 through 1 6

1-1/4 through 2 8

2-1/2 and 3 10

3-1/2 and 4 10

6 12

8 12

10 and 12 14

14 and 16 16

18 16

20 through 24 18

30 18

2. Pipe support spacing for other pipe materials shall be the same as described above in paragraph entitled “Pipe Hanger and Wall Support Spacing.”

C. Installing Pipe Hangers and Supports

1. Provide separate hangers or supports at each valve. Provide one hanger or support around each end of the valve body or on the adjacent connecting pipe within one pipe diameter of the valve end. Provide additional hangers or supports to relieve eccentric loadings imposed by offset valve actuators.

2. Provide separate hangers or supports at each pipe elbow, tee, or fitting. Provide separate hangers or supports on both sides of each nonrigid joint or flexible pipe coupling.

3. Adjust pipe hangers per MSS SP-89, paragraph 10.6.

4. Install leveling bolts beneath support baseplates. Provide 1-inch thick grout pad beneath each base.

5. Install piping without springing, forcing, or stressing the pipe or any connecting valves, pumps, and other equipment to which the pipe is connected.

D. Installing Stainless Steel Channel Frames

1. Use 1-5/8-inch-high channel frames unless 3-1/4-inch is needed to provide clearance from walls. Use multiple back-to-back channels if additional clearance is needed.

E. Installing Neoprene Isolating Sleeves

Install a sleeve around each metal pipe 6 inches and smaller at the point of bearing or contact with the pipe hanger or support.


F. Painting and Coating

1. Grind welds of fabricated steel pipe supports smooth, prepare surface by sandblasting, and apply coating system.

2. Paint exposed pipe hangers and supports to match the color of the adjacent wall using System No. 10 per Section 099000. If the adjacent wall is not painted, paint the hangers and supports to match color code of the largest pipe on the support.

3. Coat submerged pipe hangers and supports per Section 099000, System No. 1.

END OF SECTION

EQUIPMENT, PIPING, DUCT & VALVE IDENTIFICATION 400775-1 60060986 - March 25, 2010

SECTION 400775 - EQUIPMENT, PIPING, DUCT, AND VALVE IDENTIFICATION

PART 1 - GENERAL

A. Description

This section includes materials and installation of markers, labels, and signs for pipes, ducts, and valves; for mechanical equipment; for hazardous materials warnings; and for miscellaneous plant services.



C. Submittals


2. Submit manufacturer's catalog data and descriptive literature describing materials, colors, letter size, and size of labels.

PART 2 - MATERIALS

A. Labels for Exposed Piping

1. Labels for piping shall bear the full piping system name as shown in the Piping Schedule. Provide separate flow directional arrows next to each label. Color, size, and labeling shall conform to ANSI A13.1 and Z535.1. Labels for piping inside buildings shall be vinyl cloth: W. H. Brady Co. B-500 vinyl cloth, Seton Name Plate Corporation Pipe Markers, or equal. Labels for piping located outdoors shall be weather- and UV-resistant acrylic plastic and shall be W. H. Brady Co. B-946, Seton Name Plate Corporation Pipe Markers, or equal.

2. Alternatively, provide preprinted, semirigid, snap-on, color-coded pipe markers. Color, size, and labeling shall conform to ANSI A13.1 and Z535.1. Label shall cover 360 degrees (minimum). Labels shall be fabricated of weather- and UV-resistant acrylic plastic. Labels shall be Seton Nameplate Corporation SetMark pipe marks or equal.

3. Provide 1-inch-thick molded fiberglass insulation with jacket for each plastic pipe label or marker to be installed on uninsulated pipes subjected to fluid temperatures of 125°F or greater. Cut length to extend 2 inches beyond each end of plastic pipe marker.

B. Labels for Exposed Valves

Provide each valve of size 3 inches and larger with an identification tag. Tag shall be 2-inch-square or circular aluminum or 1/16-inch-thick fiberglass: W. H. Brady B-60, Seton


Name Plate Corp. Series SVT, or equal. Aluminum tags shall have black-filled letters. Tag shall show the valve tag number and/or name or designation as given in the drawings.

C. Hose Bibb Signs--Unsafe Water

Provide a rigid sign labeled "DANGER--UNSAFE WATER" for each hose bibb. Size and lettering shall conform to OSHA requirements. Signs shall be Seton Nameplate Company 20-gauge baked enamel, minimum size 7 inches by 3 inches; Brady B-120 Fiber-Shield fiberglass, minimum size 7 inches by 3 inches, 1/8 inch thick; or equal.

D. Labels for Mechanical Equipment

Provide a label for each pump, blower, compressor, tank, feeder, flocculator, flash mixer, clarifier mechanism, or other piece of mechanical equipment. Label shall show the equipment name and where applicable, thetag number as shown in the drawings. Labels shall be 1-1/2 inches (minimum) by 4 inches (minimum) brass, aluminum, or 1/8-inch-thick fiberglass tags: Brady B-120 Fiber-Shield, Seton Style 2065, or equal.

E. Laminated Plastic Wall Signs

Wall signs shall be 1-1/2 inches by 4 inches (minimum dimensions), 1/16-inch-thick satin-surfaced material conforming to ASTM D709 (Grades ES-1, ES-2, or ES-3). Lettering shall be 1/2-inch-high white letters on black background. Do not provide mounting holes. Legends shall be as shown in the drawings.

F. Labels for Automatic Start/Stop Equipment

Provide a sign reading "CAUTION--EQUIPMENT STARTS AND STOPS AUTOMATICALLY" on each piece of equipment listed below. Signs shall be pressure-sensitive vinyl with adhesive for application to equipment. Signs mounted on adjacent walls are also acceptable. Size shall be 10 inches by 7 inches minimum. Products: Seton, Brady, or equal.

Equipment Type Location Tag Number

Standby Pump No. 1 Standby Structure 2-P-1

Standby Pump No. 2 Standby Structure 2-P-2

Generator No. 1 Standby Structure 2-G-1

Sump Pump No. 1-4 Standby Structure 2-SP-1 thru 4

Blower No. 1 Odor Control Structure 3-BL-1

Blower No. 2 Odor Control Structure 3-BL-2

Sump Pump No. 1 Odor Control Structure 3-P-1

Sump Pump No. 2 Odor Control Structure 3-P-2

Sump Pump No. 1-4 Electrical Structure 4-SP-1 thru 4


G. Hazardous Materials Warning and Danger Signs

1. Provide signs reading "DANGER" followed by the name of the chemical, gas, or hazard. Size shall be 10 inches by 14 inches. Signs shall be 1/8-inch-thick fiberglass: Brady B-120 or equal. Provide signs at the following locations:

Structure No. Sign Location Name of Hazardous

Material

Standby Pump No. 1

Adjacent to Pump Diesel Fuel

Standby Pump No. 2

Adjacent to Pump Diesel Fuel

Generator No. 1 Adjacent to Generator Diesel Fuel

H. Labels for Exposed Ventilation Ducts

Identify air supply, return exhaust, intake, and relief ductwork with duct markers, showing ductwork service and direction of flow. Signs shall be pressure-sensitive vinyl with adhesive for application to ducts and duct insulation. Size shall be 10 inches by 7 inches minimum. Products: Seton, Brady, or equal.

I. Underground Plastic Warning Tape for Metallic Pipe

Provide permanent, bright-colored, continuous-printed plastic tape, intended for direct burial service, not less than 6 inches wide by 3.5 mils thick. Provide tape with printing which most accurately indicates type of service of buried pipe. Provide the following colored tape for the various piping services:

Service Color

Cable TV Orange

Chemical Yellow

Electric Red

Fuel Oil, Gasoline Yellow

Gas Yellow

Reclaimed Water Violet

Sewer Green

Telephone Orange

Water Blue

J. Underground Detectable Metallic Pipe Warning Tape for Nonmetallic Pipe

Provide permanent, bright-colored, continuous-printed tape consisting of an aluminum or steel foil sheathed in a plastic laminate, not less than 2 inches wide by 3 mils thick. Provide tape with printing which most accurately indicates type of buried service. Provide the following colored tape for the various piping services:


Service Color

Cable TV Orange

Chemical Yellow

Electric Red

Fuel Oil, Gasoline Yellow

Gas Yellow

Reclaimed Water Violet

Sewer Green

Telephone Orange

Water Blue

K. No Smoking Signs

Provide a sign reading "NO SMOKING" at each location listed below. Signs shall be weather and UV resistant, minimum size 10 inches by 7 inches, 1/18-inch thick fiberglass. Products: Brady, Seton, or equal.

Process Number Location

2 Each entrance into the Standby Pump Structure

3 Each entrance into the Odor Control Structure

4 Adjacent to Fuel Storage Tank

PART 3 - EXECUTION

A. Installing Pipe Labels

1. Provide label and flow arrow at each connection to pumps or other mechanical equipment, at wall boundaries, at tees and crosses, and at 20-foot centers on straight runs of piping.

2. On piping having external diameters less than 6 inches (including insulation, if any), provide full-band pipe markers, extending 360 degrees around pipe at each location.

3. On piping having external diameters of 6 inches and larger (including insulation, if any), provide either full-band or strip-type pipe markers but not narrower than three times letter height (and of required length), fastened by one of the following methods:

a. Laminated or bonded application of pipe marker to pipe or insulation.


b. Strapped-to-pipe or insulation application of semirigid type with Type 304 or 305 stainless steel bands.

B. Installing Valve and Equipment Labels

1. Attach labels to the valve or piece of equipment with Type 304 or 316 stainless steel chains or wires.

2. Attach valve labels to the valve handwheels. If the valve has no handwheel, attach the label to the valve by tying the tag wire or chain around the operating shaft or nut.

C. Installing Miscellaneous Signs

Attach per sign manufacturer's recommendations and per OSHA requirements.

D. Installing Wall and Door Signs

Attach to walls and doors using epoxy adhesive.

E. Installing Labels for Automatic Start/Stop Equipment and Hazardous Materials Warning Signs for Equipment

1. Attach signs for exposed equipment directly to the equipment.

2. Attach signs for sump pumps on the adjacent wall.

F. Installing Ventilation Ductwork Labels

1. In each space where ductwork is exposed or concealed only by a removable ceiling system, locate signs near points where ductwork originates or continues into concealed enclosures (shaft, underground, or similar concealment) and at 20-foot spacings along exposed runs.

2. Provide markers on each access door in ductwork and housings, indicating purpose of access.

3. Assure that all identification labels are clearly visible.

G. Installing Underground Plastic Warning Tape for Metal Pipe

During backfilling of each exterior underground piping system, install continuous underground-type plastic line marker, located directly over buried line at 6 to 8 inches above the top of the pipe. Where multiple small lines are buried in common trench and do not exceed overall width of 16 inches, install single line marker.

H. Installing Underground Detectable Metallic Pipe Warning Tape

Install tape 4 to 6 inches below finished ground surface, located directly over buried pipelines. Where multiple small pipelines are buried in a common trench and do not exceed an overall width of 16 inches, install a single marker tape.

END OF SECTION

DUCTILE-IRON PIPE 402040-1 60060986 - April 6, 2010

SECTION 402040 DUCTILE-IRON PIPE

PART 1 - GENERAL

A. Description

This section describes materials, testing, and installation of ductile-iron pipe and fittings 54 inches and smaller.





4. Ceramic Epoxy Lining for Ductile-Iron Pipe: 099778.




8. Wall Flanges, Seep Rings, and Penetrations: 400762.




12. Corporation Stops and Service Saddles: 402713.

C. Submittals


2. Provide an affidavit of compliance with standards referenced in this specification, e.g., AWWA C151. Submit copy of report of pressure tests for qualifying the designs of all sizes and types of AWWA C153 fittings that are being used in the project. The pressure test shall demonstrate that the minimum safety factor described in AWWA C153, Section 5.5 is met.

3. Provide the following information:

a. Mortar lining thickness.


b. Wall thickness.

c. Material test data for this project.

d. Show deflections at push-on and mechanical joints.

e. Submit joint and fitting details and manufacturer’s data sheets.

4. Submit calculations and test data proving that the proposed restrained joint arrangement can transmit the required forces with a minimum safety factor of 1.5.

5. Submit certificate that cement for mortar lining complies with ASTM C150, designating type.

6. Submit test report on physical properties of rubber compound used in the gaskets.

7. Submit drawing or manufacturer's data sheet showing flange facing, including design of facing serrations.

8. Submit weld procedure specification, procedure qualification record, and welder's qualifications prior to any welding to ductile-iron pipe.

PART 2 - MATERIALS

A. Pipe

Pipe shall be cast ductile (nodular) iron, conforming to AWWA C151.

B. Pipe Wall Thickness

1. Minimum wall thicknesses for pipe having grooved-end joints shall be as shown in the following table:

Pipe and Fitting Sizes (inches) Wall Thickness*

16 and smaller Special Class 53

18 Special Class 54

20 Special Class 55

24 to 36 Special Class 56

42 and larger Special Class 53 or Pressure Class 350

*Special Class and Pressure Class per AWWA C151.

2. Minimum wall thickness for pipe having push-on or mechanical joints, restrained joints, plain ends, or cast flange ends shall be 52, unless otherwise shown in the drawings.


3. Minimum wall thickness for pipe having threaded flanges shall be Special Class 53 or Pressure Class 350.

4. Minimum pipe wall thickness required for corporation stops and tapped outlets shall be in accordance with Table A.1 of AWWA C151 for three full threads for design pressures up to 250 psi and four full threads for design pressures over 250 to 350 psi.

C. Fittings

1. Fittings 48 inches and smaller shall conform to AWWA C110 with a minimum pressure rating of 250 psi. Material shall be ductile iron. Flanges shall be flat faced.

2. Mechanical joint fittings conforming to AWWA C153 may be used in lieu of AWWA C110 fittings. Mechanical joint ductile-iron fittings 18 through 48 inches conforming to AWWA C110 (except for laying length) with a minimum pressure rating of 250 psi may also be used.

3. Material for fittings with welded-on bosses shall have a Charpy notch impact value of minimum 10 ft-lbs under the conditions defined in AWWA C151. Test completed welds by the liquid penetrant method per ASTM E165.

D. Flanges

1. Flanges shall be solid back, Class 125 per AWWA C115. Flanges on pipe shall be either cast or threaded. Material shall be ductile iron.

2. Flanged pipe and fittings shall be shop fabricated, not field fabricated. Threaded flanges shall comply with AWWA C115. Flanges shall be individually fitted and machine tightened in the shop, then machined flat and perpendicular to the pipe barrel. Flanges shall be backfaced parallel to the face of flange. Prior to assembly of the flange onto the pipe, apply a thread compound to the threads to provide a leak-free connection. There shall be zero leakage through the threads at a hydrostatic test pressure of 250 psi without the use of the gasket.

E. Pipe Lining

1. Line fittings per Section 099778 (Epoxy).

2. Line blind flanges per Section 099778 (Epoxy).

3. Line pipe per Section 099778 (Epoxy).

4. Repair defects prior to installation by methods approved by ENGINEER.

F. Gaskets for Flanges

See Section 400500.

G. Gaskets for Mechanical, Push-On, and Restrained Joints

Synthetic rubber in accordance with AWWA C111.


H. Bolts and Nuts for Flanges

See Section 400500.

I. Outlets and Nozzles

1. Provide outlets 2 inches and smaller by tapping the pipe and attaching a service clamp as specified in Section 402713. Use Type 1 clamps for exposed piping. Use Type 1clamps for buried and submerged piping.

2. For outlets larger than 2 inches, use a tee with a flanged outlet.

3. For outlets larger than 2 inches in buried piping, use a tee with a restrained joint outlet.

J. Joints

1. Joints in aboveground or submerged piping or piping located in vaults and structures shall be flanged.

2. Joints in buried piping shall be of the restrained push-on or mechanical-joint type per AWWA C111 except where flanged joints are required to connect to valves, meters, and other equipment.

3. Restrained joints for piping 6 inches and larger shall be American Cast Iron Pipe "Lok-Ring" or "Flex-Ring," U.S. Pipe "TR-Flex," or equal. Weldments for restrained joints shall be tested by the liquid penetrant method per ASTM E165. Restrained joints for field closures shall be “Megalug” by EBAA Iron.

4. Restrained joints in 4-inch-diameter buried piping shall be American Cast Iron Pipe Company “Fast-Grip,” U.S. Pipe Field-lok gasket within Tyton joint pipe and fittings, or equal. Joint restraint shall be certified to four times rated pressure of 200 psi by Factory Mutual.

5. Where thrust restraint is called for in the drawings, provide pipe with restrained joints capable of transmitting 1.5 times the thrust, as calculated by the following equation:

T = 1.5 * (0.785 * P * D2)

where:

P = Pressure class of pipe in psi. D = Outside diameter of pipe in inches. T = Thrust in pounds.

K. Mechanical Joint Restraint System Using Follower Ring and Wedges

The restraining mechanism shall consist of a follower gland having a seal gasket and individually actuated wedges that increase their resistance to pullout as pressure or external forces increase. The system manufacturer shall provide all the components (follower ring, wedges, and gaskets) for the restraining device. The device shall be


capable of full mechanical joint deflection during assembly, and the flexibility of the joint shall be maintained after burial. The joint restraint ring and its wedging components shall be constructed of ductile iron conforming to ASTM A536, Grade 60-42-10. The wedges shall be ductile iron, heat-treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with mechanical joint bells conforming to AWWA C111 and AWWA C153. The design shall use torque limiting twist-off nuts to provide actuation of the restraining wedges. The mechanical joint restraint shall be available in the size range of 3 through 48 inches. Minimum rated pressure shall be 350 psi for sizes 16 inches and smaller and 250 psi in sizes 18 inches and larger. Products: Megalug Series 1100 as manufactured by EBAA Iron, Inc., or equal.

L. Ductile-Iron Pipe Weldments

1. All welding to ductile-iron pipe, such as for bosses, joint restraint, and joint bond cables, shall be done at the place of manufacture of the pipe. Perform welding by skilled welders experienced in the method and materials to be used. Welders shall be qualified under the standard qualification procedures of the ASME Boiler and Pressure Vessel Code, Section IX, Welding Qualifications.

2. Welds shall be of uniform composition, neat, smooth, full strength, and ductile. Completely grind out porosity and cracks, trapped welding flux, and other defects in the welds in such a manner that will permit proper and complete repair by welding.

3. Completed welds shall be inspected at the place of manufacture by the liquid penetrant method. Conform to the requirements specified in ASTM E165, Method A, Type I or Type II. The materials used shall be water washable and nonflammable.

M. Telescoping Sleeves

Telescoping sleeves where shown in the drawings shall be U.S. Pipe "TR FLEX" or equal. Do not use telescoping sleeves where design pressure exceeds 200 psi.

PART 3 - EXECUTION

A. Delivery, Unloading, and Temporary Storage of Pipe at Site

1. Limit onsite pipe storage to a maximum of one week.

2. Use unloading and installation procedures that avoid cracking of the lining. If necessary, use plastic sheet bulkheads to close pipe ends and keep cement-mortar lining moist.

3. Deliver the pipe alongside the pipelaying access road over which the pipe trailer-tractors can travel under their own power. Place the pipe in the order in which it is to be installed and secure it from rolling.

4. Do not move pipe by inserting any devices or pieces of equipment into the pipe barrel. Field repair linings damaged by unloading or installation procedures.


B. Sanitation of Pipe Interior

1. During laying operations, do not place tools, clothing, or other materials in the pipe.

2. When pipelaying is not in progress, close the ends of the installed pipe by a child- and vermin-proof plug.

C. Installing Flanged Pipe and Fittings

Install in accordance with Section 400500. Cut the bore of the gaskets such that the gaskets do not protrude into the pipe when the flange bolts are tightened.

D. Installing Buried Piping

1. Install in accordance with AWWA C600, Section 312316, and as follows.

2. When installing piping in trenches, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure for grade at the pipe invert.

3. Assemble restrained joints per manufacturer's instructions.

E. Joint Deflections for Buried Pipe

1. Do not exceed the following deflection angles for unrestrained buried pipe joints:

Pipe Size (inches)

Maximum Deflection (degrees)

Push-On Joint Mechanical Joint

4 4 6-1/2

6 4 5-1/2

8 4 4

10 4 4

12 4 4

14 2-1/2 3

16 2-1/2 3

18 2-1/2 2-1/2

20 2-1/2 2-1/2

24 2-1/2 2

30 2-1/2 N/A

36 2-1/2 N/A

42 2-1/2 N/A

48 2-1/2 N/A

54 to 64 2-1/2 N/A

2. For restrained joints, do not exceed 80% of the manufacturer's recommended maximum deflections.


3. Small angular changes (less than 7 degrees) in horizontal alignment defined in the drawings by a point of inflection (PI) with no accompanying curve data shall be approximated as a curve by deflecting by equal amounts equal length pipe segments to create a curve equally distributed on both sides of the given PI. Accomplish a larger (greater than or equal to 7 degrees) change in horizontal alignment where a curve is not called for in the drawings through the use of an elbow placed at the station of the PI shown in the drawings. Provide thrust restraint as required in the drawings.

4. Small angular changes (less than 5 degrees) in vertical alignment may be accomplished by the use of pulled joints. For larger vertical deflections, place an elbow at the station and elevation of the vertical PI shown in the drawings. Provide thrust restraint as required in the drawings.

5. Assemble joints in accordance with AWWA C600 and the manufacturer's recommendations.

F. Installing Aboveground or Exposed Piping

See Sections 400500.

G. Painting and Coating

1. Coat pipe located above ground and in vaults and structures as shown in the Piping Schedule. If not called out, coat per Section 099000, System No. 10. Apply prime coat in the shop before transporting pipe to the jobsite. Apply intermediate and finish coats in the field before installing the pipe, then touch up after installation.

2. Provide asphaltic coating on buried pipe per AWWA C151.

3. Coat buried flanges and buried mechanical and restrained joint bolts, nuts, and glands per Section 099000, System No. 21.

H. Polyethylene Encasement of Buried Pipe and Fittings

Wrap buried pipe, fittings, and joints with polyethylene per Section 099754.

I. Cleaning Pipe

After interior joints have been pointed and mortar has hardened, sweep pipe clean of all dirt and debris. If hardened mud exists in the pipe, remove with the use of pressurized water hoses.

J. Field Hydrostatic Testing

Test pressures are shown in the Piping Schedule. Test in accordance with Section 400515.

K. Pipe Labeling

Label exposed pipe above grade or in buried vaults per Section 400775.


L. Buried Warning and Identification Tape

Provide detectable warning tape per Section 400775. Warning and identification shall read “CAUTION BURIED WATER PIPING BELOW” or similar wording.

END OF SECTION

STAINLESS STEEL PIPE 402076-1 60060986 - March 25, 2010

SECTION 402076 STAINLESS STEEL PIPE

PART 1 - GENERAL

A. Description

This section includes materials and installation of stainless steel pipe and fittings 36 inches in diameter and smaller conforming to ASTM A 312 or A 778 and having a maximum design pressure of 150 psi.












C. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300, and the following

2. Submit materials list showing material of pipe and fittings with ASTM reference and grade. Submit manufacturer's certification of compliance with referenced standards, e.g., ASTM A 53, A 135, and A 587 and AWWA C200. Show piping service (fuel oil, gasoline, water, air, etc.).

3. For piping 6 inches and larger, submit piping layout drawings showing location and dimensions of pipe and fittings. Include laying lengths of valves, meters, in-line pumps, and other equipment determining piping dimensions. Label or number each fitting or piece of pipe and provide the following information for each item:

a. Material of construction, with ASTM or API reference and grade.

b. Wall thickness of steel cylinder.


c. Mortar lining thickness (if pipe has been specified to have a mortar lining).

d. Mortar coating thickness, where mortar coating is required.

e. Paint prime coating, where prime coat is required.

f. Manufacturer's certificates of compliance with referenced pipe standards, e.g., ASTM A 53, ASTM A 135, API 5L, AWWA C200.

g. Show weld sizes and dimensions of grooved-end collars, flanges, reinforcing collars, wrapper plates, and crotch plates.

PART 2 - MATERIALS

A. Pipe

1. Pipe smaller than 3 inches shall conform to ASTM A 312, Grade TP 316L. Pipe 3 inches and larger shall conform to ASTM A 312 or A 778, Grade TP 316L.

2. SST pipe used for engine exhaust shall be minimum Schedule 40.

3. Unless noted otherwise, pipe sizes and wall thicknesses shall conform to ANSI B36.19 as follows:

Pipe Size Wall Thickness

1 inch and smaller Schedule 80S

1-1/4 inches through 3 inches Schedule 80S

3-1/2 inches through 8 inches Schedule 10S

Larger than 8 inches, through 30 inches

Schedule 5S

Larger than 30 inches, through 36 inches

0.25 inch

B. Fittings

1. Fittings 3 inches and smaller shall be socket welded, conforming to ANSI B16.11, 3,000-pound CWP. Material for socket welded fittings shall conform to ASTM A 403, Class WP316L or ASTM A 182, Grade F316L.

2. Fittings for buried or submerged pipe larger than 3 inches through 24 inches shall be butt-welded, conforming to ASTM A 403, Class WP or ASTM A 774, same material and wall thickness as the pipe, conforming to ANSI B16.9. Elbows shall be long radius.

3. Fittings for aboveground or exposed pipe larger than 3 inches through 24 inches shall be butt-welded or flanged, conforming to ASTM A 403, Class WP or ASTM A 774, same material and wall thickness as the pipe, conforming to ANSI B16.9. Elbows shall be long radius.


4. Fittings for pipe larger than 24 inches shall conform to ANSI B16.9. Material shall be the same as the pipe.

C. Pickling, Passivating, and Final Cleaning

Pipe and fittings shall be final cleaned, pickled, and passivated per ASTM A 380. Passivation shall be the removal of exogenous (not inherent in the base metal) iron or iron compounds from the surface of the stainless steel by means of a chemical dissolution, by a treatment with an acid solution that will completely remove the surface contamination but will not significantly affect the stainless steel itself. After final cleaning, wet surfaces with water and inspect for rust spots after 24 hours. Reclean if there is any evidence of rusting.

D. Quality Control

Include the "Hydrostatic Test" and "Flattening Test" requirements described in ASTM A 530.

E. Protective End Caps

Provide protective end caps on each piece of pipe or fabricated section, completely sealing the piece from contamination during shipment and storage. Provide the same type of seals on each fitting, or ship and store fittings in sealed boxes or containers.

F. Unions

Unions shall be 3,000-pound WOG forged stainless steel, with dimensions conforming to MSS SP-83. Ends shall be socket-welded type. Material shall conform to ASTM A 182, Grade F316L for socket-welded type.

G. Joints

1. Joints for pipes 3 inches and smaller shall be socket welded, same material as specified for fittings, 3,000-pound WOG, conforming to ANSI B16.11.

2. Joints for buried or submerged pipe larger than 3 inches shall be butt-welded.

3. Joints for aboveground or exposed pipe larger than 3 inches shall be flanged or butt-welded. Where shown on the drawings, Grooved-end joints for piping 24 inches and smaller shall be of the cut-grooved type fpr [o[es 3 omcjes amd smaller and roll grooved on pipes larger than 3 inches. Grooved-end joints for piping larger than 24 inches shall have AWWA C606 Type "D" collars. Material for collars shall be the same as the pipe.

4. See Section 402001 for additional requirements.

H. Outlets and Nozzles

1. Outlets of size 3 inches and smaller in piping 4 inches and larger shall be of the Thredolet type, per MSS SP-97 and AWWA Manual M11 (1989 edition), Figure 13-23. Outlets shall be 3,000-pound WOG stainless steel per ASTM A 182, Grade


F316L or ASTM A 403, Grade WP316L. Threads shall comply with ANSI B1.20.1. Outlets shall be Bonney Forge Co. "Thredolet," Allied Piping Products Co. "Branchlet," or equal.

I. Thread Lubricant

Use Teflon thread lubricating compound or Teflon tape.

J. Flanges

1. Provide weld-neck flanges (conforming to ANSI B16.5) for piping 3 inches and smaller to connect to flanged valves, fittings, or equipment. Provide weld-neck or Van Stone flanges (per ASTM F 2015) for piping larger than 3 inches. Flanges shall be Class 150 per ANSI B16.5. Flanges shall match the connecting flanges on the adjacent fitting, valve, or piece of equipment. Flanges shall be flat face.

2. Material for weld-neck flanges shall conform to ASTM A 182, Grade F316L.

3. Material for Van Stone flanges shall be as follows:

Application Material Specification

Exposed, Submerged, buried

Stainless steel ASTM A 351, GradeCF8M

K. Bolts and Nuts for Flanges

See Section 400500.

L. Lubricant for Stainless Steel Bolts and Nuts

See Section 400500.

M. Gaskets for Flanges

See Section 400500.

N. Wye Strainers

Strainers 2 inches and smaller shall be stainless steel, wye pattern, with minimum pressure rating of 300-psi WOG. Material shall conform to ASTM A 351 or A 743, Grade CF8M. Screen shall be 20 mesh and same material as the strainer. Provide pet cock of the same material as the strainer body in the blowoff connection. Ends shall be threaded conforming to ANSI B1.20.1. Provide one spare screen for each strainer. Strainers shall be Sarco Type 316, Muessco No. 861, or equal.


PART 3 - EXECUTION

A. Fabrication, Assembly, and Erection

1. Use an inert or shielding gas welding method. Do not use oxygen fuel welding. The interior of the pipe shall be purged with inert gas prior to the root pass.

2. Welded butt joints (both longitudinal and circumferential) shall comply with AWWA C220, Section 4. Do not use backing rings. Provide full penetration and smooth internal diameters for the root bead of welds. Grind the inside weld of socket welds flush with the pipe internal diameter. Welds shall be of smooth finish. Use anti-spatter compounds specifically formulated or designed for use with stainless steel. Do not allow heat tint to form in the heat affected zone or remove heat tint completely from the heat affected zone of the finished weld. The maximum depth of grinding or abrasive blasting to remove defects shall not exceed 10% of the wall thickness. Do not perform abrasive blasting with steel shot, grit, or sand.

3. No iron or steel surfaces shall come into contact with the stainless steel. This includes placing on steel tables, racks, pipe supports, etc. Do not use carbon steel wire brushes or grinders.

4. Welding electrodes shall comply with AWS A5.4. Bare wire shall comply with AWS A5.9. Use electrodes as follows:

Pipe Material Welding Electrode Material

Type 304 E 308

Type 304L E 347

Type 316 E 316

Type 316L E 318

B. Shop Testing of Fabricated or Welded Components

1. After completion of fabrication and welding in the shop and prior to the application of any lining or coating, test each component according to the referenced standards. Test fabricated fittings per AWWA C200. Test the seams in fittings that have not been previously shop hydrostatically tested by the dye penetrant method as described in ASME Boiler and Pressure Vessel Code Section VIII, Appendix B. In lieu of the dye penetrant method of testing, completed fittings may be hydrostatically tested. Use the field hydrostatic test pressure or 125% of the design pressure, whichever is higher.

C. Installing Flanged Piping

See Section 400500.

D. Installation of Stainless Steel Bolts and Nuts

See Section 400500.


E. Installing Unions

Provide unions on exposed piping 3 inches and smaller as follows:

1. At every change in direction (horizontal and vertical).

2. 6 to 12 inches downstream of valves.

3. Every 40 feet in straight piping runs.

4. Where shown in the drawings.

F. Installing Aboveground or Exposed Piping

See Sections 400500.

G. Installing Buried Piping

1. Install in accordance with Section 312316.

H. Field Hydrostatic Testing

1. Hydrostatically test pipe and fittings in the field in accordance with Section 400515. See Piping Schedule for test pressures.

2. Do not allow test water to remain in the pipe for more than five days. Drain and dry the piping after completing the testing.

I. Painting and Coating

1. Coat submerged or buried grooved-end couplings and Van Stone flanges with fusion-bonded epoxy per Section 099761.

2. Coat buried piping with one of the following systems:

a. Wrap with cold-applied coal-tar tape conforming to AWWA C209. Minimum thickness of tape shall be 35 mils. Apply tape with manufacturer's prime coat. Tape shall be Tapecoat CT, Protecto-Wrap 200, or equal.

b. Wrap with hot-applied coal-tar tape conforming to AWWA C203, Section 4.6. Minimum thickness of tape shall be 50 mils. Apply tape with manufacturer's recommended prime coat. Tape shall be Tapecoat 20, Protecto-Wrap 110, or equal.

c. Use chloride-free primers with the above tape coatings.

J. Installing Wrapped or Coated Pipe

Install buried pipes having wrapped coatings by extending the wrapping to the first joint after entering a building, penetrating a slab, or 6 inches above finished grade. Wrap joints spirally with a minimum overlap of 50% of the tape width.


K. Coating Buried and Submerged Bolts, Nuts, and Tie Rods

1. Coat buried bolts, nuts, and tie rods per Section 099000, System No. 24.

2. Coat submerged bolts, nuts, and tie rods per Section 099000, System No. 7.

END OF SECTION

PVC PIPE, 3 INCHES AND SMALLER 402090-1 60060986 - March 25, 2010

SECTION 402090 PVC PIPE, 3 INCHES AND SMALLER

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of PVC pipe and fittings of size 3 inches and smaller for use in process piping having a maximum design pressure of 150 psi and having a maximum design temperature of 105°F.










9. PVC Pipe (4 to 8 Inches) with Solvent Welded Joints: 402091.

10. PVC Distribution Pipe (AWWA C900): 402092.

11. PVC Distribution Pipe (14 Inches and Larger): 402093.

C. Submittals


2. Submit materials list showing materials of pipe and fittings with ASTM reference and grade. Submit manufacturer's certification of compliance with referenced standards, e.g., ASTM D1784, D1785, and D2467. Show wall thickness of pipe and fittings. Show fitting dimensions.

3. Submit data sheets for solvent cement demonstrating compliance with ASTM D2564 and F656.


PART 2 - MATERIALS

A. Pipe

Pipe shall be Schedule 80, Type I, Grade 1 (Class 12454-B), conforming to ASTM D1784 and D1785.

B. PVC Pipe Coloring and Marking for Reclaimed Water or Irrigation Service

PVC pipe used for reclaimed water shall be purple (Pantone 522) and shall be marked on both sides of the pipe with the wording "CAUTION: RECLAIMED or IRRIGATION WATER--DO NOT DRINK." The lettering shall be minimum 1 inch high, black, and shall be repeated at intervals not exceeding 60 inches. The purple coloring shall be achieved by adding pigment to the PVC material as the pipe is being manufactured.

C. Fittings

Fittings shall be Schedule 80 and shall conform to ASTM D2464 for threaded fittings and ASTM D2467 for socket-type fittings.

D. Flanges

PVC flanges shall be of the one-piece solid socket design and shall be made of the same material as the pipe. Pressure rating shall be at least 150 psi at a temperature of 73°F. Minimum burst pressure shall be 500 psi. Flanges shall match the dimensions of ASME B16.5, Class 150, steel flanges for outside diameter, bolt circle, and bolt holes. Do not use Van Stone flanges.

E. Unions

1. Unions shall have socket-type ends, Viton O-rings, and shall be Schedule 80. Material shall be Type I, Grade 1 PVC, per ASTM D1784.

2. Union connections to other metal piping materials shall comply with MSS SP-107. The fitting end for connection to PVC pipe shall be a female socket. Provide wrought or cast copper tailpieces for connection to copper piping and tubing. Provide Type 316 stainless steel tailpieces for connection to steel piping.

F. Joints

Pipe and fitting joints shall be socket welded except where threaded and flanged joints are required to connect to valves and equipment.

G. Solvent Cement

Solvent cement for socket joints shall comply with ASTM D2564 and F656.

H. Gaskets for Flanges

See Section 400500.


I. Bolts and Nuts for Flanges

See Section 400500.

J. Lubricant for Stainless Steel Bolts and Nuts

See Section 400500.

K. Wye Strainers

PVC wye strainers shall be manufactured of the same material as the pipe, with 30-mesh screens and Viton seals. Connecting ends shall be the socket type, solvent welded. Provide one spare screen for each strainer.

PART 3 - EXECUTION

A. General

1. Do not install PVC pipe when the temperature is below 40°F or above 90°F. Store loose pipes on racks with a maximum support spacing of 3 feet. Provide shades for pipe stored outdoors or installed outdoors until the pipe is filled with water.

2. Store fittings indoors in their original cartons.

3. Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do not use solvent cements that have exceeded the shelf life marked on the storage container.

4. Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking, or splitting on pipe ends. Remove any pipe section containing defects by cutting out the damaged section of pipe.

5. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it.

B. Solvent-Welded Joints

1. Prior to solvent welding, remove fittings and couplings from their cartons and expose them to the air at the same temperature conditions as the pipe for at least one hour.

2. Cut pipe ends square and remove all burrs, chips, and filings before joining pipe or fittings. Bevel solvent-welded pipe ends as recommended by the pipe manufacturer.

3. Wipe away loose dirt and moisture from the inside and outside of the pipe end and the inside of the fitting before applying solvent cement. Clean the surfaces of both pipes and fittings that are to be solvent welded with a clean cloth moistened with acetone or methylethyl ketone. Do not apply solvent cement to wet surfaces.


4. The pipe and fitting socket shall have an interference fit. Perform a dry fit test at each joint before applying solvent cement. The pipe shall enter the fitting socket between one-third and two-thirds of the full socket depth when assembled by hand.

5. Make up solvent-welded joints per ASTM D2855. Application of cement to both surfaces to be joined and assembly of these surfaces shall produce a continuous bond between them with visual evidence of cement at least flush with the outer end of the fitting bore around the entire joint perimeter.

6. Allow at least eight hours of drying time before moving solvent-welded joints or subjecting the joints to any internal or external loads or pressures.

7. Acceptance criteria for solvent-welded joints shall be as follows:

a. Unfilled Areas in Joint: None permitted.

b. Unbonded Areas in Joint: None permitted.

c. Protrusion of Material into Pipe Bore, Percent of Pipe Wall Thickness: Cement, 50%.

C. Flanged Joints

1. Lubricate carbon steel bolt threads with graphite and oil before installation.

2. Tighten bolts on PVC flanges by tightening the nuts diametrically opposite each other using a torque wrench. Complete tightening shall be accomplished in stages and the final torque values shall be as shown in the following table:

Pipe Size (inches)

Final Torque (foot-pounds)

1/2 to 1 1/2 10 to 15

2 to 3 20 to 30


See Section 400500.

E. Assembling Threaded Joints

1. Cut threaded ends on PVC to the dimensions of ASTM F1498. Ends shall be square cut. Follow the pipe manufacturer's recommendations regarding pipe hold-down methods, saw cutting blade size, and saw cutting speed. Gauges, gauge tolerances, and gauging procedures shall comply with ASTM F1498, Sections 7 and 8. Perform field gauging on every field-cut threaded connection.

2. Pipe or tubing cutters shall be specifically designed for use on PVC pipe. Use cutters manufactured by Reed Manufacturing Company, Ridge Tool Company, or equal.


3. If a hold-down vise is used when the pipe is cut, insert a rubber sheet between the vise jaws and the pipe to avoid scratching the pipe.

4. Thread cutting dies shall be clean and sharp and shall not be used to cut materials other than plastic.

5. Apply Teflon® thread compound or Teflon® tape lubricant to threads before screwing on the fitting.

6. Assemble threaded flanges and fittings per ASTM F1498, Sections 4, 7, and 8. Do not tighten threaded connections more than two turns past finger tightness for both internal and external threads.

F. Installing Unions

Provide unions on exposed piping 3 inches and smaller as follows:

1. At every change in direction (horizontal and vertical).

2. 6 to 12 inches downstream of valves.

3. Every 40 feet in straight pipe runs.

4. Where shown in the drawings.

G. Installing Buried Pipe

1. Install in accordance with Section 312316 and as follows.

2. Trench bottom shall be continuous, smooth, and free of rocks. See the details in the drawings for trench dimensions, pipe bedding, and backfill.

3. After the pipe has been solvent-welded and the joints have set, snake the pipe in the trench per the pipe manufacturer's recommendations in order to allow for thermal expansion and contraction of the pipe.

4. Do not backfill the pipe trench until the solvent-welded joints have set. Support the pipe uniformly and continuously over its entire length on firm, stable soil. Do not use blocking to change pipe grade or to support pipe in the trench.

5. Install buried PVC pipe in accordance with ASTM D2774 and the pipe manufacturer's recommendations. Backfill materials in the pipe zone shall be imported sand per Section 312316. If water flooding is used, do not add successive layers unless the previous layer is compacted to 90% relative compaction.

H. Installing Aboveground or Exposed Piping

1. See Section 400500.

2. Fill empty piping with water and provide temporary shading or other means to keep the surface temperature of the pipe below 100°F.


I. Painting and Coating

Coat piping per Section 099000, System No. 41

J. Hydrostatic Testing

Perform hydrostatic testing for leakage in accordance with Section 400515.

END OF SECTION

PVC PIPE (4 TO 8 INCHES) WITH SOLVENT-WELDED JOINTS 402091-1 60060986 - March 25, 2010

SECTION 402091 - PVC PIPE (4 TO 8 INCHES) WITH SOLVENT-WELDED JOINTS

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of PVC pipe and fittings of size 4 through 8 inches for use in aboveground or otherwise exposed process piping having a maximum design pressure of 50 psi and a maximum design temperature of 105°F.










9. PVC Pipe and Fittings, 3 Inches and Smaller: 402090.

10. PVC Distribution Pipe (AWWA C900): 402092.

11. PVC Distribution Pipe (14 Inches and Larger): 402093.

C. Submittals


2. Submit materials list showing materials of pipe and fittings with ASTM reference and grade. Submit manufacturer's certification of compliance with referenced standards, e.g., ASTM D1784, D1785, D2467, and ASME B31.3. Show wall thickness of pipe and fittings. Show fitting dimensions.

3. Submit data sheets for solvent cement demonstrating compliance with ASTM D2564 and F656.

4. Submit piping layout drawings showing location and dimensions of pipe and fittings. Include laying lengths of valves, meters, in-line pumps, and other equipment


determining piping dimensions. Label or number each fitting or piece of pipe. Show location and detail of every pipe hanger and pipe support.

5. Submit manufacturer's recommended torques for tightening bolts on flanged connections.

6. Submit manufacturer's recommended method of installing solvent-welded and hot-gas welded joints. Submit bonding procedure specification (BPS) developed in accordance with ASME B31.3 (2006 edition), Chapter VII, Part 9, paragraph A328.2.

7. Submit the names of employees to be utilized on the project who have been qualified per the BPS to make solvent-welded joints and hot-gas welded joints. Submit the results of the BPS qualification tests per ASME B31.3, Chapter VII, Part 9, paragraphs A328.2.4 and A328.2.5 for each such employee.

8. If any fabricated branch connections or tees are used, submit design calculations, service experience records, and performance test records per ASME B31.3, Chapter VII, Part 2, paragraph A304.7.2.

D. Manufacturer's Service

Provide pipe manufacturer's services at the jobsite for the following minimum labor days, travel time excluded:

1. One labor day to instruct the Contractor's personnel in the preparation and execution of solvent-welded and hot-gas welded joints for the sizes of pipes to be installed in the project.

2. One person to observe and advise during the assembly and installation of every pipe joint assembly in the project, including hot-gas welding for repairing joints. The manufacturer's representative shall be qualified to make both solvent-welded joints and hot-gas welded joints per the BPS.

PART 2 - MATERIALS

A. Pipe

Pipe shall be Schedule 80, Type I, Grade 1 (Class 12454-B), conforming to ASTM D1784 and D1785.

B. Fittings

1. Fittings shall be socket type, Schedule 80, and shall conform to ASTM D2467.

2. Fabricated branch connections or tees may be used only where the type or size of fitting is not described in ASTM D2467. Joints and seams in fabricated fittings shall be in accordance with ASME B31.3 (2006 edition), Chapter VII, Part 9, paragraph A328.5.4. The design and fabrication of such branch connection and tees shall be in accordance with ASME B31.3, Chapter VII, paragraphs A304.3 and A328.5.2.


Minimum wall thickness shall be equivalent to that of Schedule 80 pipe. Provide external fiberglass (FRP) reinforcement around the fittings and encapsulating and reinforcing the weld seams. The FRP reinforcing shall be free of visible chips, cracks, foreign inclusions, air bubbles, lack of fill-out, delamination, and sharp obtrusive surfaces as defined in ASTM D2563.

C. Flanges

PVC flanges shall be of the one-piece solid socket design and shall be made of the same material as the pipe. Pressure rating shall be at least 150 psi at a temperature of 73°F. Minimum burst pressure shall be 500 psi. Flanges shall match the dimensions of ASME B16.5, Class 150 steel flanges for outside diameter, bolt circle, and bolt holes. Do not use Van Stone flanges.

D. Joints

Pipe and fitting joints shall be socket welded except where flanged joints are required to connect to valves and equipment.

E. Solvent Cement

Solvent cement for socket joints shall comply with ASTM D2564 and F656.


See Section 400500.

G. Bolts and Nuts for Flanges

See Section 400500.

H. Lubricant for Stainless Steel Bolts and Nuts

See Section 400500.

PART 3 - EXECUTION

A. General

1. Do not install PVC pipe when the temperature is below 40°F or above 90°F. Store loose pipes on racks with a maximum support spacing of 3 feet. Provide shades for pipe stored outdoors or installed outdoors until the pipe is filled with water.

2. Store fittings indoors in their original cartons.

3. Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do not use solvent cements that have exceeded the shelf life marked on the storage container.


4. Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking, or splitting on pipe ends. Remove any pipe section containing defects by cutting out the damaged section of pipe.

5. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it.

B. Solvent-Welded and Hot-Gas Welded Joints

1. Bonding requirements shall be in accordance with ASME B31.3 (2006 edition), Chapter VII, Part 9. Bonding shall include both solvent welding or cementing and hot-gas welding.

2. Prior to solvent welding, remove fittings and couplings from their cartons and expose them to the air at the same temperature conditions as the pipe for at least one hour.

3. Cut pipe ends square and remove burrs, chips, and filings before joining pipe or fittings. Bevel pipe ends as recommended by the pipe manufacturer in the BPS.

4. Wipe away loose dirt and moisture from the inside and outside diameters of the pipe end and the inside diameter of the fitting before applying solvent cement. Clean the surfaces of both pipes and fittings that are to be solvent welded with a clean cloth moistened with acetone or methylethyl ketone. Do not apply solvent cement to wet surfaces.

5. The pipe and fitting socket shall have an interference fit. Perform a dry fit test at each joint before applying solvent cement. The pipe shall enter the fitting socket between one-third and two-thirds of the full socket depth when assembled by hand.

6. Make field solvent-welded and hot-gas welded joints only in the presence of the pipe manufacturer's representative who shall instruct and advise the Contractor's personnel in the assembly of the joints. Joint bonding shall be done in accordance with a BPS established by the pipe manufacturer. Qualification of the BPS shall be in accordance with ASME B31.3, Chapter VII, Part 9, paragraphs A328.2 through A328.5. Each person who will perform bonding shall be qualified in executing the BPS per paragraph A328.2.5.

7. Make up solvent-welded joints per ASTM D2855 and the BPS. Application of cement to both surfaces to be joined and assembly of these surfaces shall produce a continuous bond between them with visual evidence of cement at least flush with the outer end of the fitting bore around the entire joint perimeter.

8. Allow at least eight hours of drying time before moving solvent-welded joints or subjecting the joints to any internal or external loads or pressures.

9. After completion of the solvent-welded joints, subject the piping system to a hydrostatic test pressure of 75 psi per Section 400515. Solvent-welded joints that show minor weeping at isolated points around the circumference of the joint may be repaired by the hot-gas welding method. There shall be no more than one point of


weeping for every 12 inches of circumference of the pipe. Remove solvent-welded joints that show excessive leakage and assemble new joints.

10. The hot-gas welding method shall produce a continuous seal at the fillet formed by the junction of the fitting socket entrance and the pipe. Use a hot-gas welding procedure per the BPS and the following to melt a plastic filler rod and the surfaces of the pipe in the fillet area. Force the softened rod into the softened fillet. Provide the hot-gas weld around the entire circumference of the solvent-welded joint.

11. Terminate a hot-gas weld by lapping the bead on top of itself for a distance of 3/8 inch to 1/2 inch. Do not terminate a hot-gas weld by overlapping the bead side by side.

12. Provide three weld passes on each hot-gas welded joint. Deposit the first bead at the bottom of the fillet. Deposit the second and third beads on each side of the first bead. Stagger the starting point for each bead and allow each weld pass to cool before proceeding with the next pass.

13. Upon completion of each hot-gas welded bead, check that the filler rod has completely fused into the base pipe. If the filler rod can be removed or pulled back from the base material, then reject the entire hot-gas weld. Reject any hot-gas welds showing brown or black discoloration.

14. Upon completion (including cooling) of the hot-gas welded joints, subject the piping system to a test pressure of 75 psi per Section 400515. Cut out, remove, and replace any joints that are leaking. No rework of leaking hot-gas welded joints will be permitted.

15. Acceptance criteria for solvent-welded and hot-gas welded joints shall be as follows:

Kind of Imperfection Hot-Gas Welded Solvent

Cemented

Cracks None permitted Not applicable

Unfilled areas in joint None permitted None permitted

Unbonded areas in joint Not applicable None permitted

Inclusions of charred material None permitted Not applicable

Unfused filler material inclusions None permitted Not applicable

Protrusion of material into pipe bore, % of pipe wall thickness

Not applicable Cement, 50%

C. Flanged Joints

1. Lubricate bolt threads with graphite and oil before installation.

2. Tighten bolts on PVC flanges by tightening the nuts diametrically opposite each other using a torque wrench. Complete tightening shall be accomplished in stages and the final torque values shall be as shown in the following table:


Pipe Size (inches)

Final Torque (foot-pounds)

4 20 to 30

6 to 8 33 to 50


See Section 400500.

E. Installing Aboveground and Exposed Piping

1. See Section 400500.

2. Fill empty piping with water, provide temporary shading, or other means to keep the surface temperature of the pipe below 100°F.

F. Painting and Coating

Coat piping per Section 099000, System No. 41.

G. Final Hydrostatic Testing

Perform final hydrostatic testing for leakage in accordance with Section 400515 after all joints have been tested and defective joints have been repaired or replaced.

END OF SECTION

PVC DISTRIBUTION PIPE (AWWA C900) 402092-1 60060986 - March 25, 2010

SECTION 402092 PVC DISTRIBUTION PIPE (AWWA C900)

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of PVC distribution pipe conforming to AWWA C900. Size range is 4 through 12 inches.






5. Disinfection of Piping and Structures: 331300.





C. Submittals


2. Provide affidavit of compliance with AWWA C900.

3. Submit fully dimensioned cross-section of the bell and barrel of the pipe. Show the bell maximum outside diameter in the pressurized area and its minimum wall thickness at the same location.

4. Submit copies of the following manufacturer-required tests conducted on project pipe:

a. Quick-burst strength of pipe and couplings.

b. Flattening resistance of pipe.

c. Record of additional tests after test sample failure.


5. Submit manufacturer's literature of gray iron and ductile-iron fittings including dimensions, thickness, weight, coating, lining, and a statement of inspection and compliance with the acceptance tests of AWWA C110 or C153. Submit copy of report of pressure tests for qualifying the designs of all sizes and types of AWWA C153 fittings that are being used in the project. The pressure test shall demonstrate that the minimum safety factor described in AWWA C153, Section 53-15 is met.

6. Submit outline drawings and materials description of service connection saddles, corporation stops, and pipe plugs.

7. Submit test results for the restrained joint system to be used certified by an independent test laboratory demonstrating compliance with these specifications for each size and pressure rating.

8. Submit restrained joint system installation instructions. Include bolt torque limitations and assembly tolerances.

PART 2 - MATERIALS

A. Pipe

AWWA C900, rubber-ring gasket bell end or plain end with elastomeric gasket coupling, DR 18, cast iron equivalent outside diameter, material cell classification 12454-B per ASTM D1784.

B. PVC Pipe Coloring and Marking for Reclaimed Water Service

PVC pipe shall be purple (Pantone 522) and shall be marked on both sides of the pipe with the wording "CAUTION: RECLAIMED WATER--DO NOT DRINK." The lettering shall be minimum 1 inch high, black, and shall be repeated at intervals not exceeding 60 inches. The purple coloring shall be achieved by adding pigment to the PVC material as the pipe is being manufactured.

C. Fittings

1. Fittings shall conform to AWWA C110 with a minimum pressure rating of 250 psi. Size bells specifically for outside diameter of cast-iron equivalent PVC pipe including rubber-ring retaining groove.

2. Mechanical joint fittings conforming to AWWA C153 may be used in lieu of AWWA C110 fittings.

D. Lining and Coating for Fittings

1. Provide cement-mortar lined fittings per AWWA C104. Lining thickness shall be the double thickness listed in AWWA C104, Section 4.8. Cement for lining shall conform to ASTM C150, Type II.

2. Alternatively line fittings per Section 099000, System No. 7.

3. Coat fittings per Section 099000, System No. 21 .


4. Alternatively line and coat fittings with fusion-bonded epoxy per Section 099761.Flanges

Flanges on outlets of fittings shall be Class 125 per ASME B16.1.

E. Gaskets for Flanges

See Section 400500.

F. Bolts and Nuts for Flanges

See Section 400500.

G. Outlets and Nozzles

1. Provide outlets 2 inches and smaller by attaching a service clamp as specified in Section 402713. Use Type 1 clamps.


H. Restrained Joints

Provide restrained joints where indicated in the drawings. Restrained joints shall be provided by restraining systems that incorporate a series of machined serrations on the inside diameter of a restraint ring to provide positive restraint. Restraining systems shall meet or exceed the requirements of UNI-B-13-94 and ASTM F1674 and the following:

1. Restraint devices for bell-and-spigot joints shall consist of a split restraint ring installed on the spigot, connected to a solid backup ring seated behind the bell.

2. Restraint devices for connection to ductile-iron mechanical joints shall consist of a split restraint ring installed behind the ductile-iron fitting follower gland and gasket and shall retain the full deflection capability of the joint.

3. The split restraint ring shall be machined to match the outside diameter of the pipe, provide full 360-degree support around the barrel of the pipe, and shall incorporate a series of machined serrations for gripping the outside surface of the pipe. The serrations shall be uniform and extend the full circumference of the clamp. The ring shall also incorporate a positive means of avoiding applying excessive clamping force to the pipe.

4. Materials used in the restraint device shall be ductile iron conforming to ASTM A536, Grade 60-42-12 or 65-45-12.

5. T-bolts, studs, and connecting hardware shall be high-strength, low alloy material in accordance with AWWA C111.

6. Design restraining devices to have a 2:1 safety factor based on the design strength of the pipe.

7. Restraining devices shall be UNI-Flange Block Buster Series 1300 or 1500, EBAA Iron Series 1600, or equal.


I. Flanged Coupling Adapters

See Section 400722.

PART 3 - EXECUTION

A. Product Marking

Legibly mark pipe at 5-foot intervals and each coupling to identify the nominal diameter, the outside diameter base, that is, cast-iron or steel pipe (IPS), the material code for pipe and couplings, the dimension ratio number, AWWA C900, and the seal of the testing agency that verified the suitability of the material for potable water service (NSF in the United States).

B. Delivery and Temporary Storage of Pipe

1. Ship, store, and place pipe at the installation site, supporting the pipe uniformly. Avoid scratching the pipe surface. Do not stack higher than 4 feet or with weight on bells. Cover to protect from sunlight.

2. Do not install pipe that is gouged or scratched forming a clear depression.

C. Pipe Layout for Curved Alignment

Pipe lengths may be bent for curved alignment but to no smaller radius curve than the following:

Pipe Diameter (inches)

Minimum Curve Radius (feet)

4 400

6 600

8 800

10 1,000

12 1,200

D. Handling Pipe

Hoist pipe with mechanical equipment using a cloth belt sling or a continuous fiber rope that avoids scratching the pipe. Do not use a chain. Pipes up to 12 inches in diameter may be lowered by rolling on two ropes controlled by snubbing. Pipes up to 6 inches in diameter may be lifted by hand.

E. Installing Buried Piping


2. When installing pipe in trenches, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure for grade at the pipe invert.


3. Backfill materials in the pipe zone shall be imported sand per Section 312316. Do not add successive layers unless the previous layer is compacted to 95% relative compaction per ASTM D1557.


5. Compact trench backfill to the specified relative compaction. Do not float pipe. Do not use high-impact hammer-type equipment except where the pipe manufacturer warrants in writing that such use will not damage the pipe.

F. Assembly of Pipe Joint

1. The spigot and bell or bell coupling shall be dirt free and slide together without displacing the rubber ring. Lay the pipe section with the bell coupling facing the direction of laying.

2. Insert the rubber ring into the groove in the bell in the trench just before joining the pipes. First clean the groove. Observe the correct direction of the shaped ring. Feel that the ring is completely seated.

3. Lubricate the spigot over the taper and up to the full insertion mark with the lubricant supplied by the pipe manufacturer. If the lubricated pipe end touches dirt, clean the pipe end and reapply lubricant.

4. Insert the spigot into the bell and force it slowly into position.

5. Check that the rubber ring has not left the groove during assembly by passing a feeler gauge around the completed joint.

G. Wrapping Fittings and Restrained Joint Devices

Wrap buried cast-iron fittings and restrained joint devices with polyethylene per Section 099754.

H. Field Hydrostatic Testing


END OF SECTION

PVC DISTRIBUTION PIPE (14 INCHES AND LARGER) 402093-1 60060986 - March 25, 2010

SECTION 402093 PVC DISTRIBUTION PIPE (14 INCHES AND LARGER)

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of PVC pipe having cast-iron pipe outside diameters and otherwise conforming to AWWA C905, as modified herein. Size range is 14 through 36 inches. The pressure classes shown in the drawings shall correspond to the following standard dimension ratios (SDRs):

Size Range (inches)

Pressure Class on Drawings (psi)

SDR per ASTM D2241

14 to 24 150 18

30 to 36 150 21








C. Submittals


2. Provide affidavit that the pipe complies with AWWA C905.

3. Submit copies of the manufacturer-required tests of the following conducted on project pipe:

a. Quick-burst strength of pipe and couplings.


c. Impact resistance of pipe.

d. Acetone-immersion test of pipe material.

e. Internal pressure and vacuum tests of joints per ASTM D3139.


f. Laboratory tests of gaskets per ASTM F477.

g. Record of additional tests after test sample failure.

4. Submit manufacturer's literature of gray iron and ductile-iron fittings including dimensions, thickness, weight, coating, lining, and a statement of inspection and compliance with the acceptance tests of AWWA C110.

5. Submit manufacturer's catalog data, outline drawings, and material description of service connection saddles, corporation stops, and pipe plugs.

PART 2 - MATERIALS

A. Pipe

Material shall conform to ASTM D1784, Class 12454-A or 12454-B.

B. PVC Pipe Coloring and Marking for Reclaimed Water Service

PVC pipe shall be purple (Pantone 522) and shall be marked on both sides of the pipe with the wording "CAUTION: RECLAIMED WATER--DO NOT DRINK." The lettering shall be minimum 1 inch high, black, and shall be repeated every 36 inches. The purple coloring shall be achieved by adding pigment to the PVC material as the pipe is being manufactured.

C. Joints

Provide elastomeric seal joints conforming to ASTM D3139. Elastomeric gaskets shall comply with ASTM F477.

D. Fittings

Fittings shall conform to AWWA C110 with a minimum pressure rating of 250 psi. Size bells specifically for outside diameter of cast-iron equivalent PVC pipe including rubber-ring retaining groove.

E. Lining for Fittings

1. Provide cement-mortar lined fittings per AWWA C104. Lining thickness shall be the double thickness listed in AWWA C104, Section 4.8. Cement for lining shall conform to ASTM C150, Type II.

2. Alternatively line fittings per Section 099000, System No. 7.

3. Alternatively line and coat fittings with fusion-bonded epoxy per Section 099761.

F. Coating for Fittings

Coat buried fittings per Section 099000, System No. 21.


G. Flanges

Flanges on outlets of fittings shall be Class 125 per ASME B16.1.

H. Gaskets for Flanges

See Section 400500.

I. Bolts and Nuts for Flanges

See Section 400500.

J. Sand for Pipe Zone Material

See Section 312316.

K. Outlets and Nozzles

1. For outlets 3 inches and smaller, provide a cast-iron tee with a 4-inch flanged outlet and a reducing companion flange.

2. For outlets larger than 3 inches, use a cast-iron tee with a flanged outlet.

L. Restrained Joints

Provide restrained joints where indicated in the drawings. Restrained joints shall be provided by restraining systems that incorporate a series of machined serrations on the inside diameter of a restraint ring to provide positive restraint. Restraining systems shall meet or exceed the requirements of UNI-B-13-94 and ASTM F1674 and the following:

1. Restraint devices for bell-and-spigot joints shall consist of a split restraint ring installed on the spigot, connected to a solid backup ring seated behind the bell.

2. Restraint devices for connection to ductile-iron mechanical joints shall consist of a split restraint ring installed behind the ductile-iron fitting follower gland and gasket and shall retain the full deflection capability of the joint.

3. The split restraint ring shall be machined to match the outside diameter of the pipe, provide full 360-degree support around the barrel of the pipe, and shall incorporate a series of machined serrations for gripping the outside surface of the pipe. The serrations shall be uniform and extend the full circumference of the clamp. The ring shall also incorporate a positive means of avoiding applying excessive clamping force to the pipe.

4. Materials used in the restraint device shall be ductile iron conforming to ASTM A536, Grade 60-42-12 or 65-45-12.

5. T-bolts, studs, and connecting hardware shall be high-strength, low alloy material in accordance with AWWA C111.

6. Design restraining devices to have a 2:1 safety factor based on the design strength of the pipe.


7. Restraining devices shall be UNI-Flange Block Buster Series 1300 or 1500, EBAA Iron Series 2800, or equal.

M. Flanged Coupling Adapters

See Section 400722.

N. Factory Testing of Pipe

1. Test the quick-burst strength of pipe produced from each extrusion outlet at the beginning of production of each specific material, style, or size; thereafter, test one sample every 24 hours. Test a minimum of five specimens total. Test in accordance with ASTM D1599. For bell-end pipe, include the bell (with any reinforcement sleeve) as part of at least two specimens.

2. Perform sustained pressure test in accordance with ASTM D2241 and D1599, except that test pressure may be 6% less than that given in Table 3 of ASTM D2241. If pipe has been tested previously, submit copy of test report.

3. Perform burst pressure test in accordance with ASTM D2241 and D1599, except that test pressure may be 6% less than that given in Table 4 of ASTM D2241.

4. Hydrostatically test each length of pipe including the joint in accordance with Section 5.1.8 of AWWA C905.

5. Test the flattening resistance and impact resistance of pipe produced from each extrusion outlet at the beginning of production of each specific material or size; thereafter, test one sample every 24-hour shift or every 100 pieces. Test a minimum of three specimens total. Test for flattening resistance per ASTM D2241, Section 7.6. Test for impact resistance per ASTM D256, Method A. The minimum impact strength shall be 0.65 ft-lbs/inch.

6. Test the pipe produced from each extrusion outlet by the acetone-immersion method at the beginning of production of each specific material or size; thereafter, test one sample every 24-hour shift or every 100 pieces. Test per ASTM D2152.

7. Perform other factory testing per ASTM D2241 and AWWA C905.

8. The phrase "beginning of production" means the beginning of production of pipe for this project. Do not use test results from other projects.

9. When any product fails to meet a specified test requirement, perform additional tests to determine which products are acceptable of those produced from the same extruder or mold as of the last favorable test. Reject pipe that fails to meet any test requirement.

PART 3 - EXECUTION

A. Product Marking

Legibly mark pipe per AWWA C905, Section 6.1.


B. Delivery and Temporary Storage of Pipe

1. Ship, store, and place pipe at the storage yard or installation site supporting the pipe uniformly. Avoid scratching the pipe surface. Do not stack higher than 4 feet or with weight on bells. Cover to protect from sunlight.

2. Unload pipe close to point of installation to avoid handling damage. Avoid scratching the pipe surface.

3. Remove and do not install pipe that is gouged, scratched forming a clear depression, or marred.

C. Handling Pipe

Hoist pipe with mechanical equipment using a cloth belt sling or a continuous fiber rope that avoids scratching the pipe. Do not use a chain or wire rope sling.

D. Installing Pipe in Trenches

1. Install in accordance with Section 312316, AWWA C605, and as follows.

2. When installing pipe in trenches, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure elevation at the pipe invert.

3. Pipe shall have a minimum cover of 3 feet unless otherwise shown in the drawings.

4. Backfill materials in the pipe zone shall be imported sand per Section 312316. Do not add successive layers unless the previous layer is compacted to 95% relative compaction per ASTM D1557.


6. Compact trench backfill to the specified relative compaction. Do not float pipe. Do not use high-impact hammer-type equipment except where the pipe manufacturer warrants in writing that such use will not damage the pipe.

E. Assembly of Pipe Joint

1. The spigot and bell or bell coupling shall be dirt free and slide together without displacing the rubber ring. Lay the pipe section with the bell coupling facing the direction of laying.

2. Insert the rubber ring into the groove in the bell in the trench just before joining the pipes. First clean the groove. Observe the correct direction of the shaped ring. Feel that the ring is completely seated.

3. Lubricate the spigot over the taper and up to the full insertion mark with the lubricant supplied by the pipe manufacturer. If the lubricated pipe end touches dirt, clean the pipe end and reapply lubricant.

4. Insert the spigot into the bell and force it slowly into position.


5. Check that the rubber has not left the groove during assembly by passing a feeler gauge around the completed joint.

F. Wrapping Fittings and Restrained Joint Devices

Wrap buried cast-iron fittings and restrained joint devices with polyethylene per Section 099754.

G. Field Hydrostatic Testing


END OF SECTION

FUSIBLE PVC PIPE C905 402095A-1 60060986 - March 25, 2010

SECTION 402095 - FUSIBLE PVC PIPE, C905

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of fusible polyvinyl chloride (PVC) distribution pipe conforming to AWWA C905. Size range is 14 through 36 inches.

B. Submittals

1. Submit shop drawings in accordance with the General Provisions, Section 013300 and the following.

2. Provide affidavit of compliance with AWWA C905.

3. Submit fully dimensioned cross section of the pipe.

4. Submit materials list for review. Submit manufacturer’s recommended method of installing pipe including methods for butt-fusing joints. Submit manufacturer’s recommended fusion parameters and documentation that these parameters have been validated by appropriate testing. Show alignments and offsets for “snaking” buried pipe.

5. Submit certified lab data to verify specified physical properties. Submit results of verification tests per Section 5 of AWWA C906-latest edition. Certify that tests are representative of pipe supplied for this project.

6. Submit affidavit of compliance with referenced standards (e.g., AWWA C905, C906, etc.).

7. Submit calculations that the pipe is designed to withstand the system pressures and stresses, including pullback stress (see Section 330522). This shall include calculations for the SDR of the PVC pipe.

8. Submit copies of the following manufacturer-required tests conducted on project pipe:

a. Quick-burst strength of pipe.


c. Record of additional tests after test sample failure.

9. All components in contact with potable water, or with chemicals that will be added to potable water, shall meet the requirements of NSF 61 and FDEP 62-550.320(3)(b).


PART 2 - MATERIALS

A. Pipe

Fusible AWWA C905, Class 235 (DR18), ductile iron equivalent OD, material cell classification 12454-B per ASTM D 1784. Pipe shall be marked green when used for a force main. Pipe shall be blue color for water pipe.

PART 3 - EXECUTION

A. Qualification of Fusion Operators

Each operator performing fusion joining shall be qualified in the use of the manufacturer's recommended fusion procedure(s) by the following:

1. Appropriate training or experience in the use of the fusion procedure from the pipe manufacturer.

2. Making a sample joint according to the procedure that passes the following inspections and tests:

a. The joint shall be visually examined during and after joining and found to have the same appearance as a photograph or sample of an acceptable joint that was joined in accordance with the procedure; and

b. The joint shall be tested or examined by one of the following methods:

(1) Pressure and tensile test as described in 49 CFR 192.283; or

(2) Cut into at least three longitudinal straps, each of which is:

(a) Visually examined and found to be free of voids or unbonded areas on the cut surface of the joint, and

(b) Deformed by bending, torque, or impact and if failure occurs, it must not initiate in the joint area.

c. Each operator shall be requalified under the procedure, if, during any 12-month period he:

(1) Does not make any joints under the procedure; or

(2) Has three joints or three percent of the joints he has made, whichever is greater, that are found unacceptable by testing under 49 CFR 192.513.

B. Product Marking

Legibly mark pipe at 5-foot intervals and each coupling to identify the nominal diameter, the OD base, that is, cast-iron or steel pipe (IPS), the material code for pipe and couplings, the dimension ratio number, AWWA C905, and, if applicable, the seal of the


testing agency that verified the suitability of the material for potable water service (NSF in the United States).

C. Delivery and Temporary Storage of Pipe

1. Ship, store, and place pipe at the installation site, supporting the pipe uniformly. Avoid scratching the pipe surface. Do not stack higher than 4 feet nor stack with weight on bells. Cover to protect from sunlight.

2. Do not install pipe that is gouged or scratched forming a clear depression.

D. Pipe Layout for Curved Alignment

Pipe lengths may be bent for curved alignment but to no smaller radius curve than 1.25 times the manufacturer’s published standard.

E. Handling Pipe

Hoist pipe with mechanical equipment using a cloth belt sling or a continuous fiber rope which avoids scratching the pipe. Do not use a chain.

F. Installing Buried Piping in Trench


2. When installing pipe in trenches, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure for grade at the pipe invert.

3. Backfill materials in the zone between the trench bottom and to a point 12 inches above the top of the pipe shall be sand. Compact by means of vibratory equipment, by flooding, or by hand tamping. Apply backfill in layers having a maximum thickness of 8 inches. Do not add successive layers unless the previous layer is compacted to 90% relative compaction per ASTM D 1557.


5. Compact trench backfill to the specified relative compaction. Compact by using mechanical compaction, water jetting, or hand tamping. Do not float pipe. Do not use high-impact hammer-type equipment except where the pipe manufacturer warrants in writing that such use will not damage the pipe.

G. Sanitation of Pipe Interior

1. During fusion operations and laying operations, do not place tools, clothing, or other materials in the pipe.

2. When pipe laying is not in progress, including the noon hour, close the ends of the pipe by a vermin- and child-proof plug.


H. Heat Fusion

1. Use fusion equipment specially designed for heat fusion of PVC. The equipment utilized shall be regulated for the different melt strength materials. The heat fusion process shall be in accordance with manufacturer’s recommendations.

2. Maintain the proper temperature of the heater plate as recommended by the pipe manufacturer.

3. Clean pipe ends inside and outside with a clean cotton cloth to remove dirt, water, grease, and other foreign materials.

4. Square (face) the pipe ends using facing tool of the fusion machine. Remove all burrs, chips, and filings before joining pipe or fittings.

5. Check line-up of pipe ends in fusion machine to see that pipe ends meet squarely and completely over the entire surface to be fused. Make sure the clamps are tight so that the pipe does not slip during the fusion process.

6. Carefully move the pipe ends away from the heater plate and remove the plate (if the softened material sticks to the heater plate, discontinue the joint, clean heater plate, resquare pipe ends, and start over).

7. Bring melted ends together rapidly. Do not slam. Apply enough pressure to form a double roll-back bead to the body of the pipe around the entire circumference of the pipe. The double bead should be rolled over to the surface, and be uniformly rounded and consistent in size all around the joint. The double bead width should be to 2-1/2 times its height above the surface, and the V-groove depth between the beads should not be more than half the bead height. Pressure is necessary to cause the heated material to flow together.

8. Allow the joint to cool and solidify properly. Remove the pipe from the clamps and inspect the joint appearance.

I. Installing PVC by Horizontal Directional Drill

Conform to Section 330522.

J. Field Hydrostatic Testing

Test pressures are shown in the Piping Schedule in the drawings. Test in accordance with Section 400515.

END OF SECTION

HDPE PIPE, 20 INCHES AND SMALLER 402097-1 60060986 - April 6, 2010

SECTION 402097 HDPE PIPE, 20 INCHES AND SMALLER

PART 1 - GENERAL

A. Description

This section includes materials and testing of PE3408 high-density, very high molecular weight polyethylene pipe and fittings of size 20 inches and smaller for use in direct burial piping having a hydrostatic design basis of 1,600 psi and having a maximum operating temperature of 74°F. Pipe diameter basis is IPS.






5. Wall Flanges, Anchors, and Penetrations: 400762.





C. Submittals


2. Submit materials list for review. Submit manufacturer's recommended method of installing buried pipe including methods for butt-fusing joints.

3. The polyethylene pipe manufacturer shall provide certification that stress regression testing has been performed on the specific product. Certification shall include a stress life curve per ASTM D2837.

4. Provide certification that the material is listed by the Plastics Pipe Institute in PPI TR-4 with a 73°F hydrostatic design stress rating of 800 psi and a 140°F hydrostatic design stress rating of 400 psi. The PPI listing shall be in the name of the pipe manufacturer and shall be based on ASTM D2837 and PPI TR-3 testing and validation of samples of the pipe manufacturer's production pipe.


5. The manufacturer's certification shall state that the pipe was manufactured from one specific resin in compliance with these specifications. The certificate shall state the specific resin used, its source, and list its compliance to these specifications.

6. Submit certified lab data to verify specified physical properties. Certify that tests are representative of pipe supplied for this project.

7. Submit affidavit of compliance with referenced standards (e.g., AWWA C901, C906, ASTM F714, etc.).

8. Submit recommended locations of flanged joints, unions, shop-fabricated fittings, and connections to other pipe materials. Submit detailed drawings of fittings.

9. Submit installation schedule for force mains.

10. Submit qualification certificates for operators of heat fusion equipment.

11. Submit schedule for placement of and removal of test bulkheads.

PART 2 - MATERIALS

A. Pipe

1. Pipe and fittings 4 inches through 20 inches shall conform to AWWA C906 and the following requirements.

2. Pipe shall have a nominal IPS outside diameter.

3. The minimum wall thickness (inches) for pipe 4 inches through 20 inches shall be in accordance with Table 5 of AWWA C906, for the SDR shown in the drawings. If no SDR is shown in the drawings, use an SDR of 11. Produce the pipe to the dimensions and tolerances specified in ASTM F714.

4. The pipe shall be homogeneous throughout and free of visible cracks, holes, voids, foreign inclusions, or other deleterious defects and shall be identical in color, density, melt index, and other physical properties throughout.

5. Pipe shall have a minimum hydrostatic design basis (HDB) of 1,600 psi, as determined in accordance with ASTM D2837.

6. Pipe Material:

a. Materials used for the manufacture of polyethylene pipe and fittings shall be very high molecular weight, high-density ethylene/hexene copolymer PE 3408 polyethylene resin meeting the physical property and pipe performance requirements listed below.

Property Specification Units Minimum

Values

Material Designation PPI/ASTM --- PE3408


Property Specification Units Minimum

Values

Material Classification ASTM D1248 --- III C 5 P34

Cell Classification ASTM D3350 --- 345434C

Hardness ASTM D2240 Shore "D" 64

Compressive Strength (Yield) ASTM D695 psi 1,600

Tensile Strength @ Yield (Type IV Spec.)

ASTM D638 (2"/min)

psi 3,200

Elongation @ Yield ASTM D638 %, min. 8

Tensile Strength @ Break (Type IV Spec.)

ASTM D638 psi 3,500 psi

Elongation @ Break ASTM D638 %, min. 600

Modulus of Elasticity ASTM D638 psi 110,000

ESCR:

(Cond A,B,C: Mold. Slab) ASTM D1693 Fo, Hrs Fo>5,000

(Compressed Ring Pipe) ASTM F1248 F50, Hrs F50>1,000

Slow Crack Growth Battelle Method Days to Failure

Fo>32

Impact Strength (IZOD) (0.125-Inch Thick)

ASTM D256 (Method A)

in-lb/in Notch

42

Linear Thermal Expansion Coefficient

ASTM D696 in/in/°F 1.2 x 10-4

Thermal Conductivity ASTM C177 BTU, in/ Ft2/hrs/°F

2.7

Brittleness Temp. ASTM D746 °F <-180°F

Vicat Soft. Temp. ASTM D1525 °F 257

NSF Listing Standard 14 --- "Listed"

*Standard deviation 0.01.

b. The pipe shall be extruded from precompounded resin. In-plant blending of resin is unacceptable.

B. Nipples and Flanged Stub Ends

Short nipples and stub ends shall be of the same material as the pipe.

C. Fittings

Minimum radius of fabricated elbows shall be 2.5 diameters. The fittings shall be fully pressure rated by the manufacturer to provide a working pressure equal to the pipe for 50 years of service at 73°F with an included 2:1 safety factor. Manufacture the fittings from the same resin type, grade, and cell classification as the pipe. Fittings shall be homogeneous throughout and free from cracks, holes, foreign inclusions, voids, or other


injurious defects. The fittings shall be as uniform as practicable in color, opacity, density and other physical properties. The minimum "quick-burst" strength of the fittings shall not be less than that of the pipe with which the fitting is to be used.

D. Joints

1. Join sections of polyethylene pipe into continuous lengths on the jobsite above ground. The joining method shall be the butt fusion method performed in accordance with the pipe manufacturer's recommendations. The butt fusion equipment used in the joining procedures shall be capable of meeting all conditions recommended by the pipe manufacturer requirements of 500°F, alignment, and 150-psi interfacial fusion pressure.

2. Butt fusion joining shall result in a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion shall not be used. Extrusion welding or hot gas welding of HDPE shall not be used. Flanges, unions, grooved-couplers, transition fittings, and some mechanical couplers may be used to connect HDPE pipe mechanically without butt fusion where shown in the drawings and at elbows and tees.

E. Flanges

Flanges shall be steel, conforming to the dimensions of ANSI B16.5, Class 150.

F. Bolts, Nuts, and Gaskets for Flanges

See Section 400500.

G. Lubricant for Stainless Steel Bolts and Nuts

See Section 400500.

PART 3 - EXECUTION

A. Shipping, Storage, and Handling

1. Limit onsite pipe storage to a maximum of one week.

2. Transport pipe larger than 3 inches to the jobsite on padded bunks with nylon tie-down straps or padded bonding to protect the pipe. Protect the pipe from sharp objects. Anchor pipe securely to prevent slippage.

3. Store pipe larger than 3 inches on earth berms or timber cradles adjacent to the trench. Stack the heaviest series of pipe at the bottom. Do not stack pipe in excess of the following limits:


ALLOWABLE STACKING HEIGHTS FOR STORAGE OF HDPE PIPE

Nominal Pipe Size (inches)

Number of Rows High

SDR Above 17 SDR 17 and Below

8 8 6

20 3 3

4. When the pipe is received, visually inspect to verify that the correct product was received. Check for damage that may have occurred during transit. Examine for fractures, kinking, deep gouges, or cuts. Remove pipe with gouges or cuts in excess of 10% of the pipe wall thickness.

5. Cover pipe 100% with protective coverings or tarpaulins to prevent deposition of road salts, diesel smoke, fuel residue, and other contaminants in transit.

6. Hook lifting equipment, such as cranes, extension boom cranes, and side boom tractors, to wide web choker slings that are secured around the load or to lifting lugs on the component. Use only wide web slings. Do not use wire rope slings and chains which can damage components. Use spreader bars when lifting pipe or components longer than 20 feet.

7. Unload large fabrications using a wide web choker sling and lifting equipment such as an extension boom crane, crane, or lifting boom. Do not use stub outs, outlets, or fittings as lifting points, and avoid placing slings where they will bear against outlets or fittings.

8. Protect the pipe from stones and sharp objects.

9. Store fittings in their original cartons.

B. Handling Pipe During Installation

1. Lift pipes with handling beams or wide belt slings near the middle of joints as recommended by the pipe manufacturer. Do not use cable slings, chains, or hooks.

2. Before installation, check pipe and fittings for cuts or scratches exceeding 10% of the pipe wall thickness, gouges, buckling, kinking, or splitting. Remove such defective pipe.

C. Sanitation of Pipe Interior

1. During fusion operations and laying operations, do not place tools, clothing, or other materials in the pipe.

2. When pipelaying is not in progress, including the noon hour, close the ends of the pipe by a vermin- and child-proof plug.


D. Qualification of Fusion Operators

Each operator performing fusion joining shall be qualified in the use of the manufacturer's recommended fusion procedure(s) by the following:

1. Appropriate training or experience in the use of the fusion procedure.

2. Making a sample joint according to the procedure that passes the following inspections and tests:

a. The joint shall be visually examined during and after joining and found to have the same appearance as a photograph or sample of an acceptable joint that was joined in accordance with the procedure; and

b. Test or examine the joint by one of the following methods:

(1) Pressure and tensile test as described in 49 CFR 192.283;

(2) Ultrasonic inspection and found to be free of flaws that would cause failure; or

(3) Cut into at least three longitudinal straps, each of which is:

(a) Visually examined and found to be free of voids or unbonded areas on the cut surface of the joint, and

(b) Deformed by bending, torque, or impact and if failure occurs, it must not initiate in the joint area.

c. Each operator shall be requalified under the procedure, if, during any 12-month period he:

(1) Does not make any joints under the procedure; or

(2) Has three joints or three percent of the joints he has made, whichever is greater, that are found unacceptable by testing under 49 CFR 192.513.

E. Heat Fusion

1. Comply with ASTM F2620, except as modified below.

2. Use fusion equipment specially designed for heat fusion of HDPE such as offered by McElroy Manufacturing, Inc., Tulsa, Oklahoma or equal. The equipment utilized shall be regulated for the different melt strength materials. Compatibility fusion techniques shall be used when polyethylenes of different melt indexes are fused together.

3. Maintain the proper temperature of the heater plate as recommended by the pipe manufacturer. Check it with a tempilstik or pyrometer for correct surface temperature.


4. Clean pipe ends inside and outside with a clean cotton cloth to remove dirt, water, grease, and other foreign materials.

5. Square (face) the pipe ends using facing tool of the fusion machine. Remove burrs, chips, and filings before joining pipe or fittings.

6. Check line-up of pipe ends in fusion machine to see that pipe ends meet squarely and completely over the entire surface to be fused. Make sure the clamps are tight so that the pipe does not slip during the fusion process.

7. Insert clean heater plate between aligned ends and bring ends firmly in contact with plate but do not apply pressure while achieving melt pattern. Allow pipe ends to heat and soften. Approximate softening depths are as follows:

Pipe Size (inches)

Approximate Melt Bead (inches)

12 to 20 1/4 to 5/16

8. Carefully move the pipe ends away from the heater plate and remove the plate (if the softened material sticks to the heater plate, discontinue the joint, clean heater plate, resquare pipe ends, and start over).

9. Bring melted ends together rapidly. Do not slam. Apply enough pressure to form a double roll-back bead to the body of the pipe around the entire circumference of the pipe about 1/8- to 3/16-inch wide. Pressure is necessary to cause the heated material to flow together.

10. Allow the joint to cool and solidify properly. Remove the pipe from the clamps and inspect the joint appearance.

F. Sidewall Fusion

1. Accomplish side fusion procedure for HDPE in the field using 2- through 12-inch McElroy (or equal) fusion units and proper heater plate adapters. Where branch outlets are larger than 12 inches in outside diameter, accomplish sidewall fusion in a fitting fabrication shop.

2. Clean the pipe with a clean cotton cloth. Prepare surface of pipe (main) by roughing with 60 grit or coarser utility cloth.

3. Prepare the base of the branch by roughing with 60 grit or coarser utility cloth.

4. Align branch on the main and tighten clamp.

5. Check branch for square alignment.

6. Retract moveable clamp, roll in, and center heater plate with adapter between base of branch and main.


7. For all sizes, apply a strong, firm, continuous pressure until complete melt bead can be seen on main. Release pressure to light pressure. Continue heat soak cycle on branch and main. Watch base of branch for:

Main Sizes (inches)

Heat Soak Cycle Fitting Base Bead

3 and Larger 1/8- to 3/16-inch Melt Bead

8. Retract moveable clamp and cleanly remove heater plate.

9. Bring melted surfaces together rapidly. Do not slam. Apply continuous progressive pressure until proper fusion bead is formed. Maintain pressure until joint has cooled.

G. Compatibility Fusion

1. Manufacturer of pipe shall provide technical personnel to instruct and demonstrate the fusion procedure for joining dissimilar HDPE materials.

2. Compatibility heat fusion and sidewall fusion shall be accomplished in the same manner as described above with the following exception:

To achieve proper melt pattern, insert the heater plate and place a compatibility insulator between the heater plate and the lower melt material. After the higher melt achieves proper melt, then remove the insulator and bring the heater plate in contact with the lower melt material for proper melt. Continue heating both surfaces until proper melt develops. For manually operated fusion equipment, form a double roll-back bead as previously described in the fusion procedures.

H. Placement of Pipe in Trench

1. Control water in trench per Section 312316.

2. Lay pipes uphill if the grade exceeds 30%.

3. Install in accordance with ASTM F1668, except as modified herein.

4. Excavate to a minimum of 6 inches below the subgrade. Complete excavation to a uniform foundation free of protruding rocks. Complete stabilization of foundation, per Section 312316, then place material specified for the bedding in Section 312316 to bring the trench bottom to grade. Place and compact the bedding as detailed in the drawings. Trench bottom shall be continuous, smooth, and free from rocks.

5. Cut a depression to permit removal of the pipe handling slings. After the pipe has been butt-fused and the joints have set, snake the pipe into the trench per the pipe manufacturer's recommendations in order to allow for thermal expansion and contraction of the pipe.


6. Lower the fused pipe onto the bedding and install it to line and grade along its full length on firm bearing except at the sling depressions. Do not handle pipe at fabricated fittings. Tolerances on grade are 1/4 inch.

7. Consideration shall be given to pull-out forces caused by circumferential as well as longitudinal thermal contraction when flanged and mechanical joints are used. Make provisions for sealing as well as restraining to compensate for the axial loading due to expansion or contraction and/or pipe settlement.

8. When the pipe is laid in a rock cut or stony soil, excavate the trench at least 6 inches below pipe bottom grade and bring back to grade with compacted bedding. Remove boulders and large stones to avoid point contacts and to provide a uniform bed for the pipe.

9. Backfill pipe zone immediately after pipe has been bedded and joined. Prevent movement of pipe while backfilling. Carefully place the material around the pipe so that the pipe barrel is completely supported and that no voids or uncompacted areas are left beneath the pipe or in between stiffening ribs. Backfill material placed under the haunches shall be shovel sliced. Use particular care in placing material on the underside of the pipe to prevent lateral movement during subsequent backfilling. Limit unbackfilled, installed pipe to five sections maximum. Avoid extended exposure to sun.

10. Backfill materials in the zone between the trench bottom and to a point 12 inches above the top of the pipe shall be imported sand per Section 312316.

11. Compact by means of vibratory equipment or by hand tamping. Apply backfill in layers having a maximum thickness of 6 inches. Do not add successive layers unless the previous layer is compacted to 90% relative compaction. Compact material placed within 12 inches of the outer surface of the pipe by hand tamping only.

12. Provide sufficient space along each side of the pipe and the trench wall to observe that the embedment material fills all spaces below pipe spring line under the pipe haunches. Do not allow pipe to float out of position.

I. Installing Fabricated Fittings

To avoid field damage, do not join large diameter (16-inch IPS and above) fabricated directional fittings, such as elbows, tees, wyes, and crosses, to more than one pipe before placement in the trench. Make the remaining outlet connections after placement in the trench with flanges, mechanical couplings, or electrofusion couplings. Perform butt fusion in the trench but place and remove the butt fusion machine in the trench such that the piping is not disturbed.

J. Cold-Bending of Curved Segments

HDPE may be cold-bent to a minimum radius of no less than 30 times the pipe diameter as it is installed along curved alignment. The minimum bending radius that can be applied to the pipe without kinking it varies with the diameter and wall thickness of the pipe and shall not exceed the recommendations of the manufacturer. If adequate space is not


available for the required radius, fuse a fitting of the required angle into the piping system to obtain the necessary change in direction.

K. Static Electricity Discharging

1. Static electricity charges are generated on polyethylene pipe by friction, particularly during the handling of pipe in storage, shipping, and installation. The flow of air or gas containing dust or scale will also build up significant static charges, as will the flow of dry materials through the pipe. These charges are a safety hazard, particularly in areas where there is leaking gas or an explosive atmosphere.

2. Plastic pipe is a nonconductor of electricity and the static charge will remain in place until some grounding device comes close enough to allow it to discharge.

3. The discharge of these static electric charges is the responsibility of the Contractor.

4. Do not drag HDPE pipe over the ground, drop it onto the ground, or drop objects on it.

L. Operations Incidental to Joint Completion

1. Install metallic tracer wire or foil where detailed in the drawings and per Section 400775.

2. Plan joint completion to accommodate temporary test bulkheads for hydrostatic testing.

M. Flanged Connections

1. Accomplish mechanical joining to other piping materials (fittings, valves, tanks, pumps, etc.) with factory-made flange adapters and AISI Type 316 stainless steel or ductile-iron backup flanges. Use flanges to connect lengths of HDPE together when heat fusion is impractical.

2. Flange adapters shall be pressure rated the same as the pipe. Flange adapters shall be heat fused to the pipe as outlined in the heat fusion section.

3. Use gaskets between the polyethylene flange adapters when recommended by the HDPE pipe manufacturer. Apply sufficient torque evenly to the bolts to prevent leaks. After initial installation and tightening of flanged connections, allow the connections to set for a few hours. Then conduct a final tightening of the bolts.

4. Lubricate nuts and bolts with oil or graphite prior to installation.

5. Wrap buried flanges, bolts, and metal with the sheet polyethylene film or tape specified for the valves and equipment. Extend the wrap or tape over the flanges and bolts and secure it around the adjacent pipe circumference with tape.

6. Check operation of valves connected to molded stub end flange adapters. Insert polyethylene spacer if recommended by pipe manufacturer for clearance.


N. Hydrostatic Testing

1. Perform hydrostatic testing for leakage in accordance with ASTM F2164 and Section 400515. The test period and allowable leakage rate shall be as defined in ASTM F2164, Section 9.

2. Examine exposed pipe or fittings carefully during the leak test for damage. Repair any damaged or defective pipe, fittings, valves, or hydrants discovered during the leak test and repeat the test. During the test period, add makeup water to keep the pressure constant.

3. The total time for initial pressurization and time at test pressure shall not exceed eight hours at 1.5 times the system pressure rating. If the test is not completed because of leakage, equipment failure, or any other reason within this total time, depressurize the test section and allow the pipe to “relax” for at least eight hours before starting the next testing sequence.

4. Allow the water, pipe, and soil to thermally stabilize. Fill the pipeline, vent the air, and allow the filled pipeline to sit overnight (in above freezing weather) to thermally stabilize.

END OF SECTION

FIBERGLASS-REINFORCED PLASTIC (FRP) PIPE 402099-1 60060986 - March 25, 2010

SECTION 402099 FIBERGLASS-REINFORCED PLASTIC (FRP) PIPE

PART 1 - GENERAL

A. Description

This section includes materials, testing, and installation of FRP pipe and fittings. Size range is 1 through 48 inches.







C. Submittals


2. Submit a certificate listing the type of resin to be used, describing the manufacturer's brand name or designation, composition, and characteristics.

3. Submit manufacturer's certification that fabrication complies with the referenced standards, e.g., ASTM D2310, D2992, and D2996 and AWWA C950. Submit six copies of the report required in ASTM D2992, Section 15.

4. Submit manufacturer's catalog data for the pipe. Show wall thickness of pipe and fittings. Show fitting dimensions. Show glass and resin content of walls.

5. Submit calculations showing determination of pipe and fitting wall thickness and reinforcement based on internal pressure, external loading, and the allowable values used in the design criteria.

6. Submit manufacturer's recommended torques for tightening bolts on flanged connections.

7. Submit manufacturer's recommended method of installing bell-and-spigot O-ring joints. Submit the bonding procedure specification (BPS) developed in accordance with ASME B31.3, Chapter VII, Part 9.


PART 2 - MATERIALS

A. Manufacturers

Pipe and fittings shall be Fibercast F-CHEM, Ershigs, Smith Fiberglass Products, or equal.

B. Design Criteria

1. Pipe shall be of the reinforced thermosetting resin type (RTRP). Pipe 14 inches and smaller shall conform to ASTM D2310, Type I or II; centrifugally cast pipe shall also conform to ASTM D2997. Pipe larger than 14 inches shall conform to ASTM D2310, Type I. Resin shall be Ashland Derakane 411, Ashland Hetron 922, Reichhold Dion 9800, or equal.

2. Provide at least one inner layer as a corrosion barrier on the pipe interior and an exterior layer for structural strength. The liner or corrosion barrier (inner surface plus interior layer) shall be at least 100 mils thick for filament-wound pipe. The liner or corrosion barrier for centrifugally cast pipe shall be at least 55 mils thick.

3. The inner layer or surface of filament-wound pipe shall be resin rich, shall consist of Type C glass monofilament surfacing or Nexus organic fiber, and shall be a minimum of 20 mils thick. Glass content in the inner layer shall be 10% ±5% by weight. The interior layer shall consist of multiple layers of chopped strand fiberglass reinforcement, 80 to 95 mils thick, with a glass content of 22% to 32%. The exterior layer shall be filament wound. Glass content in the filament-wound layers shall be 50% to 70% by weight. Determine glass content per ASTM D2584.

4. The liner or corrosion barrier for centrifugally cast pipe shall consist of 100% pure resin.

5. Maximum allowable membrane strain for internal pressure shall be 0.0012 inch/inch, and combined hoop strain for sustained loading shall be 0.0017 inch/inch. Combined hoop strain for transient loading shall not exceed 0.0020 inch/inch.

6. Provide ultraviolet protection in the form of a surface coating of a permanent resin-rich exterior layer, pigmented white. Surfaces shall be smooth, hard, and glossy. Thickness of this external layer shall be at least 10 mils.

7. The characteristics of the total laminate (filament winding or structural layer plus inner surface and interior layer) shall be as follows:


Ultimate hoop tensile strength (per ASTM D1599): 18,000 psi minimum

Hoop tensile modulus (per ASTM D2412): 1.5 to 4.0 million psi

Ultimate axial strength (per ASTM D2105): 9,000 to 20,000 psi

Axial tensile modulus (per ASTM D2105): 1.0 to 2.0 million psi

8. The maximum allowable hoop stress for pipe and fittings shall not exceed one-tenth of the ultimate hoop tensile strength.

9. Determine the maximum allowable hoop stress by the long-term cyclic pressure strength per ASTM A2992, Procedure A. The pressure rating of the pipe shall be as tabulated below:

Pipe Size (inches)

Minimum Pressure Rating (psig)

Vacuum Rating (in Hg)

1 to 2 250 13

3 to 6 175 13

8 to 48 150 13

Determine the pressure rating by the formula:

S = P(D - t)

2t

in which:

S = Allowable hoop stress, psi. P = Minimum pressure rating, psi. D = Average outside diameter as defined by ASTM

D2992, Section 3.

t = Minimum reinforced wall thickness as defined by ASTM D2992, Section 3.

10. Assume a minimum design temperature of 125°F.

11. Design buried piping to withstand a traffic loading of HS20-44 assuming a depth of 9 inches of flowable fill of cover over the top of the pipe. Design per AWWA Manual M45 (second edition), paragraphs 5.7.3 through 5.7.5. Assume the following soil properties in using the Spangler equation to design the piping:

a. Soil Density: N/A lbs/cubic foot.

b. Deflection Lag Factor: 1.5.

c. Deflection Bedding Factor: 0.10.


d. Bending Bedding Constant: 0.125.

e. Soil Reaction Modulus: 400 psi.

f. Maximum Long-Term Vertical Pipe Deflection: 3% of pipe inside diameter.

12. The safety factor for buckling shall be in accordance with AWWA Manual M45 (second edition), paragraph 5.7.5. When integral stiffeners are used, use a safety factor of 5 for the stiffener section. Stiffener spacing shall not exceed two pipe diameters.

13. For buried piping, assume the location of groundwater to be at finished grade over the pipe.

C. Fittings

1. Fittings for pipe 16 inches and smaller shall conform to ASTM D5685, Types 1 through 5 or ASTM D6041, except as specified herein. Fittings for pipe larger than 16 inches shall conform to the dimensions of AWWA C208, except as described below. Liner shall be the same as specified for the pipe. The resin used to manufacture the fittings shall be the same as that used to manufacture the pipe.

2. Bends for fittings 16 inches and smaller shall be of the long radius type per ASME B16.5. Bends for fittings larger than 16 inches shall be long radius (minimum two times pipe diameter for pipe smaller than 4 inches and minimum one and one-half times pipe diameter for pipe 4 inches and larger), formed over a removable mold.

3. Fittings shall be of at least the same wall thickness specified for adjoining pipe for both the inner corrosion barrier and the exterior structural layers, with reinforcement to provide a pressure rating equal to that of the connecting piping.

D. Quality Control

Construction shall comply with ASTM D2563, Level II. Wall hardness shall be at least 90% of the resin manufacturer's recommended Barcol hardness, with a minimum Barcol hardness of 30, with the resin fully cured. Maximum air bubble size in the laminate shall be 1/16 inch. Maximum frequency of air bubble shall be 10 per square inch of laminate.

E. Flanges

Flanges shall be FRP, conforming to ASTM D4024 or D5421. The resin used to manufacture the flanges shall be the same as that used to manufacture the pipe. Flanges shall be flat faced. Flange thickness shall be at least 1.5 times the pipe wall thickness, with a minimum flange thickness of 1/2 inch. Pressure rating of the flange shall be at least the same as the pipe to which it is attached. The burst pressure rating of the flange shall be at least four times the pressure rating. The sealing test pressure rating shall be equal to at least two times the pressure rating.


See Section 400500.


G. Bolts and Nuts for Flanges

See Section 400500.

H. Outlets and Nozzles

1. Provide outlets 2 inches and smaller in pipes 6 inches and smaller by providing a tee with a threaded nozzle on the outlet side.

2. Provide outlets 2 inches and smaller in pipes larger than 6 inches by providing a threaded FRP boss in the pipe shell.


I. Joints

1. Aboveground joints and joints located in vaults and structures shall be flanged.

2. Buried joints shall be bell-and-spigot double O-ring.

J. Bedding and Backfill Material

Bedding and backfill material shall be flowable fill as specified in Section 312316.

K. Mandrel for Field Testing of Pipe Deflection for Buried Piping 6 Inches and Larger

The mandrel shall:

1. Be a rigid, nonadjustable, odd-numbering-leg (nine legs minimum) mandrel having an effective length not less than its nominal diameter.

2. Have a minimum diameter at any point along the full length of at least 97% of the average inside diameter of the pipe.

3. Be fabricated of steel; be fitted with pulling rings at each end; be stamped or engraved on some segment other than a runner indicating the pipe material specification, nominal size, and mandrel outside diameter; and be furnished in a carrying case labeled with the same data as stamped or engraved on the mandrel.

PART 3 - EXECUTION

A. Shop Inspection and Testing

Comply with AWWA C950, Section 5.

B. Shipping, Handling, and Storage

1. Preparation for shipping shall protect the pipe wall and joining ends from damage. Ship pipe on flatbed trucks supported on flat timbers or cradles. Provide a minimum of two supports located at the pipe quarter points. Supports shall contact only the pipe wall (no joint surfaces). No bells, couplings, or any other joint surface shall


contact the trailer, supports, or other pipe. The supports shall be of sufficient width to avoid point loading. Chock the pipes to maintain stability and separation. To ensure that vibrations during transport do not cause abrasion damage, do not allow pipes to contact other pipes. Strap the pipe to the vehicle over the support points using pliable straps or rope without deforming the pipe. Bulges, flat areas, or other abrupt changes in pipe curvature are not permitted. Inspect the pipe upon receipt at the jobsite for loss or damage sustained in transit. If the load has shifted or exhibits broken packaging, inspect each piece both internally and externally. Reinspect the pipe just prior to installation. Do not use pipe that appears damaged or defective. If in doubt, do not use. If it is necessary to transport pipes at the jobsite, use the original shipping dunnage.

2. Follow the pipe manufacturer’s instructions regarding use of slings, spreader bars, or other handling devices. Lift pipe sections with wide fabric straps, belts, or other pliable materials. Do not allow the straps to deform the pipe. Do not use steel cables, chains, or other materials that may damage the pipe surface. If cables, chains, or forklifts are used, use sufficient care, padding, or protection to prevent gouging, cutting, or otherwise damaging the pipe. Lift individual pipe sections with two slings, located at the pipe quarter points. Do not lift pipe with hooks or rope inserted through the pipe ends. Do not drop or impact the pipe, especially the pipe ends. Do not throw or drop pipe to the ground or set on sharp objects.

3. Smaller pipe (24 inches in diameter and less) can be unitized or bundled by the manufacturer. Handle bundles and unitized loads with a pair of slings, not a single sling. Do not lift a nonunitized stack of pipe as a single unit. Unstack and handle nonunitized stacked pipe individually.

4. Nesting smaller pipes inside larger pipes is acceptable. Ensure that the pipes are protected and secured properly to prevent relative motion or damage during shipment. The pipe manufacturer shall provide written instructions for shipping, handling, and denesting of pipe. Do not lift nested pipe with a single strap; always use two or more straps. Ensure that the lifting straps have the capacity to hold the bundle weight. Accomplish denesting with three or four fixed cradles that match the outside diameter of the largest pipe in the bundles. Denest beginning with the inside pipe (smallest diameter). Denest by inserting a padded forklift boom, lift slightly to suspend the pipe, and carefully remove it without touching the other pipe. When weight, length, and equipment limitations preclude this method, check with the manufacturer for specific recommendations for removing pipe from the bundle.

5. Store pipe on flat timbers to facilitate placement and removal of lifting slings. The supports shall be of sufficient width to prevent point loads. Use supports that are at least 4 inches wide for large diameter pipe. Chock pipe to prevent rolling in high winds. When stacking, use supports at the pipe quarter points. If available, use the original shipping dunnage for storage. The maximum stack height shall be 8 feet. Consult the manufacturer for maximum allowable storage deflection. Bulges, flat areas, or other abrupt changes in pipe curvature are not permitted. Use nylon or hemp rope tie-downs.

6. Store rubber joint ring gaskets in the shade in the original packaging. Protect from sunlight, solvents, and petroleum-based greases and oils.


7. When stored directly on the ground, the pipe weight shall not be supported by the bell, coupling, or any other joint surface. The pipe shall rest on level ground and shall not rest on rocks, boulders, or other hard debris that may cause a point load sufficient to gouge, crack, puncture, or otherwise damage the pipe wall. The pipe interior and all joining surfaces shall be kept free of dirt and foreign matter.

8. Store nested pipe only in the original transport packaging. Do not stack nested pipe. Transport pipe only in the original transport packaging.

C. Installing Aboveground or Exposed Piping

See Section 400500. Hangers and supports shall be lined with an elastomeric pad (Shore A hardness of 50 to 70) to provide uniform bearing support.

D. Installing Pipe in Trenches

1. Install in accordance with Section 312316 and ASTM D3839, except as modified below.

2. Handle pipe in a manner to avoid any damage to the pipe. Use only fabric straps to lift pipe; do not use chains or cables. Do not drop or allow pipe to fall into trenches.

3. When installing pipe in trenches, do not deviate more than 1 inch from line or 1/4 inch from grade. Measure elevation at the pipe invert.

4. Place 9-inch layer of flowable fill all around the pipe. Prevent the flotation of FRP pipe.

5. [Place a 6-inch-thick layer of bedding material in the trench. Compact base to 90% relative compaction.

6. Add bedding and backfill material up to the top of the pipe in lifts not exceeding 6inches at a time. Compact each lift to 90% relative compaction by mechanical or hand tamping. Do not use waterflooding or jetting. Do not allow any void spaces beneath or around the pipe.

7. Add a 12 -inch layer of bedding and backfill material above the top of the pipe in two 6-inch lifts. Compact each lift to 95% relative compaction.

8. Fill the remainder of the trench in maximum lifts of 12 inches. Compact each layer to 90% relative compaction. Material shall be native soil as specified in Section 312316. ]

E. Installing Bell-and-Spigot O-Ring Joints

Install in accordance with the pipe manufacturer's instructions. Do not use chains to pull the joints together.

F. Installing Bolts and Nuts for Fiberglass Flanges

Prior to fit-up, lubricate the threads of the bolts and nuts per Section 400500. Tighten the nuts by hand until they are snug. Use a torque wrench to tighten the nuts. Tighten the


nuts in 5 lbf-ft increments according to the sequences shown in Figure 2 of ASTM D4024 or Figure 3 of ASTM D5421. For flanges with more than 20 bolts, use similar alternating bolt tightening sequences. Increase the bolt torque uniformly to the level recommended by the flange manufacturer for field installation.

G. Testing for Defects of Installed Pipe for Buried Piping 6 Inches and Larger

1. Following placement and compaction of backfill and prior to placing permanent pavement, mandrel the pipe to measure for obstructions (excessive deflections, joint offsets, and lateral pipe intrusions).

2. All costs incurred by the Contractor attributable to mandrel and deflection testing, including any delays, shall be borne by the Contractor at no cost to the Owner.

H. Field Testing for Pipe Deflection for Buried Piping 6 Inches and Larger

1. Test installed pipe to ensure that vertical deflections for pipe do not exceed the maximum allowable deflection. Maximum allowable deflections shall be governed by the mandrel requirements stated herein and shall be 3% of the pipe inside diameter.

2. The maximum average inside diameter shall be equal to the average outside diameter per applicable ASTM standard minus two minimum wall thicknesses per applicable ASTM standards. Manufacturing and other tolerances shall not be considered for determining maximum allowable deflections.

3. Perform deflection tests not sooner than 30 days after completion of placement and compaction of backfill. Clean and inspect the pipe for offsets and obstructions prior to testing.

4. Pull a mandrel through the pipe by hand to verify that maximum allowable deflections have not been exceeded. Prior to use, the mandrel shall be certified by an independent testing laboratory. Use of an uncertified mandrel or a mandrel altered or modified after certification will invalidate the test. If the mandrel fails to pass, the pipe will be deemed to be overdeflected.

5. Uncover any overdeflected pipe and, if not damaged, reinstall. Remove damaged pipe from the site. Any pipe subjected to any method or process other than removal, which attempts, even successfully, to reduce or cure any overdeflection, shall be uncovered, removed from the site, and replaced with new pipe.

I. Hydrostatic Testing

Hydrostatically test pipe and fittings in accordance with Section 400515. See the Piping Schedule.

END OF SECTION

CORPORATION STOPS AND SERVICE SADDLES 402713-1 60060986 - March 25, 2010

SECTION 402713 - CORPORATION STOPS AND SERVICE SADDLES

PART 1 - GENERAL

A. Description

This section includes materials and installation of service saddles and corporation stops.




C. Submittals


2. Submit manufacturer's catalog data and descriptive literature showing dimensions and materials of construction by ASTM reference and grade. Show coatings.

PART 2 - MATERIALS

A. Corporation Stops

Corporation stops shall be bronze (ASTM B 62) with inlets and outlets as tabulated below:

Type Inlet

Connection Outlet

Connection Manufacturer and Model

1 Outside I.P. Inside I.P. Less than 1-1/2 inches: Jones J-50, Mueller H-10046 For sizes 1-1/2 and 2 inches: Jones J-1931 Ford FB-1700

2 Outside Corp. Stop

Inside I.P. Less than 1-1/2 inches: Jones J-51, Mueller H-10045 For sizes 1-1/2 and 2 inches: Jones J-1932, Ford FB-1600

B. Service Saddles for Ductile-Iron, Steel, and PVC (AWWA C900 and C909) Pipe

1. Type 1 service saddles shall be of the double-strap type. Bodies shall be malleable iron (ASTM A 47 or A 197). Straps shall be forged steel (ASTM A 105, A 181, or A 182). Tap sizes on the outlet shall be 3/4 inch through 2 inches to accommodate the connecting piping or corporation stops. Service saddles shall be Dresser Style 91, Rockwell Type 313, or equal.

CORPORATION STOPS AND SERVICE SADDLES 402713-2 60060986 - March 25, 2010

2. Type 2 service saddles shall be of the double-strap type. Straps and bodies shall be bronze or silicon bronze. Tap sizes on the outlet shall be 3/4 inch through 2 inches to accommodate the connecting piping or corporation stops. Service saddles shall be James Jones J-979 (for ductile-iron and steel pipe), James Jones J-996 (for PVC pipe), Mueller, or equal.

3. Use Type 1 saddles unless plans direct otherwise.

C. Service Saddles for Schedule 40 and 80 PVC Pipe

Service saddles shall be malleable iron (ASTM A 47 or A 197) or bronze (ASTM B 61 or B 62), using interlocking lugs and a single bolt to hold the saddle in place. Tap sizes on the outlet shall be 3/4 inch or 1 inch to accommodate the connecting piping or corporation stops. Service saddles shall be Dresser Style 194, Rockwell Models 395 or 397, or equal.

PART 3 - EXECUTION

A. Installation of Service Saddles

Install service saddles with the gaskets seated on the pipe so that zero leakage is obtained. Tighten bolts to the torque recommended by the manufacturer.

B. Painting and Coating of Service Saddles

1. Coat buried service saddles per Section 099000, System No. 21.

2. Coat submerged service saddles per Section 099000, System No. 7. Coating shall be NSF 61 certified.

3. Coat service saddles located above ground or in vaults and structures the same as the piping to which they are attached. Apply prime coat at factory. Color of finish coat shall match the color of the pipe to which the service saddle is connected.

END OF SECTION

MAGNETIC FLOWMETERS 409115-1 60060986 - March 25, 2010

SECTION 409115 MAGNETIC FLOWMETERS

PART 1 - GENERAL

A. Description

This section describes requirements for magnetic flowmeters.



2. Grounding: 264500.



C. Submittals


2. Submit manufacturer's catalog data and detail drawings showing dimensions, pressure rating, coatings, and meter parts and describe by material of construction specifications (such as AISI, ASTM, SAE, or CDA) and grade or type. Identify each meter by tag number to which the catalog data and detail sheets pertain.

3. Identify exceptions taken with the specification.

4. Show meter laying lengths.

5. Determine cable length

PART 2 - MATERIALS

A. Manufacturers

1. The meter flow tube and transmitter shall be by the same manufacturer.

2. The magnetic flowmeter and transmitter shall be manufactured by:

a. Yokogawa:

Magnetic Flowmeter with Transmitter: Model ADMAG AXF Magnetic Flowmeter. Flowmeter Model Number AXF500W-NNUL1S-CA11-0NB (16-inch). Flowmeter converter Yokogawa AXF AXFA11G-E1-21, along with minimum 100 feet of interconnecting cable (verify with site plan).


3. The manufacturer shall have a minimum of five years' experience in the manufacture of magnetic flowmeters.

B. Meter Design

1. The magnetic flowmeter shall be an obstructionless pipeline-mounted instrument to magnetically measure the flow of the process media. The output signal shall not be affected by changes in fluid viscosity or density and shall have zero point stability and auto zeroing functions. Provide the magnetic flowmeter with the following features:

a. Drip- and splash-proof sensor, capable of withstanding temporary submersion of up to 30 feet of water for 48 hours.

b. Integral terminal box with watertight cable seals.

c. Stainless steel grounding rings and grounding straps.

d. Interconnecting cables.

e. Replaceable electrodes

f. Electrode fouling diagnostic function for maintenance.

g. Dual frequency excitation method to reduce fluid noise.

2. The manufacturer shall furnish application performance guarantee with submittals.

C. Materials of Construction--Flanged Meters

1. The flow tube shall be Type 304 stainless steel with carbon steel flanges.

2. Liner and electrodes shall be as indicated in the subsection on "Service Conditions."

D. Indicator/Totalizer

The indicator/totalizer shall accept the process flow signal from the magnetic flowmeter and convert its electrical output signals directly proportional to the instantaneous metered flow rate. The housing shall be suitable for field mounting.

E. Transmitter

1. The transmitter shall be microprocessor based with flow rate indicator in engineering units, forward, reversed, and net flow totalizer, all in user-selectable engineering units. The display shall also be capable of indicating alarm status and velocity of fluid. The transmitter shall be mounted as indicated in the instrument list.

2. The preamplifier input impedance shall be a minimum of 10E+11 ohms.

3. Power Requirements: 117-volt a-c, ±10%, 60 hertz.


4. Totalized flow and programmed configuration shall be maintained in memory for up to 10 years.

F. Interconnecting Cable

The interconnecting cable between the sensor and the transmitter shall be furnished by the magnetic flowmeter manufacturer.

G. Performance

The overall system's performance shall be as follows:

1. Accuracy: 0.5% of flow rate with minimum fluid velocity of 1 fps.

2. Repeatability: ±0.1% of flow rate.

3. The accuracy of each meter shall be verified by calibration in a flow laboratory traceable to the U.S. National Institute of Standards and Technology.

4. Adjustable full-scale range.

5. Outputs: Bidirectional, isolated 4- to 20-mA d-c and either 24-volt d-c scaled pulse, or 0- to 10-KHz frequency.

6. Minimum Conductivity: 5 micromho/centimeter.

7. Power Consumption: 20 watts maximum.

8. Temperature Limits, Ambient: -20°F to +140°F.

9. Temperature Limits, Process: Elastomers +160°F, Teflons +300°F, ceramic 350°F.

10. Field Selectable Low Flow Cutoff: 0% to 10%.

11. The flowmeter shall have a positive zero return (PZR) input controlled by an external dry contact.

12. Environmental Rating: NEMA 4X, Class I, Division 1, Groups B, C, and D for both sensor and electronics whether remote or sensor mounted.

13. The meter shall have empty pipe detection.

14. A common alarm discrete output (a dry contact or a transistor switch) shall be provided for remote indication of fault conditions.

H. Meter Identification

Provide identification tag per Section 400775.

I. Ground Rods and Grounding

Provide ground rods to properly ground the magnetic flow meter per Section 264500.


PART 3 - EXECUTION

A. Service Conditions

MAGNETIC FLOWMETER AND INDICATOR/TOTALIZER

GENERAL

1. P&ID No. 1FE/FIT-1

2. Service Raw Sewage

MAGNETIC FLOWMETER

3. Tag No. 1FE-1

4. Metering Tube

Size Flange (inches) 16

Rating (psi) 150

5. Metering Tube Material Stainless Steel

6. Liner Material Poly-urethane

7. Electrode Material 316L SST

8. Elec. Class. NEMA 4X

INDICATOR/TOTALIZER TRANSMITTER

9. Tag No. 1FIT-1

10. Flow Rate Ind. Scale 0-6,700 gpm

11. Flow Totalizer Multiplier 100 gal

12. Aux. Output Signal 4-20 ma

13. Aux. Output Signal To TBD

14. Elec. Class. NEMA 4X

15. Mounting Electrical Building wall

SERVICE CONDITIONS

16. Process Media Raw Sewage

17. Spec. Gravity 1.0-1.05

18. Conductivity (Mhos) (min/max) 100/800

19. Percent Solids (min/max) 0.2%

20. Flow (gpm) (min/max) 500/6,700

21. Velocity (fps) (min/max) 4.5/10

22. Press. (psig) (min/max) 0/33

23. Temp. (°F) (min/max) 40/100


B. Replacement Spool

Furnish a flanged standard weight steel spool with gaskets for each magnetic flowmeter. The spool shall be the same length as the meter.

C. Painting and Coating

Coat exposed carbon steel components of meter tube and sensor the same as the adjacent piping. If the adjacent piping is not coated, then coat per Section 099000, System No. 10. Apply the specified prime intermediate and finish coats at the place of manufacture. Finish coat shall match the color of the adjacent piping.

D. Grounding

Properly ground the magmeter in accordance with the manufacturer’s instructions. Comply with Section 264500.

E. Certification

Provide a written certification from the equipment manufacturer that the magnetic flowmeter(s) has been properly installed according to the drawings, specifications and manufacturer’s specifications, and that the equipment is operating normally. Make all necessary corrections and adjustments including but not limited to labor, parts or freight at no additional cost to the Owner.

END OF SECTION

PRESSURE GAUGES AND PRESSURE SWITCHES 409715-1 60060986 - March 25, 2010

SECTION 409715 PRESSURE GAUGES AND PRESSURE SWITCHES

PART 1 - GENERAL

A. Description

This section includes materials and installation of pressure gauges, vacuum gauges, compound pressure/vacuum gauges, gauge protectors, diaphragm seals, pulsation dampeners, and accessories.




C. Submittals


2. Submit manufacturer's catalog data and descriptive literature. Call out materials of construction by ASTM reference and grade. Submit manufacturer's certificate of compliance with the referenced ANSI standards. Identify each gauge and/or pressure switch by tag number to which the catalog data and descriptive literature pertain.

PART 2 - MATERIALS

A. Pressure Gauges

1. Pressure range shall be as designated by the following type numbers shown in the drawings:


Type Number Description Pressure Range

1 Vacuum 0-30 in. Hg

2 Compound pressure/vacuum

Vacuum: 0-30 in. Hg Pressure: 0-30 psi

3 Pressure 0-30 psi

4 Pressure 0-60 psi

5 Pressure 0-100 psi




9 Pressure 0-1,000 psi

10 Pressure 0-1,500 psi

11 Pressure/vacuum -10-0-10 inches W.C. zero center

12 Pressure 0-15 inches W.C.

13 Pressure 0-5 psig

2. If no type number is shown in the drawings, coordinate with Engineer.

3. A suffix "F" on the type number means that the gauge shall be filled with glycerin or silicone. For example, a callout in the drawings of "Type 3F Pressure Gauge" means a 0- to 30-psi gauge, liquid filled.

4. Types 1 Through 10: Gauges 4-1/2 inches and larger shall comply with ANSI B40.1, Grade 2A. Gauges shall incorporate the following features:

a. Solid or open front with side or rear blowout relief.

b. Pressure tight.

c. 270-degree arc with adjustable pointer.

d. Stem mounted.

e. Hermetically sealed unless specified to be liquid filled.

Size of gauge shall be 4-1/2 inches, unless otherwise indicated in the drawings. Stem or connection size shall be 1/2 inch, except that gauges connected to gauge protector spools or rings, or plastic diaphragm seals may have 1/4-inch connections.

5. Types 1 Through 10: Gauges smaller than 4-1/2 inches shall conform to ANSI B40.1, Grade A. Otherwise, construction shall be as described above.


6. Materials of construction for Types 1 through 10 gauges shall be as shown in the following table:

Item Material Specification

Case Stainless steel, aluminum, polypropylene, or phenolic plastic

AISI 316, 6061-T6

Bourdon tube Stainless steel AISI 316

Windows Acrylic plastic -----

Ring Stainless steel AISI 316

Stem Stainless steel AISI 316

Dial face Aluminum with clear baked-on acrylic coating

ASTM B209, 6061-T6

7. Low head pressure gauges (Types 11 through 13) shall incorporate the following features:

a. Clear plastic face with zero adjustment screw.

b. Aluminum scale with O-ring seal.

c. Sapphire bearings.

d. Magnetic movement with silicone rubber diaphragm.

e. Four-and-three-quarter-inch outside diameter with white dial, black figures, and gradations.

f. One-eighth-inch NPT pressure taps.

g. Products: Dwyer Magnehelic or equal.

8. Gauges, diaphragm seals, snubbers, and tools shall be as manufactured by Ashcroft, Crosby, Marshalltown, Marsh, or equal.

B. Pressure Switches

1. Pressure switches shall be Type 403 stainless steel or Type 316 stainless steel bourdon tube type actuating an enclosed, metal contact snap-action switch. Switch shall have separate set point and reset point adjustments. Pressure switch range and number of switch contacts shall be as indicated in the table below unless otherwise noted on the drawings. For non-potable, recycle flow and wastewater applications, provide cleanout-type, continuous-duty type diaphragm seals. Enclosure shall be watertight NEMA 4 unless indicated differently below. Provide Mercoid Series DAW or N3-DAW, United Electric H400 series, Ashcroft L series, or equal.

2. Two-stage pressure switches shall be as described above except with two independent switches, each with separate set point adjustments and fixed differential.


3. Differential pressure switches shall be as described above and shall have opposed-bellows type actuating an enclosed metal contact snap-on switch upon increase of pressure difference. Switch shall have double external adjustment. Provide Mercoid Series DPA, DPAW or equal.

4. In hazardous locations, provide explosionproof switches. Provide Mercoid DAH series or equal.

5. Service Conditions:

Pressure Switch

Tag Number Type

Pressure Switch Range (psi)

Number of

Contacts

Set Points (psi)

Diaphragm Seal

Required? NEMA

Enclosure

35PS-6 35PS-7 35PS-8

Single Stage

20 2 20 No 4X

C. Gauge and Pressure Switch Protectors

1. Gauge and pressure switch protectors shall consist of three parts: a flexible, impermeable, elastomer cylinder; a captive sensing liquid; and a steel or stainless steel housing. The process liquid pressure shall be transmitted through the elastomer-lined cylinder wall and the sensing liquid to the pressure gauge. An attached 4-1/2-inch pressure gauge shall indicate the pressure. Gauge outlet in the spool or ring shall be threaded, 1/4- or 1/2-inch, per ANSI B1.20.1. Spools shall be of either the isolation-spool type with flanged ends or of the isolation-ring type, fitting between two adjacent flanges. Determine the flange rating based on the test pressure shown in Section 400515. For test pressures 200 psi and less, use Class 150 flanges, ANSI B16.5. For test pressures greater than 200 psi, use Class 300 flanges, ANSI B16.5.

2. Materials of construction shall be as follows:

Material

Item Type 1 Type 2

Housing, flanges Type 316 stainless steel Carbon steel

Flexible cylinder Teflon Buna N or neoprene

Sensing liquid Silicone oil Silicone oil

3. Use Type 1 gauge protectors if no type number is shown in the drawings, unless it is a chemical service in which case use Type 2 gauge protectors if no type number is shown in the drawings.

4. Protectors shall be manufactured by Ronningen-Petter; Red Valve Company, Inc.; Onyx; or equal.


D. Type 1 Diaphragm Seals (Stainless Steel)

1. Provide diaphragm seals with gauge assemblies where shown in the drawings. Material of construction shall be Type 316 stainless steel. Mount the pressure gauge directly on the socket of the diaphragm seal top housing. Instrument (gauge) connection socket shall be 1/2 inch. Diaphragm seal connection socket shall be 1/2-inch NPT threaded female with flush connection. Pressure rating shall be at least that of the pressure gauge to which it is attached. Liquid filling shall be silicone or glycerin.

2. Gauge and diaphragm seal shall be assembled together at the factory, with the liquid fill included. Provide a Type 316 stainless steel plug or cock in the flush connection.

E. Type 2 Diaphragm Seals (Plastic)

1. Provide diaphragm seals with gauge assemblies where shown in the drawings. Bodies shall be molded CPVC, polypropylene, or polyvinyldiene fluoride (PVDF) with Viton membranes. Provide air bleed ports. Mount the pressure gauge directly on the socket of the diaphragm seal top housing. Instrument (gauge) connection shall be 1/2 inch. Diaphragm seal connection socket shall be 1/4-inch threaded female. Pressure rating shall be at least 150 psi. Provide Type 5F gauge per the above specifications unless a different pressure class is called out on the drawings or the tag number index. Products: Hayward Industrial Products, Inc., or equal.

2. Gauge and diaphragm seal shall be assembled together at the factory with the liquid fill included.

F. Pressure Snubbers

Provide pressure snubbers with gauge assemblies where shown in the drawings. Material of construction shall be Type 303 stainless steel. Snubber design shall incorporate a porous metal disc for use with the process fluid in the pipeline. Inlet and outlet connections shall be NPT female and shall match the connection size of the attached pressure gauge.

G. Pulsation Dampeners

Provide pulsation dampeners with gauge assemblies where shown in the drawings. Material of construction shall be Type 303 stainless steel. Dampening shall be achieved by use of a pin in selected holes. Pin shall move up and down in normal operation. Connections shall be NPT female and shall match the connection size of the attached pressure gauge.

H. Pipe Nipples and Fittings

1. Nipples for connecting gauges and pressure switches to piping shall be Schedule 80S, Grade TP 304 seamless stainless steel, conforming to ASTM A312. Fittings shall conform to ASTM A403, Class WP304. Threads shall conform to ANSI B1.20.1. Size of pipe nipple shall match the gauge or pressure switch connection size.


I. Tools for Gauges

Provide two gauge tool kits, each containing a hand jack set, screwdriver, five reamers (minimum), two pin vise holders, wiggler, tweezer, and carrying case.

J. Gauge Cocks

Gauge cocks shall be ½ inch stainless steel ball valves (1/2 V320, per Section 400520) for isolation of gauge from main piping where shown on the drawings.

PART 3 - EXECUTION

A. Installation

Install gauges and pressure switches before conducting pressure tests. Isolate gauges before conducting pipeline pressure tests. Do not disassemble gauges from the factory-assembled diaphragm seals or isolation sleeves or rings.

END OF SECTION

TEMPERATURE GAUGES 409716-1 60060986 - March 25, 2010

SECTION 409716 - TEMPERATURE GAUGES

PART 1 - GENERAL

A. Description

This section includes materials and installation of temperature gauges with accessory thermowells.


1. Equipment, Piping, Duct, & Valve Identification: 400775.


C. Submittals


2. Submit manufacturer's catalog data and descriptive literature. Show materials of construction by ASTM reference and grade. Identify each gauge by tag number to which the catalog and descriptive literature pertain.

PART 2 - MATERIALS

A. Temperature Gauges

1. Temperature gauges shall be of the dial-face, adjustable angle, bimetallic type, with a diameter of 5 inches, and shall be hermetically sealed. Accuracy shall be within ±1% of full scale. Stem and casing shall be Type 304 or 316 stainless steel. Stem connection shall be 1/2-inch NPT. Stem diameter shall be 1/4 inch. Provide clear shatterproof or tempered glass window. Temperature gauges shall be Marshalltown Figure 254, Ashcroft Model EI, or equal.

2. The temperature range for each temperature gauge shall be denoted by the type number shown in the drawings or stated in the mechanical equipment specification. Temperature ranges shall be as tabulated below.

TEMPERATURE GAUGES 409716-2 60060986 - March 25, 2010

Type Number

Temperature Range (°F)

1 30 to 130 or -40 to 120

2 0 to 200

3 50 to 300

B. Thermowells

Provide thermowell for each temperature gauge. Thermowells shall be solid bored. Material of construction shall be Type 316 stainless steel. Provide insertion length such that the entire sensitive length of the temperature gauge stem is in the process fluid. Wells shall have stem diameter and connecting hex nut to match the mating temperature gauge. Provide 3/4-inch NPT connection for attaching the thermowell to the pipe.

PART 3 - EXECUTION

A. Installing Thermowells

1. Where the pipe diameter is large enough that the entire sensitive length of the temperature gauge can fit into the pipe, insert the thermowell into threaded nozzles of the thredolet (Bonny Forge Company) or branchlet (Allied Piping Products Company) type for use with steel or stainless steel pipe. For ductile-iron pipe, provide a tapped hole in the pipe and attach the thermowell with a Type 1 double strap service clamp as specified in Section 402713.

2. Where the pipe diameter is not large enough for the entire sensitive length of the temperature gauge to fit into the pipe, provide a tee in the pipe and insert the thermowell into the threaded outlet of the tee.

B. Labeling and Marking

Provide a tag for each temperature gauge bearing the gauge tag number. See Section 400775.

END OF SECTION

DIVISION 43 – PROCESS GAS AND LIQUID HANDLING, PURIFICATION, AND STORAGE EQUIPMENT 431113 FRP CENTRIFUGAL FANS

432124 SELF PRIMING WASTEWATER PUMPS

432140 SUBMERSIBLE RAW SEWAGE PUMPS

FRP CENTRIFUGAL FANS 431113-1 60060986 – March 24, 2010

SECTION 431113 FRP CENTRIFUGAL FANS

PART 1 - GENERAL

A. Description

This section includes materials and installation of FRP centrifugal fans. The FRP centrifugal fans specified herein shall be provided as part of a biologically based air treatment system and shall be provided by the Biofilter supplier, complete for total system responsibility. Refer to Section 444628.



2. Electric Motors: 261500.


4. Biofilter Odor Control System: 444628

C. Submittals

1. Submit shop drawings in accordance with the General Conditions, Section 013300, and the following.

2. Submit manufacturer's catalog data and descriptive literature. Submit dimensional drawings. Call out materials of construction by ASTM reference and grade.

3. Submit performance curves showing pressure, capacity, horsepower, and efficiency from shutoff to 120% of rated capacity.

4. Submit a certificate listing the type of resin to be used, describing the manufacturer's brand name or designation, composition, and characteristics.

5. Submit FRP construction details. Show laminate thickness, interior corrosion barrier design, and glass and resin content.

6. Provide a detailed list of any exceptions taken to these specifications. Include specification reference and proposed alternative with reason stated for exception.

7. A list of spare parts that are to be supplied with the project.

8. Operation and Maintenance Manuals per Section 013300 with installation instructions, operation and start-up procedures including lubrication requirements and a complete bill of materials for all equipment.



Provide equipment manufacturer's services at the jobsite for the minimum labor days listed below, travel time excluded:

1. Two labor days to check the installation and advise during start-up, testing, and adjusting of the equipment.

2. Two labor day to instruct the Owner's personnel in the operation and maintenance of the equipment.

PART 2 - MATERIALS

A. FRP Centrifugal Fan Design

1. Design and construction shall comply with ASTM D4167, except as modified below.

2. Fans (including housing and wheel) shall be FRP, centrifugal type, SISW, with radial wheel, nonoverloading. Fan housings shall be grounded to the support bases.

3. Fan housings shall be of a curved scroll design with a 3/4-inch flanged drain outlet at the lowest point of the scroll. Fan inlet and outlet nozzles shall be flanged.

4. Provide gasketed FRP access door bolted to the wheel housing.

5. Provide two laminated layers in the FRP construction: one for the inner surface, plus a glass-reinforced layer for structural strength. Surfacing mat shall be resin rich, shall consist of Type C glass monofilament surfacing or Nexus organic fiber, and shall be a minimum of 20 mils thick. Glass content in the inner surface layer shall not exceed 23% by weight. The structural layer shall be composed of chopped-strand mat having a minimum glass content of 30% by weight. The overall glass content of the finished laminate shall be at least 30% by weight.

6. Determine glass content per ASTM D2584.

7. Laminate thickness shall be at least 1/4 inch.

8. Resin shall be corrosion resistant as defined by ASTM C581. Medium shall be odorous air containing 10 to 200 ppm of hydrogen sulfide gas and saturated with water vapor. Resin layers in contact with the airstream shall contain carbon to allow for control of static electricity.

B. Quality Control

1. Fiberglass construction shall comply with ASTM D2563, Level II, except as modified by ASTM D4167, Table 1. Wall hardness shall be at least 90% of the resin manufacturer's recommended Barcol hardness, with a minimum Barcol hardness of 30, with the resin fully cured. Maximum strain in the laminate shall be 0.001 inch/inch. Maximum air bubble size in the laminate shall be 1/16 inch. Maximum


frequency of air bubbles in the liner portion of the laminate shall be 10 per square inch of laminate.

2. Fan shall be rated and tested per AMCA 210.

C. Fan Housing Fasteners

Fasteners shall be Type 316 stainless steel.

D. Shafts, Shaft Seal, and Shaft Sleeve

1. Fan shafts shall be Type 316 stainless steel.

2. Provide Viton shaft seal with FRP backup plate bolted to the housing. Provide Hastelloy "C" shaft sleeve.

E. Shaft Bearings

1. Provide two antifriction bearing assemblies. Locate bearings outside the fan housing. One assembly shall be free to float to carry radial thrust only. The other assembly shall carry both radial and axial thrust. Bearings shall be either spherical or tapered-roller type. Bearings subject to radial thrust only shall be single row or double row. Bearings subject to both radial and axial thrust shall be double row.

2. Minimum bearing life per the AFBMA L-10 rating shall be 50,000 hours. Bearings shall be oil or grease lubricated. Provide constant level oilers for oil lubrication. Provide external Type 303 or 316 stainless steel ZERK fittings for grease lubrication.

F. Vibration

The vibration in any plane measured on the bearing housings shall not exceed 2 mils peak to peak. This requirement is in addition to those in ASTM D4167, Section 8.

G. Fan Drive

Provide drive per AMCA Publication 99. Provide V-belt drive. Provide belt guard conforming to OSHA requirements.

Orient fan and drives as shown on the drawings.

H. Fan and Motor Baseplate

Provide fabricated 304 stainless steel base containing a motor connected to the blower via a flexible coupling. The design and construction of the baseplate shall comply with Section 3.8 in Chapter 5 of API 686 (first edition) and shall accommodate the baseplate grouting installation procedure described in API 686, Chapter 5. Provide pedestal for motor. Provide rubber base pads: Korfund Elasto-Rib, Mason Industries, or equal. Provide lift lugs or eyebolts for four-point lift. Lifting the base with the equipment mounted on it shall not distort the base or machinery.


I. Anchor Bolts

See Section 050520.

J. Epoxy Grout, Epoxy Primer, Nonbonding Filler for Anchor Bolt Sleeves, and Epoxy Grout Liquid for Baseplate

See Division 3 and Section 033000.

K. Motors

1. Type 6: Horizontal, heavy duty, totally enclosed, fan cooled (General Electric "Severe Duty," Westinghouse "Mill and Chemical Service," Reliance "XT," or equal) and shall have the following features:

a. Nonhygroscopic insulation.

b. Extra dips and bakes of insulating varnish for moisture protection of windings.

c. Gasketed cast-iron conduit box halves and moisture seal between conduit box and motor frame.

d. Weep holes to vent enclosure and drain condensation.

e. Chemically inert fan.

2. Suffix A: Motor shall be rated for continuous duty at an ambient temperature of 65°C with temperature rise as hereinbefore specified.

3. Suffix E: Motors shall be classified as “Premium Efficient” and shall have minimum guaranteed full load efficiencies in accordance with NEMA MG 1-12.60. The efficiency shall be determined by IEEE 112 Method B using sine wave power for motors up to 300 horsepower and Method F for motors above 300 horsepower. Efficiency shall be listed on the nameplate in accordance with NEMA MG 1-12.58.2.

4. Suffix M: Motor windings shall be moisture sealed and shall be capable of passing the tests listed in MG 1-12.62. Motors with form-wound coils shall have vacuum-pressure impregnated windings. Critical mechanical parts of the motor shall be plated or treated with a paint primer to provide additional protection in corrosive atmospheres. Provide General Electric "Polyseal," U.S. Motors "Everseal," or equal insulation system. Provide with stainless steel nameplates.

5. Suffix N: Provide motor with a guaranteed maximum sound power level of 72 dBA, measured per IEEE 85, when running at no-load connected to sine wave power.

6. Suffix S: Motor shall have manufacturer's standard tropical protection and stainless steel nameplate.

7. Suffix T: Equip motor with thermal protection in accordance with NEMA MG 1. Control leads shall be color-coded, brought out to the motor conduit box or a separate terminal box for connection.


a. Provide three series-connected, normally closed switches, one in each winding.

Install per Section 261500.

L. Inlet Control Damper

1. Inlet dampers shall be of the multiple radial blade movement type. Provide mountings, frames, anchor and attachment bolts, stems, lockable operators, and vanes.

2. Metal parts shall be Type 316 stainless steel.

3. Position inlet damper by a manual operator. The inlet damper shall provide smooth and stable control of fan output from rated capacity to 20% of rated capacity of fan. Provide a single operating lever to control vanes.

4. Mount vanes or dampers in molded self-lubricating nylon bearings. Bearings shall be oil or grease lubricated. Provide Type 303 or 316 stainless steel ZERK fittings for grease lubrication with grease fill tubes.

5. Provide seals on the damper shafts to prevent inward and outward leakage.

PART 3 - EXECUTION

A. Fan Installation

1. Install with epoxy grout in accordance with API 686, Chapters 5 and 7. Baseplate installation and leveling shall be in accordance with paragraph 3.9.4 in Chapter 5. The grout shall completely fill the baseplate cavity to the bottom of the baseplate.

2. Install drivers and driven equipment after the baseplate has been grouted and after the grout has cured for a minimum of 24 hours. The coupling surfaces normally used for checking alignment shall be concentric with the axis of coupling hub rotation within the following limits: 0.0005-inch total indicated runout per inch or shaft diameter, with a minimum applicable tolerance of 0.001-inch total indicated runout and a maximum of 0.003-inch total indicated runout. All other diameters not used for location, registration, or alignment shall be to the coupling manufacturer's standard, provided balance requirements are met. Misalignment between the blower and motor shafts shall not exceed 0.20 mil per inch of shaft separation. Use the reverse indicator or laser alignment method per API 686, Chapter 7, to determine alignment.

3. Provide the manufacturer's recommended lubricants and operating fluids and verify that each piece of equipment contains the amount recommended by the manufacturer.

4. Verify that the installed fan is fully self-supporting before bolting pipe flanges, so that no strain is imparted on the flanges, pipes, or pipe supports from the fan assembly. Adjust the position of the blower assembly so that the fan flanges are


plumb and aligned with the adjacent pipe flanges. Do not use temporary shims or jacking nuts for leveling, aligning, or supporting equipment.

5. Provide continuous protection of the equipment from the elements, dust, debris, paint spatter, or other conditions that will adversely affect the unit's operation until such time as the equipment is scheduled for start-up testing. Store and protect fans per API 686 (first edition), Chapter 3, paragraphs 1.4 through 1.10, 1.12, 1.13, 1.20, and 1.21.


Coat motor, baseplate, and exposed ferrous metal (other than stainless steel) per Section 099000, System No. 10. Apply prime coat at factory. Color of finish coat shall be the same as adjacent piping.

C. Service Conditions

1. Fan performance and operating conditions shall be as shown below. Ratings shall conform with AMCA 210.

2. Equipment Tag Numbers: 3-EF-1; 3-EF-2

Rated capacity: 1,500 scfm

Differential pressure at rated capacity: 15-inch W.C.

Minimum efficiency at rated capacity: 85%

Motor horsepower (minimum): 7.5 hp

Maximum fan speed: 1,800 rpm

Motor type: TEFC “Sever Duty” Chemical Duty Rated, premium efficiency.

Manufacturers and models: New York Blower, Hartzell, Buffalo Forge Co., or equal.

D. Field Testing of Dampers

Operate inlet damper blades from fully opened to fully closed 10 times. Assure that dampers operate without binding or sticking.

E. Field Testing of Fans

1. For each fan of rated capacity 500 scfm or greater, conduct a Type B field test per AMCA 203 to verify flow rate and static pressure.

2. Measure the current drawn by the motor. No motor overload above nameplate rating will be allowed between 0% and 120% of the fan rated capacity.


3. Conduct vibration level tests with fans operating at their rated capacity. Adjust or replace fans that exceed the maximum vibration levels.

F. Certification

Provide a written certification from the equipment manufacturer that the equipment has been properly installed according to the drawings, specifications and manufacturer’s specifications, and that the equipment is operating normally. Make all necessary corrections and adjustments including but not limited to labor, parts or freight at no additional cost to the Owner.

END OF SECTION

SELF-PRIMING RAW WASTEWATER PUMPS 432124-1 60060986 - March 24, 2010

SECTION 432124 SELF-PRIMING RAW WASTEWATER PUMPS

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of skid mounted, diesel-engine driven, water cooled, self-priming raw wastewater pumps with sound attenuation.



2. Panelboards: 261340.


4. Stainless Steel Piping: 402076.

C. Submittals


2. Submit dimensional drawings indicating mounting details, overall clearances, weight, size, and locations of the primary recirculation port or ports, suction and discharge piping connections, and electrical connections.

3. Submit manufacturer's catalog data and detail drawings showing all pump parts and described by material of construction, specification (such as AISI, ASTM, SAE, or CDA), and grade or type. Show linings and coatings. Identify each pump by tag number to which the catalog data and detail sheets pertain.

4. Submit pump curves from manufacturer's catalog data on which the specified operating points are marked. Show efficiency and brake horsepower for the selected pump curve. Show NPSH required.

5. Submit manufacturer's reports on hydrostatic tests and performance tests.

6. Submit manufacturer's certified performance curves for review at least two weeks prior to shipping the units from the factory.

7. Submit shop and installation drawings and catalog data for the following equipment. Show applicable ratings, sizes, materials, manufacturers and part numbers, and overall dimensions and weights.

a. Itemized bill of material.

b. Engine base with anchor bolt sizes and layout. Submit anchor bolt material listing. Submit catalog data for vibration isolators and calculations for size and number of anchor bolts. Submit minimum anchor embedment depths.


c. Engine, including, but not limited to: manufacturer; model; number of cylinders; RPM; bore and stroke; piston speed in RPM; make and model and descriptive literature of electric governor; fuel consumption rate curves at appropriate loads (75% and 100% at minimum); gross engine horsepower; manufacturers and dealer’s written warranty and emissions data.

d. Cooling system.

e. Sound attenuation enclosure.

f. Silencer.

g. Control panel.

h. Battery charger.

i. Jacket water heater.

8. Submit system schematic diagram showing piping and wiring interconnections with sizes and quantities. Submit ladder-type schematic electrical diagrams with legend identifying devices on diagrams.

9. Submit installation data sheet giving fuel, lubricating oil, and exhaust and ventilation requirements.

10. Submit a start-up inspection report signed by the engine manufacturer's authorized field service representative.

11. Submit factory test report including sound levels and exhaust emissions.

12. The unit shall be shipped to the jobsite by an authorized engine distributor having a parts and service facility within a 50 mile radius of the job site. The bidding pump set supplier shall have no less than eighty percent (80%) of all engine replacement parts locally available at all times. Certified proof of this requirement shall be furnished to the Engineer.

13. All materials and parts comprising the units shall be new and unused, of current manufacturer and of the highest grade free from all defects or imperfections. Only new and current models will be considered.



1. Two labor days to check the installation and advise during start-up, testing, and adjustment of the engine, pumps and equipment.

2. Two labor days to instruct the Owner's personnel in the operation and maintenance of the pumps and equipment.


PART 2 - MATERIALS

A. Manufacturer's Qualifications

The manufacturer shall have a minimum of ten years' experience in manufacturing skid mounted, diesel-engine driven, self-priming sewage pumps. Unit offered shall be a manufacturer’s standard production model.

A list of five user contacts including contact names and telephone numbers and e-mail addresses for this type of engine/pump shall be provided with the bid submittal. Failure to supply a verifiable user list may be cause for rejection of the bid.

Manufacturer shall be Godwin Pumps, 202 Winston Creek Parkway, Lakeland FL or Engineer-approved equal.

B. Pump Design

Equipment for the pumps, including engine and baseplate, shall be provided as a complete unit by the pump manufacturer.

C. Pump Internal Passage Design

Pumps shall be horizontal, self-priming sewage pumps. Openings and internal passages shall be large enough to permit the passage of a sphere of the size described in the subsection on "Service Conditions".

D. Anchor Bolts, Nuts, and Washers

Anchor bolts, nuts, and washers shall be Type 316 stainless steel.

E. Vibration

1. The pumping unit shall operate without surging or cavitating throughout the entire range of pump operation.

2. The maximum vibration level measured on the pump bearing housing at the rated pump speed (±10%) and at any flow for which efficiencies are shown on the manufacturer's published performance curve shall not exceed that shown in Figure 1.103 of ANSI/HI 1.1-1.5.

3. Maximum residual unbalance in impellers shall not exceed that shown in Figure 1.106 in ANSI/HI 1.1-1.5.

F. Volute Casing

Volute casing shall be of a single piece, nonconcentric design with smooth fluid passages at all points to pass any size solids which can pass through the impeller. Casing shall be accurately machined to fit the mechanical seal and suction cover assemblies. Bottom of the volute shall be fitted with cast iron or rubber-lined carbon steel replacement wear ring. The volute shall have a side discharge nozzle. Provide a 3/4-inch drain with plug in the volute.


G. Priming

The pump shall be fitted with a fully automatic priming system incorporating an air compressor, air ejector assembly and an air/water separation tank. No water shall be required in the pump to achieve a prime. The air ejector shall operate on the discharge side of the compressor. Design shall prevent water from being taken into the compressor. Incorporate a twin-cylinder compressor and air ejector assembly. No other priming systems will be accepted.

The pump shall be capable of running totally dry for extended periods.

The pump shall be capable of static suction lifts to 28 feet, vertical at sea level. It shall also be capable of operation using extended suction lines.

H. Cover Plate

Equip the pump with a removable cover plate, allowing complete access to pump interior for service and repairs.

I. Wear Plate

Fit the pump with a replaceable wear plates. Replacement of the wear plate, impeller, seal, and suction check valve shall be accomplished through the removable cover plate. The entire rotating assembly, which includes bearings, shaft, seal, and impeller, shall be removable as a unit without removing the pump volute or piping.

J. Impeller

The impeller shall be two-vaned, open, nonclog, with integral pump out vanes on the back shroud. Provide means for external adjustment of the clearance between the impeller and wear plate.

K. Seal

1. The pump shaft shall be sealed against leakage by a double mechanical seal, capable of withstanding suction pressures to 100 psi. Both the stationary sealing member and mated rotating member shall be of reaction bonded solid silicon carbide and carbon interfaces. The stationary seal seat shall be double floating so that faces will not lose alignment during periods of shock loads that will cause deflection, vibration, and axial or radial movement of the pump shaft.

2. The seal shall be immersed in an oil-filled reservoir. The same oil shall not be used to lubricate both shaft seal and shaft bearings.

L. Shafts

1. Pump shaft diameter shall be such that it will not deflect more than 0.002-inch at the mechanical seal face with the largest impeller installed while operating at the maximum pump speed. Tolerance on the shaft diameter through the stuffing box shall not exceed 0.002 inch. Shaft runout on the stuffing box face and at the


impeller shall not exceed 0.002-inch full indication movement. Dynamic shaft deflection at the stuffing box face shall not exceed 0.002 inch.

2. The first lateral critical speed of the rotating assembly shall be at least 120% of the maximum pump operating speed.

3. Surface finish of the shafts or sleeves through the mechanical seal and at the rubbing contact-bearing housing seals shall not exceed a roughness of 32 microinches.

4. If a carbon steel shaft is used, provide AISI Type 420 stainless steel shaft sleeves having a minimum hardness of 450 Brinell.

M. Shaft Bearings

The pump impeller shaft bearings shall be antifriction ball or cylindrical roller bearings to withstand all radial and thrust loads during normal operation. Bearing design shall have a minimum ISO L10 bearing life of 100,000 hours. Drive end bearings shall be two back to back angular contact ball bearings. Hydraulic end shall be cylindrical roller bearing. Bearings shall be grease lubricated.

N. Suction Spool

Equip pump with a one-piece, ductile-iron suction spool, flanged on both ends. Each spool shall have one 1-1/2-inch NPT and one 1/4-inch NPT tapped hole with pipe plugs for mounting of gauges or other instrumentation.


O. Materials of Construction

1. Materials of construction shall be as listed below:


Casing, volute, suction and discharge pieces, and cover plate

Cast iron ASTM A48, Class 30 (minimum)

Impeller Nitride Hardened Cast Chromium steel

ASTM A148

Shaft 1-1/2% Nickel/Chromium Steel

AISI 4340

Front Casing wear plate 25% Chromium Iron ASTM A532 Class III Type A

Rear Casing wear plate Nitride Hardened Cast Iron

ASTM A48, Class 30 (minimum)

Drain and vent plugs Malleable iron ASTM A197

Cap screws, bolts, and nuts Stainless steel AISI Type 316

Any bronze components in contact with water

See paragraph 2 below

2. Bronze shall have the following chemical characteristics:

Constituent Content

Zinc 7% maximum

Aluminum 2% maximum

Lead 8% maximum


P. Valves and Piping

1. Check Valves: Integral flap type check valve mounted on the discharge flange of the pump. .

Q. Drive Unit

1. Drive Transmission:

a. Power shall be transmitted from diesel engine to pumps by means of direct coupled elastomeric type engine drive coupling. Select the drive coupling to meet the specified operating conditions – speed, horsepower and torque.

b. Each drive assembly shall have a minimum safety factors based on performance data published by the drive manufacturer greater than 1.5 to 1.


2. Coupling and Belt Guards: Pump drive coupling and compressor drive belts shall be enclosed on all sides in a guard constructed of expanded, perforated, or solid sheet metal, except that maximum perforated or expanded openings shall not exceed 1/2 inch. Guards shall be manufactured to permit complete removal from the pump unit without interference with any unit component and shall be securely fastened to the unit base.

R. Labeling and Marking

Provide labels on pumps per Section 400775.

S. Factory Hydrostatic Testing

Hydrostatically test casing and volute for 10 minutes minimum with water at one and one-half times the maximum design operating pressure.

T. Pump Spare Parts

1. Provide the following spare parts for each pump installation:


2 Float switches

4 each Outer, intermediate, and inner bearings

4 Seal assemblies

4 Cover plate gaskets

2 Air-release valve assembly

2 each Set of gaskets and springs for check valve

2 each Lubricants needed for one year of continued service

2. Pack spare parts in a wooden box; label with the manufacturer's name and local representative's name, address, and telephone number; and attach list of materials contained within.

U. Engine

1. General: The engine shall be the standard product of the manufacturer, a current production model, and have the following features:

a. Full compression ignition diesel.

b. Four-stroke cycle.

c. Water-cooled.

d. Capable of the rated output when operating on 2-D diesel fuel (ASTM D975).

2. The engine shall meet EPA requirements, Tier III.

3. Provide the engine with the following accessories:


a. Fuel, lube oil, and intake air filters.

b. Flexible fuel lines.

c. Jacket water heater.

d. Engine-mounted water pump.

e. Coolant shut-off valves for jacket water heater.

f. Lube oil cooler.

g. Combination intake filter/silencer.

4. Starting System:

a. Provide a 12- or 24-volt d-c electric starting system with positive engagement drive.

b. Provide lead-acid storage battery of the heavy-duty diesel-starting type. The battery shall have sufficient capacity to provide for one-and-one-half-minute total cranking time without recharging and shall be 20-hour rated. Provide a unit-mounted corrosion-resistant fiberglass battery box. Provide battery cables and replaceable connectors.

c. Provide battery charger as described below, to automatically recharge batteries. It shall include overload protection, silicon diode full wave rectifiers, voltage surge suppressors, d-c ammeter, and fused a-c input. A-C input voltage shall be 120 volts. Output shall be no less than 2 amperes. Provide a dry contact for monitoring common fault and alarm.

d. Chargers shall be UL 1236-BBHH listed and CSA or CUL certified for use in emergency applications. The charger shall be compliant with UL991 requirements for vibration resistance. The charger shall be capable of charging a fully discharged battery without damage to the charger. I t shall be capable of returning a fully discharged batter to fully charged condition within 24 hours. The charger shall be UL –labeled with the maximum battery amp-hour rating that can be recharged within 24 hours. The charger shall incorporate a 4-state charging algorithm, to provide trickle charge rate to restore fully discharged batteries, a bulk charge rate to provide fastest possible recharge after normal discharge, an absorption state to return the battery to 100 percent of charge and a float stage to maintain a fully charge batter and supply battery loads when the engine/pump set is not operating. In addition, the charger shall include an equalization timer. Charge rates shall be temperature compensated based on the temperature directly sensed at the battery. The DC output voltage regulation shall be within plus or minus 1%. The DC output ripple current shall not exceed 1 amp at rated output current level. The charger shall include the following features,: two line alphanumeric display with programming keys to allow display of DC output, ammeter and voltmeters (5% accuracy or better), display alarm message and perform programming; LED indicating lamps to indicate normal


charging condition (green), equalize charge state (amber) and fault condition (red); AC input overcurrent, over voltage and undervoltage protection: DC output overcurrent protection”; and alarm output relay.

5. Lubrication System: Fix a pressure-type lubricating system with gear-type oil pump and full flow oil filter to the engine. Filters shall be threaded spin-on type or can type with replaceable filter elements, conveniently located for servicing. Provide filters with a spring-loaded bypass valve to ensure oil circulation if filters are clogged. Provide an oil drain with manual valve.

6. Cooling System:

a. Engine shall be furnished with a unit mounted water to water heat exchanger type cooling system having sufficient capacity for cooling the engine when the diesel ump set is delivering full rated load in an ambient temperature of 122 degrees F. The heat exchanger shall be a four pass shell and tube design as manufacturer by American Industrial Heat Transfer, or equal. The engine shall be provided with a thermostatic valve placed in the jacket water outlet between the engine and the cooling source. This valve shall maintain the proper jacket water temperature under all load conditions.

b. Closed circuit jacket water systems shall be treated with a rust inhibiter as recommended by the engine manufacturer.

A unit mounted thermal circulation type water heater incorporating a thermostatic switch shall be furnished to maintain engine jacket water to 70 degrees f. The heater shall be rated at 120 volts, 1000 watts, but shall be capable of operation at 208 volts single phase 60 Hertz.

c. The cooling system shall be capable of properly cooling the engine pump system with either the City of Sarasota reclaimed water or potable water source, without pretreatment. The cooling system shall include automatic control valves and devices to control cooling source water flow as necessary.

7. Safety Switches: Provide control panel with devices for indication and control of the following conditions at the control panel. Provide full NFPA 99 meter and alarm kit including the following.

a. Low oil pressure (shutdown) and lamp (red).

b. Overcrank (shutdown) and lamp (red).

c. High engine temperature (shutdown) and lamp (red).

d. Overspeed (shutdown) and lamp (red).

Overspeed trip and cranking termination shall be by a dual element electronic-type speed switch that operates on magnetic impulses from the flywheel ring gear or other engine-timed gear. Overspeed trip setting shall be 118% of synchronous speed. The low setting shall be used to automatically


ensure continued engine cranking until the engine has reached 600 rpm, even if the oil pressure is up to an acceptable level at a lower speed.

8. Governing System:

a. Provide an electronic governor to operate the pump between maximum and minimum design operation speeds.

V. Jacket Water Heater

Jacket water heater shall be factory installed on the engine with thermostat controls. Heater shall be sized by the manufacturer to maintain coolant temperature of 100°F minimum, 480 volts, 3 phase, 60 hertz.

W. Structural Steel Base

1. Mount the engine on a structural steel base. Provide holes for mounting bolts. Provide the structural steel base with means for lifting the unit for shipment and installation. Clearly identify lift points and total weight and permanently mark on the base.

2. Anchor the steel base to an equipment pad with an anchorage system designed by the equipment manufacturer. Submit calculations. See submittal requirements.

3. Isolate the structural steel base from the equipment pad by fiberglass pad-type isolators with bonded steel load plate and separate snubber washers. Isolators shall be Peabody Noise Control, Inc.; Kinetics brand, Type SN; or equal.

4. Baseplate shall be fabricated of steel not less than 1/4 inch thick and shall incorporate openings for access to all internal cavities to permit complete grouting of the unit base after installation. Design perimeter flange and reinforcements to prevent flexing or warping under operating conditions. Design of base plate shall be rigid enough to not allow deflection less than .0001” per inch when measured at the center of the skid in a simple supported condition. Calculations showing this will be required with the submittal. Drill baseplate or flange for hardware used to secure unit base to concrete pad as shown in the contract drawings. Unit base shall contain provision for lifting the complete pump unit during shipping and installation.

X. Exhaust System

1. Exhaust system shall consist of a silencer, flexible exhaust fitting, SST exhaust piping, insulation, and mounting hardware.

2. Provide a chamber-type hospital rated super critical hospital grade silencer constructed of Type 304 stainless steel. Silencer shall include a condensate drain tapping. Exhaust noise shall not exceed 65 dBA at 25 feet. Provide SST brackets, SST companion flanges, gaskets, and SST fasteners for mounting from ceiling. Silencer shall be as manufactured by Universal, GT Exhaust Systems, Riley-Beaird, or equal.


3. Silencer and exhaust pipe size shall be sufficient to ensure that measured exhaust backpressure does not exceed the maximum limitations specified by the generator set manufacturer.

4. Exhaust piping shall be stainless steel pipe per Section 402076. Provide flanged or welded type fittings. Provide sufficient flanged fittings to permit the system to be entirely dismantled in sections. Elbows shall be smooth long-radius type.

5. To maintain a surface temperature not to exceed 130°F, insulate indoor exhaust piping and fittings with FIRWIN Diesel-Tech blanket, GT Exhaust Systems reusable thermal insulation blanket, or equal. Blanket shall consist of an aluminized fiberglass cloth jacket, minimum 1-inch thick insulation with a K factor of 0.52 at 700°F, 0.095-inch stainless steel mesh liner, and blanket fastening pins with stainless steel wire lacing. Terminate the insulation 6 inches below the ventilated roof thimble.

6. Mount the exhaust system in a manner to allow for thermal expansion and contraction over a temperature range of -20°F to 1200°F.

Y. Engine/Pump Control Panel

1. Provide a NEMA 4X, vibration isolated, dead front, stainless steel electronic modular control panel with lockable, hinged cover. Mount and wire the control panel to the engine-pump set. The panel shall include the following equipment:

a. Industrial hardened Prime Guard high performance digital controller.

b. Weather proof enclosed 12 position keypad

c. Oil pressure gauge.

d. Water temperature gauge.

e. Oil temperature gauge.

f. Automatic/manual start/stop engine control with programmable safety indicators for low oil pressure, high coolant temperature, overspeed, overcrank, and emergency stop.

g. Cycle Cranking: Adjustable crank/rest periods.

h. Energized to run or shut down fuel control systems.

i. Indicators for engine oil pressure, coolant temperature, engine rpm, system d-c volts, engine running hours, and eight-system diagnostic codes.

j. Control system diagnostic codes for troubleshooting and system protection.

k. Engine control switch.

l. Emergency stop push button.


m. Indicator/display test switch.

2. Meters, circuit breakers, control switches, and current transformers shall be General Electric, Westinghouse, or equal.

3. Provide relays and timing devices with clear polycarbonate dust covers. Devices shall be plug-in type. Output contacts shall be rated 10 amperes at 12-volt dc.

4. Provide engraved or etched nameplates to show position of switches and function of pilot lights, push buttons, and meters. Do not provide embossed tape.

5. Provide fully automatic engine/pump set start-stop controls in the control panel. Controls shall operate as follows:

a. When the function switch is in automatic position and upon closure of a set of external contacts or when the switch is in manual position, the engine shall automatically crank. An adjustable cranking limiter shall allow 3 cycles of 15 seconds' crank followed by 15 seconds' rest. If the engine fails to start after this time, the starting circuit shall be locked out and the overcrank shutdown light initiated.

b. When operating in the automatic mode and the remote engine run contact opens, the engine shall shut down.

c. Initiation of any safety shutdown shall immediately stop the engine and light the appropriate light. Upon correction of the fault, the shutoff system shall be made operable by an appropriate reset switch.

d. Provide dry contacts for monitoring generator run status and generator common fault and alarm.

6. Provide dry contacts for the following signals:

a. Power available.

b. Common alarm.

c. Low fuel.

d. Auto.

Z. Sound Enclosure

1. The engine and pump shall be completely enclosed with 12 gauge sheet metal panels and 14 gauge sheet metal doors with one-inch and two-inch layers of poly damp acoustical sound-deadening material. The acoustical enclosure shall reduce pump and engine noise to 70 dBa or less at the distance of thirty feet. The panels shall be removable for easy access to the engine/pump for maintenance repair. The engine control panel shall have locking access door for visual inspection. For maintenance and service needs, the pump discharge side of the skid shall have a hinged door for quick access to the engine oil fill, fuel fill port, oil dipstick and filters.


PART 3 - EXECUTION

A. Performance Testing

1. Each pumping unit shall be subjected to a nonwitnessed laboratory performance test using the actual job driver. Conduct tests in accordance with ASME PTC 8.2 or ANSI/HI 1.6, using the actual job driver. The performance test shall be equivalent to Level "A" per ANSI/HI 1.6.

2. Notify the Owner's Representative at least 14 days in advance so that they may witness the operational test at the manufacturer's facility or other location designated by the manufacturer.

3. Deviations and fluctuations of test readings shall conform to ASME PTC 8.2, 1.11 (Type A) or ANSI/HI 1.6, paragraph 1.6.5.4.2.

4. Measure flow by the "Capacity Measurement by Weight," the "Capacity Measurement by Volume," or the "Capacity Measurement by Venturi Meter, Nozzle, or Thin Plate Orifice" methods in ASME PTC 8.2 or ANSI/HI 1.6.


Coat exposed surfaces of pump and motor in accordance with Section 099000, System No. 10. Apply the specified prime, intermediate and finish coats at the place of manufacture. Finish coat shall be OSHA Safety Green.


1. Pump hydraulic performance conditions and design data shall be as shown below.

2. Pump Tag Numbers: 2-P-1 and 2-P-2.

Location: Standby Pump Structure

Liquid pumped: Raw Sewage

Service: Indoors environmental temperature range of 30°F to 100°F

Elevation: 10 feet above mean sea level

Relative humidity: 80% to 100%

Fluid temperature range: 60°F to 85°F


Pump Data at 1800 rpm

Capacity (gpm)

Pump Total Head (feet)

Minimum Pump Efficiency

(%) Suction Lift (feet)

0 209 N/A 8

1500 180 40 8

2000 175 47 7

2500 160 60 7

3000 164 68 8

3500 155 73 8

4000 140 77 9

4500 135 78 10

5000 120 75 13

5500 110 71 16

6000 82 62 17

Maximum pump speed: 1800 rpm

Minimum pump speed: 1200 rpm

Minimum NPSH available: 30 feet

Diesel Engine 275 hp

Impeller 14-1/4-inches

Variable speed drive Yes

Suction pipe size: 12 inches

Discharge nozzle size: 12 inches

Manufacturers and models: Godwin CD300M Dri-Prime Critical UL PG

The specified impeller shall be capable of passing a minimum 3-3/4-inch sphere.

D. Pump Field Testing

1. Perform field tests for 24 consecutive hours on each pump. Measure flows at the following head points:

a. Tag Numbers:

b. Location:

c. Service:

d. Maximum rpm:


e. Test Points (Feet):

2. If the measured flows at the above-tabulated pump heads are more than 5% below the flows obtained on the laboratory or factory test, adjust the impellers, or provide new impellers or otherwise repair or replace the pumps or calibrate meters or pressure gauges.

3. Conduct vibration-level tests with pumps operating at their rated capacity. Adjust or replace pumps that exceed the maximum vibration levels.

4. Operate each pump one at a time. Manually adjust the speed for each pump (one at a time) via the respective speed control unit such that the pump output is 30%, 40%, 50%, 60%, 80%, and 100% of the maximum capacity specified. The duration at each flow rate shall be at least 15 minutes.

5. Assure that in the automatic mode each pump responds to its water level signal. Assure that each pump operates at a steady rate (±5% of set point) at any given water level for 30%, 40%, 50%, 60%, 80%, and 100% of the maximum capacity specified.

6. Demonstrate that the pumping units, motors, and control system meet the following requirements:

a. The pumping units operate as specified without excessive noise, cavitation, vibration, and without overheating of the bearings.

b. All automatic and manual controls function in accordance with the specified requirements.

c. All drive equipment operates without being overloaded.

E. Engine Installation

1. The Contractor shall coordinate the construction of engine-pump set foundations, piping systems, and conduit stub-ups with the manufacturer's written requirements. Foundation blocks, anchor bolt layouts, and piping and quantity and locations of conduit stub-ups may have to be modified from those shown in the drawings. Such work shall be at the Contractor's expense.

2. Fill the tank with low-sulfur No. 2 diesel fuel (per ASTM D975). After field testing is complete, refill the tank.

3. Fill the engine cooling system with a solution no less than 25% by volume propylene glycol for freeze protection and 5% by volume of a borate-nitrite solution (NALCO 2000 or equal) to prevent rust and corrosion.

4. The entire unit and other equipment shall be completely installed, wired, and plumbed by the engine supplier prior to shipment to the installation site.


F. Engine Exhaust Piping

Pitch horizontal runs of exhaust pipe away from the engine. Provide condensate traps with petcocks or valves at low spots in the exhaust system. Extend exhaust pipe as shown in the drawings. Fit engine exhaust pipe penetrating walls or roofs with a ventilated thimble. Coordinate with the manufacturer concerning the buried application for this facility.

G. Engine Painting and Coating

1. Coat noninsulated exhaust pipes and silencers per Section 099000, System No. 96. Follow the paint manufacturer's recommendations for curing the coating. Do not coat stainless steel

2. Coat structural steel base per Section 099000, System No. 10. Color of finish coat shall match the color of the engine and pump.

3. Coat the steel enclosure per Section 099000, System No. 10. Exterior shall be Berkshire Green or Hi-Way Yellow. Interior shall be White or Hi-Way Yellow.

H. Engine Start-Up

1. On completion of the installation, the initial start-up shall be performed by a factory-trained service representative of the engine supplier, who shall thoroughly inspect, activate the jacket water heater, operate, test, and adjust the equipment. The inspection shall include the soundness of all parts, completeness of all details, proper operation of all components with special emphasis on safety devices, correctness of settings, proper alignments, and correct phase rotation to match other sources.

2. Field tests shall include the following:

a. Simulate power failure by tripping the main breaker and demonstrate complete manual and automatic start, load, unload, and stop sequence of the engine-generator.

b. Conduct a two-hour run, utilizing maximum available load. If available load is less than 75% of the generator's rating, then add loads to obtain 75% generator loading (minimum). The generator supplier shall provide load banks and make necessary connections to provide the required 75% load.

3. Perform start-up in presence of the Engineer. Provide notification of start-up date a minimum of three days prior to the date.

I. Certification

Provide a written certification from the equipment manufacturer that the pumps have been properly installed according to the drawings, specifications and manufacturer’s specifications, and that the equipment is operating normally. Make all necessary


corrections and adjustments including but not limited to labor, parts or freight at no additional cost to the Owner.

END OF SECTION

SUBMERSIBLE RAW SEWAGE PUMPS 432140-1 60060986 - March 24, 2010

SECTION 432140 SUBMERSIBLE RAW SEWAGE PUMPS

PART 1 - GENERAL

A. Description

This section includes materials, installation, and testing of submersible raw sewage pumps designed to operate in a wet well under submerged conditions.



2. Variable Frequency Drive (VFD): 261650.


C. Submittals


2. Submit dimensional drawings.

3. Submit manufacturer's catalog data and detail drawings showing all pump parts and describe by material of construction, specification (such as AISI, ASTM, SAE, or CDA), and grade or type. Show linings and coatings. Show outline dimensions and weights of pumps, bases, and motors.

4. Submit pump curves from manufacturer's catalog data on which the specified operating points are marked. Show efficiency, brake horsepower, and NPSH required for the selected pump curve for each specified operating point. Show maximum operating speed.

5. Show impeller diameter, eye area, sphere size, and number of vanes.

6. Submit setting drawings. Show anchor bolt layout and anchor bolt dimensions.

7. Submit manufacturer's reports on hydrostatic tests and performance tests.

8. Submit manufacturer's sample form for reporting the performance test results. Submit at least two weeks before the tests. The test form should contain the data presented in the sample form in Section 6 of ASME PTC 8.2 or ANSI/HI 1.6. Alternatively the sample form from or API 610, Annex M.

9. Submit manufacturer's certified performance curves for review at least two weeks prior to shipping the units from the factory.


D. Definitions

Terms shall be as defined in the ASME PTC 8.2 for centrifugal pumps.

E. Manufacturer's Services


1. One labor day for each service listed in the subsection on “Service Conditions” to check the installation and advise during start-up, testing, and adjustment of the pumps.

2. One labor day to instruct the Owner's personnel in the operation and maintenance of the pumps.

PART 2 - MATERIALS

A. Pump Design

1. The Contractor shall assign unit responsibility to the pump supplier for the complete pump system, including motors and cooling system control assembly.

2. Each pump shall be of the vertical, nonclog, single-suction, centrifugal type and shall be suitable for pumping unscreened raw sewage.

3. The pump, with its appurtenances and electric cable, shall be capable of continuous submergence under water without loss of watertight integrity to a minimum depth of 65 feet.

4. Design the casing to withstand a hydrostatic test of at least 150% of the pump discharge pressure (suction pressure plus pump differential pressure) at shutoff.

5. Each pump shall be capable of at least a 10% head increase at normal operating conditions by installing a larger impeller or an impeller of different hydraulic design.

6. Pump curve shall be continuously rising and shall be free of dips and valleys from the design point to the shutoff head. The shutoff head shall be at least 110% of the head that occurs at the design point.

7. The NPSH required shall be at least 5 feet less than the minimum NPSH available at all points on the pump curve up to 120% of the flow at the BEP.

8. Design the pump and its components to operate continuously over a flow range of 70% to 120% of the flow at the BEP.

B. Discharge Connections

1. Provide gasket between elbow and pump inlet. Capscrews or bolts connecting the suction elbow to the casing shall be Type 316 stainless steel, ASTM A276. Gasket material shall be cloth-inserted rubber or neoprene, 1/8-inch thick.


2. The pump shall be automatically connected to the discharge connection elbow when lowered into place and shall be easily removed for inspection or service. Sealing of the pumping unit to the discharge elbow shall be accomplished by a simple linear downward motion of the pump. A sliding guide bracket shall be an integral part of the pump unit. The entire weight of the pump unit shall be guided by no less than two stainless steel guide bars or stainless steel guide wire pressed tightly against the discharge connection elbow. No portion of pump shall bear directly on the floor of the sump.

C. Power Supply

Power supply will be 480 volts, 60 hertz, 3 phase.

D. Vibration

1. The pumping unit shall operate without surging or cavitating throughout the entire range of pump operation.

2. The maximum vibration level measured on the pump bearing housing at the rated pump speed (±10%) and at any flow for which efficiencies are shown on the manufacturer's published performance curve shall not exceed that shown in Figure 11.16B in ANSI/HI 11.6-2001.

3. Maximum residual unbalance in impellers shall not exceed that shown in Figure 1.106 in ANSI/HI 1.1-1.5.

E. Volute Casing

Volute casing shall be of a single piece, nonconcentric design with smooth fluid passages at all points to pass any size solids which can pass through the impeller. Casing shall be accurately machined to fit the mechanical seal and suction cover assemblies. Fit the bottom of the volute with a Type 316 or 420 stainless steel or rubber-lined carbon steel replacement wear ring. The volute shall have a center discharge nozzle. Provide a 3/4-inch drain with plug in the volute.

F. Impeller

1. Impeller shall be enclosed type with a maximum of three vanes. Each impeller shall be cast in one piece and shall be statically and dynamically balanced, double-shrouded thrulet with smooth water passage to prevent clogging by stringy or fibrous materials and other matter found in normal sewage applications.

2. Each impeller shall be keyed to the shaft, and the fastening of the impeller to the shaft shall be made by a locking device. The locking device shall be sealed from the liquid by means of an O-ring and covered and secured to the end face of the shaft by a single bolt.

3. Fit each impeller with a replaceable wear ring for pumps 50 horsepower and larger to provide sealing between the volute and impeller.


G. Shafts

1. Pump shaft diameter shall be such that it will not deflect more than 0.002-inch at the mechanical seal face with the largest impeller installed while operating at the maximum pump speed. Tolerance on the shaft diameter shall not exceed 0.002 inch. Dynamic shaft deflection at the stuffing box face shall not exceed 0.002 inch.

2. The first lateral critical speed of the rotating assembly shall be at least 120% of the maximum pump operating speed.

3. Surface finish of the shafts or sleeves through the mechanical seal and at the rubbing contact-bearing housing seals shall not exceed a roughness of 32 microinches.

4. If a carbon steel shaft is used, provide Type 420 stainless steel shaft sleeves having a minimum hardness of 450 Brinell.

H. Pump Seal

1. Provide each pump with a tandem mechanical shaft seal system. The upper of the tandem set of seals shall operate in an oil chamber located just below the stator housing. This set shall contain one stationary tungsten carbide or cast chromium ring and one positively driven rotating carbon ring functioning as an independent secondary barrier between the pumped liquid and the stator housing. The lower of the tandem set of seals shall function as the primary barrier between the pumped liquid and the stator housing. This set shall consist of a stationary ring and a positively driven rotating ring, both of which shall be tungsten carbide.

2. Each interface shall be held in contact by its own spring system supplemented by external liquid pressures. The seals shall require neither maintenance nor adjustment but shall be easily inspected and replaceable.

3. Shaft seals without positively driven rotating members or conventional double mechanical seals with a common single or double spring acting between the upper and lower units requiring a substantial pressure differential to offset external pressure and effect sealing shall not be considered acceptable or equal to the dual independent seal system specified.

4. The shaft sealing system shall be capable of operating submerged to depths of or pressures equivalent to a minimum of 65 feet. No seal damage shall result from operating the pumping unit out of its liquid environment. The seal system shall not rely upon the pumped media for lubrication.

I. Oil Chamber

Provide each pump with an oil chamber for the shaft sealing system. Design the oil chamber to assure that air is left in the oil chamber to absorb the expansion of the oil due to temperature variations. The drain and inspection plug, with positive anti-leak seal, shall be easily accessible from the outside.


J. Bearings

1. Each pump shaft shall rotate on two permanently lubricated bearings. The upper bearing, providing for radial thrust, shall be a single row, roller bearing. The lower bearing shall consist of one double row or two single row angular contact bearing(s) for combined axial and radial loads.

2. Pump bearings shall be of the antifriction type designed to give 40,000 hours minimum life by L-10 calculations at maximum speed and operating load in continuous operation.

K. Cable Entry

Each cable entry shall be comprised of a single cylindrical elastomer grommet, flanked by stainless steel washers, all having a close tolerance fit against the cable outside diameter and the entry inside diameter and compressed by the entry body containing a strain relief function, separate from the function of sealing the cable. The assembly shall bear against a shoulder in the pump top. The cable entry system shall utilize one of the two designs specified below.

1. The cable entry junction chamber and motor shall be separated by two terminal boards, which shall isolate the motor interior from foreign material gaining access through the pump top. Both the terminal boards shall be bolted to the interior of the motor housing and sealed by O-rings.

2. Provide cast-iron, pressure-tight cable entry gland, which shall be sealed by a nitrile rubber ring and compression gland. Design the compression gland to conform to the allowable bending radius of the power cable. In addition, cast each individual conductor wire in resin in such a manner to avoid any water leakage into the motor through capillary action, because of external cable damage or other causes.

L. Mating Surfaces

1. Machine and fit mating surfaces of major parts with nitrile O-rings where watertight sealing is required. Machining and fitting shall be such that sealing is accomplished by automatic compression in two planes and O-ring contact made on four surfaces, without the requirement of a specific torque limit. Rectangular cross-sectioned gaskets requiring specific torque limits to achieve compression shall not be considered adequate or equal.

2. Tolerances of parts shall be such that they allow replacement of any part without additional machining required to ensure sealing as described above. No secondary sealing compounds, greases, or other devices shall be used.

M. Cooling System

1. The motor cooling system shall consist of ambient cooling by radiation and convection to the surrounding space and conduction through the pump volute to the pumped fluid.


N. Electric Motors

1. Each pump shall be driven by a vertical, submersible squirrel cage induction motor, shell type design, housed in an air-filled, watertight chamber. The stator winding and stator leads shall be insulated with moisture-resistant Class F insulation which will resist a temperature of 155°C, 40°C ambient plus 115°C rise, and designed for continuous duty, capable of sustaining a minimum of 10 starts per hour.

2. The stator shall be dipped and baked three times in Class F varnish and shall be shrink-fitted into the stator housing. The use of bolts, pins, or other fastening devices requiring penetration of the stator housing shall be rejected.

3. The motor shall be sized to be nonoverloading when the pump is operated at any point on the pump performance characteristic curve drawn through the design point and shall have a minimum service factor of 1.10. Motor service factor shall not be used in satisfying pumping requirement.

4. Equip the stator with three sensors or thermistors embedded in the end coils of the stator winding to monitor stator temperature. Provide one sensor or thermistor in each stator phase, to switch off the unit if a winding temperature of 285°F is exceeded.

5. If the pump manufacturer uses thermistors in the motor windings, the pump manufacturer shall provide the motor winding thermistor relay and any motor bearing thermistor relays and shall arrange for their installation in the pump motor starter. Both relays shall operate in a 120-volt control circuit and have contacts as shown in the electrical drawings. Adjust and arrange relays to properly respond to the thermistors mounted within the pump-motor housing.

6. Connect sensors and thermistor relays to the pump motor starter in such a manner that their signal can actuate an alarm or provide for immediate shutdown or both.

7. Each pump motor shall have a sensor to monitor moisture in the stator cavity. Provide a conductivity-sensitive relay for installation in the pump motor starter to trip an alarm if moisture content indicates a failure of the outer mechanical seal.

O. Motor Cables

Pump motor power cables installed shall be made of a Hypalon or Protolon synthetic rubber-jacketed, Type SPC multiconductor cable, suitable for submersible pump applications and heavy mechanical stresses. The power cable shall also be sized according to NEC and ICEA standards and also meet with P-MSHA approval or equivalent. Use a separate Hypalon or Protolon synthetic rubber-jacketed, Type SPC cable for temperature and moisture pilot protection signals. The total length of each cable shall be a minimum of 40 feet.

P. Materials of Construction

1. Materials of construction shall be as listed below:



Casing, volute, suction and discharge elbows

Cast iron ASTM A48, Class 30 (minimum)

Impeller Duplex Stainless steel

ASTM A743, Grade CA6NM

Shaft Stainless steel AISI 420

Impeller wear ring Stainless steel ASTM A743, Grade CF8M

Drain and vent plugs Malleable iron ASTM A197

Cap screws, bolts, and nuts

Stainless steel AISI Type 316

Any bronze components in contact with water

See paragraph 3 below

2. Do not construct the impeller wear ring and case wear ring of the same material. Impeller and bowl wear ring materials shall have a minimum Brinell hardness difference of 50 unless both the stationary and the rotating wear surfaces have Brinell hardness numbers of at least 50.

3. Bronze shall have the following chemical characteristics:

Constituent Content

Zinc 7% maximum

Aluminum 2% maximum

Lead 8% maximum


Q. Factory Hydrostatic Testing

Hydrostatically test casing and volute for 10 minutes minimum with water at one and one-half times the maximum design operating pressure.

R. Anchor Bolts, Nuts, and Washers

1. Anchor bolts, nuts, and washers for pumps installed in wet wells shall be stainless steel per Section 050520.

S. Spare Parts

1. Provide the following spare parts for each model or size of pump:



4 Set of wear rings for impeller and volute

4 Complete set of seals, primary and secondary

4 Sets of radial bearings

4 Sets of thrust bearings

1 Spare impeller

4 Complete set of O-rings or gaskets, whichever applies to the supplied pump unit

2. Pack spare parts in a wooden box; label with the manufacturer’s name and local representative’s name, address, and telephone number; and attach list of materials contained within.

PART 3 - EXECUTION

A. Factory Performance Testing

1. Each pumping unit shall be subjected to a nonwitnessed laboratory performance test using the actual job driver. Conduct tests in accordance with ANSI/HI 11.6-2001. Include the hydrostatic test and vibration test.

2. No motor overload above nameplate rating will be allowed.

3. Deviations and fluctuations of test readings shall conform to ASME PTC 8.2, Table 2 or ANSI/HI 11.6, Acceptance Level “A.”

4. Measure flow by the “Capacity Measurement by Weight,” the “Capacity Measurement by Volume,” or the “Capacity Measurement by Venturi Meter, Nozzle, or Thin Plate Orifice” methods in ASME PTC 8.2.


1. Coat pump and motor in accordance with Section 099000, System No. 1. Apply the specified prime, intermediate and finish coats at the place of manufacture. Finish coat shall be OSHA Safety Green. Alternatively, the manufacturer’s standard color shall be acceptable.

2. Line volute and interior wetted surfaces and coat impeller per Section 099000, System No. 6.


1. Pump hydraulic performance conditions and design data shall be as shown below.


2. Pump Tag Numbers: 1P-1/2/3/4

Location: Submersible Pump Station

Liquid Pumped: Raw Sewage

Service: Indoors environmental temperature range of 30°F to 100°F

Altitude: 10feet above mean sea level

Relative Humidity: 80% to 100%

Fluid Temperature Range: 60°F to 85°F

Pump Data

Capacity (gpm)

Pump Total Head (feet)

Minimum Pump Efficiency

(%)

0 130 N/A

1500* 118 72

2200 110 78

2750 100 72

*Design point.

Maximum Pump Speed: 1200 rpm

Minimum NPSH Available: 30 feet

Motor Horsepower (Minimum): 100

Variable Speed Drive Required per Section 261650: Yes

Discharge Nozzle Size: 8 inches

Manufacturers and Models: Fairbanks Morse 8”5436SMV

3. The specified impeller shall be capable of passing a 3-inch sphere.

D. Installing Tensioning System

1. Attach cable bracket to the lip of the equipment opening. Use cast-in stainless steel bolts.

2. Attach the flange discharge elbow to the floor of the wet well using cast-in stainless steel anchor bolts.

3. Install the guide cable/rail per manufacturer's recommendations.

4. Provide and attach the stainless steel lift chain or cable.


E. Field Testing

1. Bump motor to ensure that motor has been connected for proper rotation.

2. Perform field tests for 24 consecutive hours on each pump. Measure flows at the following head points:

a. Tag Numbers:

b. Location:

c. Service:

d. Maximum rpm:

e. Test Points (Feet):

3. If the measured flows at the above tabulated pump heads are more than 5% below the flows obtained on the laboratory or factory test, adjust the impellers or provide new impellers or otherwise repair or replace the pumps or calibrate meters or pressure gauges.

4. Operate each pump one at a time. Manually adjust the speed for each pump (one at a time) via the respective speed control unit such that the pump output is 30%, 40%, 50%, 60%, 80%, and 100% of the maximum capacity specified. The duration at each flow rate shall be at least one hour.

5. Assure that in the automatic mode each pump responds to its water level signal. Assure that each pump operates at a steady rate (±5% of set point) at any given water level for 30%, 40%, 50%, 60%, 80%, and 100% of the maximum capacity specified.

6. Demonstrate that the pumping units, motors, and control system meet the following requirements:

a. The pumping units operate as specified without excessive noise, cavitation, vibration, and without overheating of the bearings.

b. Automatic and manual controls function in accordance with the specified requirements.

c. Drive equipment operates without being overloaded.

F. Certification

Provide a written certification from the equipment manufacturer that the pumps have been properly installed according to the drawings, specifications and manufacturer’s specifications, and that the equipment is operating normally. Make all necessary corrections and adjustments including but not limited to labor, parts or freight at no additional cost to the Owner.

END OF SECTION

DIVISION 44 – POLLUTION CONTROL EQUIPMENT 444338 WET WELL ROTARY WASH S”YSTEM

444628 BIOFILTER ODOR CONTROL SYSTEMS

WET WELL ROTARY WASH SYSTEM 444338-1 60060986 - March 24, 2010

SECTION 444338 WET WELL ROTARY WASH

PART 1 - GENERAL

A. Description

This section includes materials and installation of a rotary wash system in a wet well. System is intended to agitate, homogenize and oxygenate the wastewater while wash down and cleaning the lift station. The system recycles flow from the pump discharge lines.



2. Submersible Raw Sewage Pumps: 432140.

C. Submittals


2. Submit dimensional drawings of surface wash system. Show sizes of piping and nozzles. Describe materials of construction by ASTM reference and grade.

3. Submit details of layout of supports and brackets. Show size and location of each support or bracket.

4. Submit details of the tap into the discharge pipe of the submersible pump(s).

5. Provide installation instructions.

6. Provide O&M manuals.



1. One labor day to check the installation and advise during start-up, testing, and adjustment of the equipment.

2. One labor day to instruct the Owner's personnel in the operation and maintenance of the equipment.


PART 2 - MATERIALS

A. Manufacturer

Rotary surface wash system shall be Anue Water Technologies Model EP-1300 Series unit.

B. System Design

1. Each wet well shall contain one rotating lateral arms with curved sections at the end of each arm. Provide spray nozzles along both the straight and curved sections and at the ends of the arms. Each arm shall rotate on bearings, balanced and supported to eliminate vibration. The surface wash system shall agitate and clean the top wet well during pump operation.

2. Feed pipe shall be a minimum of 1-1/2 inches in diameter

3. Design each rotary surface wash unit to deliver approximately 70-80 gpm of water at a minimum supply pressure of 30-40 psi.

C. Central Bearing Assembly and Tee

1. Provide a self-lubricated, dual output, all 316 stainless steel stabilized for vertical and horizontal bearing pressure. The central housing shall contain a stainless steel ball bearing assembly Provide a 316 SST tee suspended from the center bearing housing. Provide two jets affixed to the tee:

a. Two jets outwardly angled 45 degrees from the vertical axis of the tee.

2. Provide two rotating lateral arms connected to the tee.

D. Nozzles

1. Attach nozzles to the trailing edge of the central straight portion of arms, to the forward leading portion of curved portions of arms, and to the end section of the curved portion. Set trailing and leading nozzles pointing 15 degrees downward from the horizontal plane.

E. Feed Mast, Lifting Handle, Safety Support

Header support brackets and securing hardware and supply downpipe stabilizer angles shall be Type 316 stainless steel. Brackets and structural members shall be 3/16-inch-minimum thickness. Bolts shall be at least 3/8-inch size, Type 316 stainless steel conforming to ASTM A193, Grade B8M.

F. Supply Piping

1. Tap the four pump discharge lines to feed the system.

2. Water supply piping within the wet well to the rotating unit shall be reinforced hose as recommended by the rotary wash manufacturer.


G. Service Conditions

1. Furnish one system per wet well. 1 RW-1, 1 RW-2

PART 3 - EXECUTION

A. Installation

1. Set the centerline of the rotating lateral arms above the top water surface in accordance with manufacturer’s recommendations.

2. Provide clearance between the rotating lateral arms and the wet well walls.

3. Install and align piping to the rotary wash system.

B. Testing

Test rotary wet well wash system after submersible pumps have been installed and tested. Test with reclaimed water discharged into the wet well, before subjecting the unit to raw sewage. Assure that all nozzles are operating effectively and providing adequate agitation of the water surface. Assure that rotary mechanisms rotate freely and without vibration or binding. Verify quantity of supply water and adequate pressure for the system. Repair or replace defective mechanisms. Correct flows and pressures as necessary.

END OF SECTION

BIOFILTER ODOR CONTROL SYSTEM 444628-1 60060986 - March 24, 2010

SECTION 444628 BIOFILTER ODOR CONTROL SYSTEMS

PART 1 - GENERAL

A. Description

This section consists of furnishing a complete three stage biofilter odor control equipment and media system consisting for installation in the cast-n-place concrete structure shown on the plans. The complete system shall include: biotrickling filter media, biofilter media, activated carbon, FRP fans and outlets, irrigation system with permanent recirculation function for biotrickling filter cells, intermittent irrigation system for biofilter cells, all required interconnecting duct work between the fan and the outlet of the carbon, nutrient addition system, instrumentation, fluid controls, and control panel to properly operate and monitor the biofilter system. The system shall operate under negative pressure. Either the biofilter system supplier or contractor shall furnish the media support system. Coordinate detailed dimensional requirements of the odor control equipment with the concrete structure.

B. Related Work

1. Structural FRP: 065000.

2. Air Outlets and Inlets: 233700.

3. Custom Control Panels: 251420.

4. Hydrogen Sulfide Detection System: 283336.


6. PVC Pipe and Fittings, 3 inches and Smaller: 402090.

7. FRP Centrifugal Fans: 431113

C. Definitions

1. H2S: Hydrogen Sulfide Gas

2. D/T: Detection to threshold as per the specified air odor determination method.

3. OU: Odor Unit

D. Work of This section

1. This document covers the furnishing and delivery of materials, equipment and appurtenances for a biofiltration odor control system.

2. The Contractor shall purchase and install the pre-engineered biofiltration system. Installation components and scope of work required for installation of the biofilter system shall be provided by the Contractor as outlined in Part 2 of this proposal.


E. Submittals

1. Submit shop drawings in accordance with the General Conditions and Section 013300 and the following.

2. Submit shop drawings for a complete biological based air treatment system including the biological facilities with media and injection spray system, fans, pumps, piping, fittings, valves, and controls.

3. The Biofilter system supplier shall be experienced in the design, fabrication, and operation of biologically based air treatment systems. Prior to submitting shop drawings, submit data, records, contact names and numbers, and drawings with a list of no less than five (5) successful installations to demonstrate experience and qualifications that have been in operation for three (3) continuous years as of the date of the bid within Florida. All submittals for a complete odor control system shall be submitted by the Contractor to the Engineer in one package simultaneously.

4. Submit annual utility and chemical usage calculations.

5. Submit a list of materials of construction with ASTM reference.

6. Submit electrical/control diagrams detailing the requirements and features of the control system, including interlocks, terminals, wiring, controls, disconnects, and panel layouts.

7. Submit warranty as indicated in Part 1, Paragraph G.

8. Provide a detailed list of any exceptions taken to these specifications. Include specification reference and proposed alternative with reason stated for exception.

9. A list of spare parts that are to be supplied with the project.

10. Operation and Maintenance Manuals per Section 013300 with installation instructions, operation and start-up procedures including lubrication requirements and a complete bill of materials for all equipment.

11. Submit MSDS literature as applicable for the nutrient addition system.

F. Product Delivery, Storage and Handling

1. Product delivery, storage, and handling shall comply with Manufacturer’s instructions and as follows.

2. All media shall be delivered in bulk bags. Bulk delivery of media is not acceptable

3. The BIOSORBENS® XLD biofilter Synthetic biotrickling filter media shall be stored on a clean level, surface. Avoid cross-contamination of foreign materials during handling and placement. Media shall be covered if stored longer than one week.

4. Long term media storage is not acceptable.


5. All electrical and ancillary equipment shall be stored in a climate controlled building greater than 50 degrees F.

6. All packing slips and shipments must be inspected upon delivery to ensure shipments are complete and no damage has occurred during transportation. In the case of an incomplete shipment or damage has occurred, the BIOREM® Logistics Department must be contacted.

G. Warranties and Guarantees

1. The Manufacturer shall warrant the biofilter media not to compact, degrade or decompose for a period of 10 years from the date of Substantial Completion, provided that the system is operated in accordance with the Manufacturer’s printed Operation and Maintenance Manuals.

2. All mechanical components shall be warranted free of manufacturing defects for a period of 12 months from substantial completion.

H. Qualifications

1. Treatment Technology

a. Odor control systems using masking agents will not be considered.

b. Odor control systems using “counteractants” will not be considered.

c. Odor control system using chemicals including chemical scrubbers will not be considered

d. Systems that do not provide for periodic flushing or cleaning of the media will not be considered.

e. Odor control systems containing organic media will not be considered.

f. Odor control system using layers of different media, within the same cell, will not be considered.

g. Substitution of the specified media must be pre-approved.

2. The Biofilter Manufacturer shall have at least 10 years experience in design and fabrication of similar systems as demonstrated by a list of at least 5 successful Florida installations of comparable size (greater than or equal to 1,000 cfm), with references. All references shall include valid contact names, e-mail addresses and phone numbers that can be verified.

3. The Biofilter Manufacturer must be able to show two or more installations in which the media has lasted for three years or more with commensurate performance data.


4. The Biofilter Manufacturer must provide the Owner with training and monitoring support service during the first year of operation. The support service must be renewable at the end of the first year of operation.

5. The Biofilter Manufacturer shall maintain regular laboratory facilities for the microbial and chemical support services required for normal operation of the biofiltration system. The facilities shall be open for inspection by a representative of the Owner or Engineer.

I. Manufacturers Services

1. Provide equipment manufacturer's services at the jobsite for the minimum labor days listed below, travel time excluded:

a. One labor day two separate times to check the structure; and later advise during the equipment installation.

b. Site supervision of start-up and functional testing of the system, including adjusting of the equipment. To be performed by a manufacturer trained field representative. Includes 1 trip and 4 labor days.

c. Manufacturer’s Training Program. One labor day for training sessions for classroom and field training. To be completed during start-up and functional testing of system. Session shall be recorded and placed on a suitable media for future reference. Provide minimum 4 copies.

d. Manufacturer’s certificate of proper installation and commissioning report.

PART 2 - PRODUCTS

A. Manufacturer

1. Manufacturer shall be BIOREM Environmental Inc., Guelph, Ontario, Canada. No substitute shall be allowed.

B. System Performance Requirements

1. When loaded under average and peak conditions the biofilter system shall provide at least 99 percent removal of H2S when operated at a maximum, equal to the design air flow rate and >95% of total odor prior to the carbon filter stage.

2. The system shall be operated under negative pressure.

C. General Scope of Supply

1. Manufacturer shall supply the essential biofilter system components, submittals and services listed. The system shall consist of three separate stages, a biotrickling filter followed by a biofilter followed by a carbon polisher. All components are in accordance with this proposal and shall include the following at a minimum.


a. 600 ft3 of synthetic biotrickling filter media

b. 1,000 ft3 of BIOSORBENS® XLD biofilter media.

c. 5,000 lbs of activated carbon.

d. Liquid recirculation system for biotrickling filter portion

e. Media surface irrigation systems for biofilter portion.

f. FRP beams and channels for media support flooring. Refer to the drawings and Section 06500.

g. Polypropylene mesh screen.

h. Two (2) 7.5 HP Backward Inclined FRP fans. Refer to Specification Section 431113.

i. Instrumentation and controls.

j. Submittal packages.

k. Operation and Maintenance Manuals.

l. Commissioning and training services.

m. A 1-year BIOSERVE™ service support package.

D. Media and Equipment

1. Biofilter Media

a. The biofilter media shall be BIOSORBENS® XLD and shall consist of inorganic, inert hydrophilic cores uniform in shape. The media size shall be ¼-inch by ½ -inch.

b. The biofilter media shall not shrink or swell with varying moisture contents.

c. The biofilter media shall be formulated with nutrients, buffering agents and adsorbents.

d. The biofilter media pressure drop shall not exceed ½-inch water column per foot of depth upon system startup.

2. Biotrickling filter media shall be synthetic, engineered type, as manufactured by Biorem Technologies Inc. and shall have the following characteristics;

a. Media shall be random packed

b. The biotrickling filter media shall consist of inorganic inert hydrophilic material, uniform in shape.


c. The media shall not shrink or swell under varying moisture conditions.

3. Activated Carbon

a. Sufficient activated carbon shall be provided to achieve the required volume and bed depth as shown on the drawings.

b. Activated carbon shall be virgin, palletized or granular and be derived from anthracite or bituminous coal, vapor phase type, suitable for containment of sewer type odors and gases. The carbon shall not contain chemical impregnants.

4. FRP Media Support System

a. The media support floor shall be constructed from FRP beams and channels (refer to the structural drawings) and shall have a loading capacity sufficient to support the weight of the wetted biofilter, biotrickling filter and carbon media.

b. The media support floor shall be detailed to ensure even air flow distribution through the media bed.

5. Biofilter Reactor

a. Refer to the Structural and Mechanical Drawings.

b. The six-celled reactor will be operated in the up-flow (humidification), down-flow (biofilter), and up-flow (carbon reactor) configuration.

c. Interior reactor floor shall be continuous and maintain a minimum 1 percent slope towards the reactor plenum for leachate collection and drainage. Refer to the Structural drawings.

d. Each plenum shall be provided with access hatches for maintenance access.

6. Biofilter Exhaust fans

a. Each Fan shall be an FRP, centrifugal type with counterclockwise rotation. Refer to Section 431113.

b. Fans shall be equipped with inlet and outlet flange with drain connection at bottom of fan scroll.

7. Biofilter Exhaust

a. Each Exhaust shall comply with Florida Building Code requirements. Refer to Section 233700.

8. Liquid Recirculation System (for biotrickling filter portion) to include (for each cell);

a. Vertical recirculation pump, rated for a flow rate of 50 GPM at 25’ TDH. Including a 3 HP TEXP motor. Pump shall be constructed from materials


resistant to corrosion from liquid with a pH of <2, such as FRP or thermoplastic.

b. Spray header liquid distribution system made from Schedule 80 PVC piping (minimum 1-inch diameter and spray nozzle assemblies. Provide sufficient irrigation nozzles to provide complete coverage of the media bed.

9. Nutrient Addition System

Nutrient addition system to include storage tank, metering pump, mixer and one year supply of nutrients shall be provided. A single tank shall be provided for the system; however each train shall have an independent metering pump.

10. Dechlorination System

Dechlorination system to include a cartridge filter to remove chlorine as necessary from the makeup water supply at no less than 25 gpm flow rate. One year supply of cartridge units shall be provided. A single tank shall be provided for the system; however each train shall have an independent metering pump.

11. Control / Instrumentation Panel

a. Each biofilter control panel See Control Panel description in paragraph 2.E. below.

12. Liquid Distribution and Media Irrigation System Instrumentation (for each train) – See Water Cabinet description in paragraph 2.F.

13. Biofilter Instrumentation (for each train)

a. (1) Media temperature indicator.

b. (1) Static pressure gauge – inlet to biofilter plenum.

14. Inlet Air Instrumentation

a. (2) Pitot tubes with differential pressure gauges.

15. H2S analyzer with sensors placed at the inlet to the system, prior to each carbon cell and at the system discharge. H2S analyzer shall be designed for continuous monitoring. Refer to Specification Section 283336.

E. Control Panel

1. General:

a. All instrumentation, control and electrical components provided under this section shall be of an industrial quality and to the quality of the components specified in Section 251420 and Division 26, except as noted.

b. UL Certified


c. The instrumentation and controls system, specified herein, shall accept single phase, 120 V, 60 Hz AC electrical power, unless otherwise noted.

d. Control Panel shall be Class 1, Group D and in accordance with NFPA 820.

2. Enclosures: Provide one (1), NEMA 4X control panel of fiberglass construction or 304 SST pedestal mounted. Input power supply 460V/3/60vac supply, c/w door interlocked non-fused disconnect. Provide the enclosure with a full size, aluminum, swing-out, dead-front panel for mounting of selector switches and indicating lamps.

3. Operator Interface: Provide and install the following selector switches and indicating lamps, mounted on the swing-out panel.

a. Starters (per train):

(1) FRP Centrifugal Fan

(2) Nutrient Feed Pump

(3) FRP Recirculation Pump

(4) Carbon Filter Underdrain sump pump

b. Selector Switches (per train):

(1) Biofilter System HAND/OFF/AUTO selector switch for system operation

(2) FRP Centrifugal Fan START/STOP

(3) Water Solenoid OPEN/CLOSE/AUTO

(4) Nutrient Feed Pump START/STOP/AUTO

(5) FRP Recirculation Pump HAND/OFF/AUTO

(6) Carbon Filter Underdrain Sump Pump START/STOP

c. Indicating Lamps (Green – Push to test, UON):

(1) Control Power ON/OFF

(2) FRP Centrifugal Fan ON/OFF/FAULT

(3) Water Solenoid OPEN/CLOSED

(4) Nutrient Feed Pump ON/OFF

(5) FRP Recirculation Pump ON/OFF

(6) Carbon Filter Underdrain Sump Pump ON/OFF


(7) (1) Humidification “Low Water Flow” alarm – Red push to test.

(8) Irrigation/Recirculation Control adjustable timers.

(9) Control transformer c/w primary and secondary fusing.

(10) Lot – Control relays are required.

(11) Lot – Allen Bradley 800E door mounted operators for each control panel as noted above.

4. External Interfaces:

a. Provide isolating relays and terminal blocks for field wiring of the following status and alarm signals

(1) Control Power ON

(2) System ON

(3) System FAIL

(4) Nutrient Feed System ON

5. Functional Requirements:

a. Continuously operate the FRP Centrifugal Fan whenever the START/STOP selector is in the START mode. Stop motor operation whenever the START/STOP selector is in the STOP mode.

b. When in AUTOMATIC mode, operate the water solenoid (OPEN/CLOSED) using an adjustable repeat cycle timer.

c. When in AUTOMATIC mode, operate the water irrigation/recirculaton pump (ON/OFF/AUTO) using an adjustable repeat cycle timer.

d. When in AUTOMATIC mode, START the nutrient feed pump whenever the water solenoid valve is OPEN, and STOP the feed pump when the solenoid valve is CLOSED.

e. Provide a System ON status whenever the FRP Centrifugal Fan is ON.

f. Provide a System ON status whenever the FRP Irrigation/Recirculation Pump is ON.

g. Provide a System FAIL status whenever the FRP Centrifugal Fan VFD is faulted.

h. Provide a Nutrient Feed System ON status whenever both the water solenoid is OPEN and the nutrient feed pump is ON.


i. When in AUTOMATIC mode, operate the carbon filter underdrain sump pump (ON/OFF) using the pump level switch(es).

6. Special Requirements:

a. Provide and install a control power transformer to provide 120 VAC, single phased electrical power for the control logic.

b. Provide and install a S5 Repeat Cycle Timer.

F. Water Cabinet

1. Provide a single NEMA 12, Fiberglass water panel per train to house the following:

a. Nutrient feed pump

b. (1) 1-inch normally-closed, Water Solenoid valve. Provide valve Type 1V925 per Section 400520.

c. (1) variable area flow meter by George Fisher or equal for blowdown line

d. Piping and valves (water and nutrient)

e. Pressure regulating valves shall be the spring-actuated type. Regulators 2 inches and smaller shall automatically convert high, varying inlet water pressure to a lower, constant outlet pressure. Provide a valve design consisting of a spring in a chamber acting on a diaphragm that transmits motion to the valve. Outlet pressure shall be adjustable by turning an adjusting screw to vary spring tension. Body shall be bronze. Diaphragm shall be nitrile. Maximum inlet pressure shall be at least 200 psi..

f. (1) 1-inch paddlewheel flow indicator/totalizer by George Fisher or equal.

g. (2) 1-inch ball valves, true union. Provide valve Type 1V310 per Section 15100.

h. (1) 1-inch water y-strainer, true union. Refer to Section 402090.

G. Labeling and Marking

Provide labels on the equipment per Section 400775.

PART 3 - EXECUTION

A. General

1. Install in accordance with Manufacturer’s written instructions.

2. The Contractor shall give the Manufacturer 5 full working days notice prior to media placement.


B. Installation

1. Install all systems in accordance with Manufacturer’s written instructions and recommendations.

2. Media installation procedures must comply with Biofilter Manufacturer's instructions and recommendations.

C. Service Conditions at Biofilter Inlet

1. Location: Outdoor.

2. Ambient Air Temperature Range: 55 to 110 degrees F.

3. Relative Humidity: ≥50 percent.

4. Inlet Contaminants:

Contaminant Average (ppm) Peak (ppm)

H2S 75 150

MM 1 2

Odor (OU) 10,000 15,000

5. Airflow Rate: 3,000 cfm (two equal units of 1,500 cfm each)

6. Empty Bed Residence Time: 36 Seconds including carbon polisher

7. System Water Consumption: 30 gpm

8. Pressure Drop Across Reactor: 15 in W.C. (maximum)

9. Reactor Tag Numbers: 3-BF-1, 3-BF-2

10. Effluent H2S Removal Efficiency: 99% H2S or 0.1 ppm, whichever is greater

D. System Start up and Commissioning

1. The manufacturer shall provide start-up services as follows:

a. The manufacturer shall start-up and operate the unit with non-potable water (filtered). During this startup the manufacturer shall provide all necessary equipment to allow biological growth within the reactor.

b. The Contractor shall perform the Field Tests under the supervision of the Manufacturer to demonstrate to the Owner that all equipment will satisfactorily perform as specified. The Contractor shall provide all test apparatus.

c. List and recommend corrective action for any deficiencies found.


d. Manufacturer shall provide Field-testing, commissioning reports and certification of proper installation as noted below.

E. Field Acceptance Test

1. See Start-up paragraph above.

2. Once the manufacturer indicates the reactor is operational, operate Biofilter system initially for a period of 15 continuous days. The test will be conducted once the system has had time to acclimate, not sooner than two weeks but not longer than six weeks, of continuous operation, from startup. During this time, confirm that all system components have been installed correctly, are operating properly, and are performing their intended function.

3. Performance Testing:

a. Provide the complete testing apparatus necessary to determine the performance of the Biofilter system and differential pressure drop across each tower. Apparatus shall include H2S detectors, a manometer, and a pH analyzer.

b. Test shall include measurement of inlet and outlet H2S and total odor concentration. Test results shall demonstrate the specified percentage removal of the H2S and VOCs from the airstream.

c. During the performance test, H2S readings shall be collected on the inlet of the system, after the biofilter and after the carbon polisher. Readings shall be collected every 15 minutes for a period of not less than 8 hours. In addition, a bag sample shall be collected, at two different times, at the same locations as listed above, for odor panel testing.

d. In addition to meeting performance, all equipment shall show evidence of mechanical soundness with no liquid or gas leaks and no undue vibration.

e. If system fails for any reason, make changes or alterations and reconduct the above-described test at no cost to the Owner until system is acceptable.

4. Submit a written report containing the test procedure, raw data, and a summary of the analysis. Provide certification that the equipment has been properly installed (see paragraph 3.G.)

F. Bioserve First Year of Operation Assistance

1. The Manufacturer shall provide services as follows:

a. (1) Site visit after the first 6 months of operation, and no later than 12 months after commissioning.

b. Site visit to be conducted by a Certified Field Representative of the Manufacturer.


c. The Field Representative shall provide a complete system inspection, additional Operator training, if required, and system performance testing,

d. Media samples shall be retrieved and analyzed for the following:

(1) Bacterial Enumeration

(2) Media pH

(3) Media moisture content

(4) Particle Size Analysis

(5) Nutrient Characterization

(6) Mineral Deposit Quantification

e. A summary report shall be completed and submitted to the Owner that will summarize the collected data, list system deficiencies and recommend improvements and corrective actions.

G. Certification

Provide a written certification from the equipment manufacturer that the equipment has been properly installed according to the drawings, specifications and manufacturer’s specifications, and that the equipment is operating normally. Make all necessary corrections and adjustments including but not limited to labor, parts or freight at no additional cost to the Owner.

END OF SECTION

APPENDICES SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS FOR PROPOSED

HUDSON BAYOU REUSE PIPELINE CROSSING AT OSPREY AVENUE, SARASOTA FLORIDA, ARDAMAN – MARCH 1996

SUBSURFACE SOIL EXPLORATION AND ANALYSIS AT THE OSPREY AVENUE BRIDGE AT HUDSON BAYOU, SARASOTA, FLORIDA, ARDAMAN – JUNE 2009

SUBSURFACE UTILITY ENGINEERING (SUE) SERVICES, GEORGE F. YOUNG, INC. – SEPTEMBER 2009

SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS FOR LIFT STATION 89 AND GRAVITY FORCE MAIN IMPROVEMENTS, LUKEWOOD PARK, OSPREY AVENUE, ETC., SARASOTA, FLORIDA, ARDAMAN – DECEMBER 2009

FDOT PERMIT NUMBER 2010-H-194-41

SUBSURFACE SOIL EXPLORATION, ANALYSIS AND RECOMMENDATIONS

FOR LIFT STATION NO. 89 AND

GRAVITY FORCE MAIN IMPROVEMENTS, LUKEWOOD PARK,

OSPREY AVENUE, ETC., SARASOTA, FLORIDA

"'.'W

Ardaman & Associates, Inc.

OFFICES

Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533-0858

Cocoa, 1300 N. Cocoa Boulevard, Cocoa, Florida 32922, Phone (321) 632-2503 Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) 768-6600

Miami, 2608 W. 84th Street, Hialeah, Florida, 33016, Phone (305) 825-2683 Port Charlotte, 740 Tamiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624-3393

Port St. Lucie, 460 NW Concourse Place, Unit #1, Port SI. Lucie, Florida 34986-2248, Phone (772) 878-0072 Sarasota, 78 Sarasota Center Boulevard, Sarasota, Florida 34240, Phone (941) 922-3526

Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576-6131 Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) 620-3389

West Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone (561) 687-8200

MEMBERS: A.S.F.E.

American Concrete Institute American Society for Testing and Materials

Florida Institute of Consulting Engineers

TO:


Geotechnical, Environmental and Materials Consultants

AECOM 5971 Cattleridge Boulevard, Suite 200 Sarasota, Florida 34232

Attention: Don Graph

December 30, 2009 File No. 09-7514

SUBJECT: Subsurface Soil Exploration, Analysis and Recommendations for Lift Station No. 89 and Gravity/Force Main Improvements, Lukewood Park, Osprey Avenue, etc., Sarasota, Florida

Dear Mr. Graph:

As requested, our firm has completed a subsurface soil exploration program at the

above-referenced site(s). The purpose of this program was to determine the suitability of the

existing soils for the proposed construction and to make foundation and soil preparation

recommendations.

This report documents our findings and conclusions. It has been prepared for the exclusive use

of AECOM and their client and consultants for specific application to the subject project, in

accordance with generally-accepted geotechnical engineering practices. No other warranty,

expressed or implied, is made.

SCOPE

The scope of our services has included the following items:

1. Conducting seven (7) Standard Penetration Test borings in the vicinity of the lift station and seven (7) mechanical auger borings near deep manhole or directional drilling locations to determine the nature and condition of the subsurface soils.

2. Reviewing each soil sample obtained in our field testing program by a geotechnical engineer in the laboratory for further investigation, classification and assignment of laboratory tests, if required.

78 Sarasota Center Boulevard, Sarasota, Florida 34240 Phone (941) 922-3526 FAX (941) 922-6743 Offices in: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach

AECOM File No. 09-7514 December 30, 2009

2

3. Analyzing the existing soil conditions with respect to the proposed construction.

4. Preparing this report to document the results of our field testing program, engineering analysis and recommendations.

FIELD EXPLORATION PROGRAM

Our field exploration program consisted of conducting seven (7) Standard Penetration Test

borings in the vicinity of the lift station and seven (7) mechanical auger borings near deep

manhole locations or directional drilling at the locations shown on the attached Figures 1 - 5.

These borings were performed to determine the nature and condition of the subsurface soils to a

maximum depth of 80 feet below the existing ground surface. Test boring depths, location and

number were determined by AECOM. Test borings were located in the field utilizing available

landmarks and a 1 ~O-foot tape. Test boring locations should be considered accurate only to the

degree implied by the method used. Should more accurate locations be required, a registered

land surveyor should be retained. The equipment and procedures used in the borings are

described in greater detail in the appendix of this report.

GENERAL SUBSURFACE CONDITIONS

The general subsurface conditions encountered during the field exploration program are shown

on the soil boring logs, included as Figures B-1 through B-3 of this report. Soil stratification is

based on examination of recovered soil samples and interpretation of field boring logs. The

stratification lines represent the approximate boundaries between the soil types, while the actual

transitions may be gradual.

A generalization of the subsurface soil conditions at various areas of the study will be discussed

under those specific sections.

On the date of our field exploration program, the water table was encountered at depths ranging

between 2.9 and 7.3 feet below existing grade. The water table level is antiCipated to fluctuate

due to seasonal rainfall variations and other factors.

-A"V/IJ Ardaman & Associates, Inc . ..


3

LABORATORY TESTING PROGRAM

Representative soil samples obtained during our field sampling operation were packaged and

transferred to our office and, thereafter, examined by a geotechnical engineer to obtain more

accurate descriptions of the existing soil strata. Laboratory testing was not deemed necessary to

aid in soil classification or to further define the engineering properties of the soils. The soil

descriptions shown on the soil boring logs are based on a visual classification procedure in

general accordance with the Unified Soil Classification System (ASTM 0-2488-84) and standard

practice.

ANALYSIS AND RECOMMENDATIONS

It is our understanding the proposed construction is to consist of a new lift station and associated

facilities at Lukewood Park with new gravity mains, manhole replacements and force mains in

various areas. Standard Penetration Test borings were performed in the lift station area to

depths of 30 to 80 feet below the ground surface and mechanical auger borings were performed

to a depth of 20 feet near the locations of deep manholes and directional drilling crossings. The

soil conditions for each portion of the project are discussed below.

It should be noted that Ardaman & Associates, Inc. (AAI) has previously performed soil borings in

the project area in the vicinity of the bridge at Osprey Avenue where it crosses the Hudson Bayou.

The first report was titled, "Subsurface Soil Exploration, Analysis and Recommendations for

Proposed Hudson Bayou Reuse Pipeline Crossing @ Osprey Avenue". This report was dated

March 15, 1996, File No. 95-7829. The second report was titled, "Subsurface Soil Exploration

and Analysis at the Osprey Avenue Bridge at Hudson Bayou. This report was dated June 24,

2009, File No. 09-7020. Please reference these previous reports related to that section of the

project.

fIIIffIIIf.VIl Ardaman & Associates, Inc .

•


Soils Analysis - Lukewood Park Area

4

We have furnished requested soil properties from standard soil property tables for the borings

discussed below (Boring Nos. 1 - 7). The soil properties are listed on the attached Table 1.

Although we have not estimated seasonal high water tables for these borings, the seasonal high

water table in this area is typically between 1 and 2 feet below the ground surface. During

periods of heavy rain, the saturated soils can reach the ground surface.

This area of Lukewood Park is to have four underground structures, the lift station wet well

(submersible pump station), a standby pumps vault, an odor control systems tank and an

electrical building. The wet well is the deepest structure with the bottom of the foundation about

36 feet below the ground surface (elevation -23.9 feet). Boring Nos. 3 and 4 were performed in

this structure. The odor control tank bottom will be about 21 feet deep, elevation -9.0 feet (Boring

Nos. 6 and 7); the standby pump vault will be about 17 feet deep, elevation -5.4 feet (Boring No.5)

and the electrical building will be about 15 feet deep, elevation ·3.4 feet (Boring Nos. 1 and 2).

See Figure 1 for the boring locations and Figures 8-1 and 8-2 for the drilling logs.

Submersible Pump Station

See Boring Nos. 3 and 4, foundation bottom depth, 36 feet. The soils in this area generally

consisted of loose to medium dense fine sand or fine sand with silt to a depth of 12 feet below

grade. This was underlain by loose to dense silty or silty·clayey fine sand. At the depth of 20 to

25 feet, a hard layer of silt and cemented silt was encountered extending to a depth of 50 feet. A

layer of very stiff silty clay was encountered between the depths of 50 and 65 feet which was

underlain by more hard silt to the termination of the boring at 80 feet.

It is likely that rock excavation techniques will be necessary to excavate the cemented silt material

encountered beginning somewhere between the depths of 20 and 25 feet and below grade. It

will be necessary to stabilize any plastic or yielding materials that may be present at the bottom of

the lift station excavation. This can be accomplished by undercutting any yielding material at

least 1 foot below the bottom of the foundation, backfilling the area with No. 89 stone to the base

of foundation elevation, and compacting the gravel.

Backfill materials around the outside of the lift station should consist of clean granular material.

This material should be compacted in 12-inch lifts. The excavated silt is not suitable for use as

backfill as it will not readily compact. Should it be necessary to utilize overburden soils to resist

- ... "IlIA Ardaman & Associates, Inc .

•


5

uplift of the lift station when empty, we recommend a unit weight of 50 pcf (pounds per cubic foot)

be utilized below groundwater level and 110 pet be utilized above groundwater level.

De-watering to this depth will be challenging. Well points cannot be installed by jetting deeper

than the hard material encountered at the depth of 20 to 25 feet. Bore holes will need to be

drilled through this material. A standard pumping system will not lift water from this depth. A

two-stage de-watering system or submersible pumps will be necessary. A de-watering specialty

contractor should be consulted to design the de-watering system.

Odor Control Tank

Refer to Boring Nos. 6 and 7, foundation bottom depth, 21 feet. The soils in this area generally

consisted of loose to medium dense fine sand or fine sand with silt to a depth of 8 t012 feet below

grade. This was underlain by medium dense silty or silty-clayey fine sand. At the depth of

around 15 feet, the soil was quite dense and was sandy silt with rock fragments in one of the

borings. This material could be excavated without using rock excavation techniques (assuming

a large excavator was used), but there may be difficulty jetting a well point into this layer. The

very hard layer was not encountered until a depth of 30 feet. See the discussion above related to

stabilizing the bottom of foundation elevation if necessary and backfilling.

Standby Pump Vault

Refer to Boring No.5, foundation bottom depth, 17 feet. The soils in this area generally

consisted of loose to medium dense fine sand or fine sand with silt to a depth of 12 feet below

grade. This was underlain by loose to dense silty or silty-clayey fine sand to a depth of 15 feet.

Below this, was very stiff sandy silt with rock fragments. The very hard layer was not

encountered until a depth of 30 feet. See the discussion above related to stabilizing the bottom

of foundation elevation if necessary and backfilling.

Electrical Building

Refer to Boring Nos. 1 and 2, bottom of foundation depth, 15.5 feet. The soils in this area

generally consisted of loose to medium dense fine sand or fine sand with silt to a depth of 12 feet

below grade. This was underlain by medium dense silty or silty-clayey fine sand to a depth of 14

to 18 feet. Below this, was very stiff sandy silt. The very hard layer was not encountered until a

depth of 30 feet. See the discussion above related to stabilizing the bottom of foundation

elevation if necessary and backfilling.

rIIIIIII..... Ardaman & Associates, Inc .

•


Soils Analysis - Assorted Project Areas

6

As previously mentioned, soil borings were previously performed in the vicinity of the Osprey

Avenue bridge. Reference those previous reports for that area. For the current investigation,

AAI performed mechanical auger borings to a depth of 20 feet below the ground surface at

various locations where directional drilling was to be performed or in the vicinity of deep

manholes. The various boring locations will be addressed separately as follows.

Directional Bore at Hudson Bayou and Alderman Street

Soil Boring Nos. 8 and 9 were performed in this area. Refer to Figure 2 for the boring locations

and Figure 8-3 for the boring logs. The existing elevation is not known at these boring locations,

but is likely around 6 to 7 feet. The deepest part of the directional bore is around elevation -9

feet, or 15 to 16 feet below the ground surface at the boring locations. No hard silt was

encountered in our borings. The soils consisted of clean fine sands to a depth of around 5 to 10

feet underlain by silty or silty-clayey fine sands. Silt was encountered at a depth of 15.5 feet in

Boring NO.9.

Directional Bore at US-41 near Osprey Avenue

Soil Boring Nos. 13 and 14 were performed in this area. Refer to Figure 3 for the boring

locations and Figure 8-3 for the boring logs. The existing elevation is not known at these boring

locations, but is likely around 9 to 10 feet. The deepest part of the directional bore is around

elevation 0 feet, or 9 to 10 feet below the ground surface at the boring locations. No hard silt was

encountered in our borings. The soils consisted of clean fine sands to a depth of around 12 to 14

feet underlain by silt. This material was not so hard that the auger couldn't penetrate it.

Deep Manhole and Gravity Line. Vicinity of Osprey Avenue and Bay Street

Soil Boring No.1 0 was performed in this area. See Figure 3 for the boring locations and Figure

8-3 for the boring logs. The existing elevation is not known at this boring location, but is likely

around 7 to 8 feet. The depth of the nearby manhole is around 14 feet. No hard silt was

encountered in our boring. There were ciean fine sands to a depth of 9 feet. Silty sand was

between the depths of 9 and 13 feet with silty-clayey sand below that.

Should the soil be unstable at the bottom of foundation depth, it can be undercut and stabilized

with No. 89 stone as previously discussed.

JfIIIIII/!f!f.A'VII. Ardaman & Associates, Inc . ..

AEGOM File No. 09-7514 December 29, 2009

7

The clean fine sands (USGS classification SP or SP-SM) are prime material for use as backfill,

assuming the moisture content is within a few percent of the optimum moisture as determined by

the Proctor test. The silty sand below (USGS - SM) is less desirable for use as backfill as it is

more difficult to dry to a proper moisture content. The silty-clayey sands (USGS - SM-SG) are

the most difficult of the encountered soils to use as backfill as the material has a low optimum

moisture and does not drain readily. These soils would require aeration, drying, disking and

extra handling to reduce water contents prior to use as backfill material. As the percentage of silt

and clay increases, the difficulty of handling, placing and compacting these materials becomes

greater. It may be best to replace this material with clean sand for use as backfill in order to not

delay the project.

Deep Manhole and Gravity Line. Vicinity of Pamela Avenue and Alta Vista Street

Soil Boring No. 11 was performed in this area. Refer to Figure 4 for the boring locations and

Figure B-3 for the boring logs. The existing elevation is not known at this boring location, but is

likely around 12 feet. The depth of the nearby manhole is around 18 feet. No hard silt was

encountered in our boring. There were clean fine sands to a depth of 14 feet. Silty-clayey sand

was between the depths of 14 and 18.5 feet with silty sand below that.

Should the soil be unstable at the bottom of foundation depth, it can be undercut and backfilled

with No. 89 stone as previously discussed. See the previous discussion related to suitability of

excavated soil for use as backfill material.

Deep Manhole and Gravity Line, Vicinity of Osprey Avenue and Alta Vista Street

Soil Boring No. 12 was performed in this area. Refer to Figure 5 for the boring locations and

Figure B-3 for the boring logs. The existing elevation is not known at this boring location, but is

likely around 10 to 11 feet. The depth of the nearby manhole is around 19 feet. No hard silt was

encountered in our boring. There were clean fine sands to a depth of 12 feet. Silty sand was

between the depths of 12 and 18 feet with cleaner sand below that.

Should the soil be unstable at the bottom of foundation depth, it can be undercut and backfilled

with No. 89 stone as previously discussed. See the previous discussion related to suitability of

excavated soil for use as backfill material.

_,&Vi Ardaman & Associates, Inc .

•


8

GENERAL COMMENTS

The analysis and recommendations submitted in this report are based upon the data obtained

from fourteen (14) Standard Penetration Test or mechanical auger borings performed at the

locations indicated on the attached Figures. This report does not reflect any variations which

may occur between the borings. While the borings are representative of the subsurface

conditions at their respective vertical reaches, local variations characteristic of the subsurface

materials of the region are anticipated and may be encountered. The nature and extent of

variations may not become evident until during the course of a ground improvement program, if

such a program is undertaken. If variations then appear evident, it will be necessary for a

reevaluation of the recommendations of this report to be made after performing on-site

observations during the construction period and noting the characteristics of any variations. The

boring logs and related information are based upon the driller's logs and visual examination of

selected samples in the laboratory. The delineation between soil types shown on the logs is

approximate, and the description represents our interpretation of the subsurface conditions at the

deSignated boring location on the particular date drilled.

The groundwater elevations shown on the boring logs represent groundwater surfaces

encountered on the dates shown. Fluctuations in water table levels should be anticipated

throughout the year.

It has been a pleasure to be of assistance to you with this project. Please contact us when we

may be of further service to you, or should you have any questions concerning this report.

Very truly yours,

ARDAMAN MSSOCIATES, INC. ~~.,w-.

,,-/ll/'1 Craig G, Obrecht, F'E Project Engineer FI. Lie. No. 55451

CGO/GHS:nh

'IIlIIIIi!IIIII&"fiJ Ardaman & ASSOCiates, Inc .

•

'"' ""' ""- ,

TABLE 1 - Soil Properties for Lukewood Park Soil Borings

Boring 1

Depth Material N Value Ytot (pef) Y,ub (pef) ~ (0) 8 (") Ka Kp Pv (psf) kv (kef)

5 fine sand 8 105 42.6 29 20 0.347 2.88 1500 50 10 fine sand 9 105 42.6 29 20 0.347 2.88 1500 50 15 gravelly clayey silty fine sand 10 110 47.6 30 24 0.333 3.00 2000 100 20 sandy silt 57 125 62.6 34 17 0.283 3.54 2000 200

Boring 2

Depth Material N Value Ylol (pef) Y,ub (pef) ~n oC) Ka Kp Pv (psf) kv (kef)

5 fine sand 11 110 47.6 30 24 0.333 3.00 2000 100 10 fine sand 8 105 42.6 29 20 0.347 2.88 1500 50 15 silty fine sand 14 110 47.6 30 24 0.333 3.00 2000 100 20 sandy silt 27 115 52.6 32 20 0.307 3.25 2000 100

Boring 3

Depth Material N Value Ylot (pef) Y,ub (pef) ~ CO) 8 (0) Ka Kp Pv (psf) kv (kef)

5 fine sand 9 105 42.6 29 20 0.347 2.88 1500 50 10 silty fine sand 9 105 42.6 29 20 0.347 2.88 1500 50 15 silty fine sand 2 100 37.6 26 20 0.391 2.56 1000 50 20 gravelly clayey silty fine sand 29 115 52.6 32 20 0.307 3.25 2000 100 25 hard silt 50/3" 135 72.6 39 14 0.18 5.00 2500 200 30 hard silt 50/4" 135 72.6 39 14 0.18 5.00 2500 200 35 hard silt 50/3" 135 72.6 39 14 0.18 5.00 2500 200

Boring 4

Depth Material N Value y,o' (pef) Ysub (pef) ~ (0) 8n Ka Kp Pv (psf) kv (kef)

5 fine sand 10 110 47.6 30 24 0.333 3.00 2000 100 10 fine sand 11 110 47.6 30 24 0.333 3.00 2000 100 15 silty fine sand 4 105 42.6 29 20 0.347 2.88 1500 50 20 gravelly clayey silty fine sand 50 125 62.6 34 17 0.283 3.54 2000 200 25 hard sandy silt 50/2" 135 72.6 39 20 0.18 5.00 2500 200 30 hard silt 50/2" 135 72.6 39 14 0.18 5.00 2500 200 35 hard silt 50/2" 135 72.6 39 14 0.18 5.00 2500 200

Boring 5

Depth Material N Value Ylol (pef) Ysub (pef) H') 8 () Ka Kp Pv (psf) kv (kef)

5 fine sand 10 110 47.6 30 24 0.333 3.00 2000 100 10 fine sand 14 110 47.6 30 24 0.333 3.00 2000 100 15 gravelly clayey silty fine sand 21 115 52.6 32 20 0.307 3.25 2000 100 20 sandy silt 17 110 47.6 30 24 0.333 3.00 2000 100

Boring 6

Depth Material N Value Y,o' (pef) Ysub (pef) HO) 8 (0) Ka Kp Pv (psf) kv (kef)

5 fine sand 9 105 42.6 29 20 0.347 2.88 1500 50 10 fine sand 10 110 47.6 30 24 0.333 3.00 2000 100 15 silty fine sand 28 115 52.6 32 20 0.307 3.25 2000 100 20 gravelly clayey silty fine sand 32 120 57.6 33 17 0.295 3.39 2000 200

Boring 7

Depth Material N Value Y'o' (pef) Ysub (pef) ~ () 8n Ka Kp Pv (psf) kv (kef)

5 fine sand 10 110 47.6 30 24 0.333 3.00 2000 100 10 fine sand 12 110 47.6 30 24 0.333 3.00 2000 100 15 silty fine sand 27 115 52.6 32 20 0.307 3.25 2000 100 20 sandy silt with roek 40 125 62.6 34 17 0.283 3.54 2000 200

I .. TABLE 1 - Soil Properties for Lukewood Park Soil Borings

Ytot (pcf) = total unit weight of soil

Ysub (pef) = submerged unit weight of soil

cjl C) = angle of internal friction of soil

Ii C) = angle of friction between soil and concrete Ka = active pressure coefficient of soil Kp = passive pressure coefficient of soil P v (psf) - allowable bearing pressure of soil

kv (kef) = modulus of verticle subgrade reaction of soil

APPENDIX

SOIL BORING, SAMPLING AND TESTING METHODS

Standard Penetration Test

The Standard Penetration Test (SPT) is a widely accepted method of in situ testing of foundation soils (ASTM 0-1586). A 2-foot long, 2-inch 0.0. split-barrel sampler attached to the end of a string of drilling rods is driven 18 inches into the ground by successive blows of a 140-pound hammer freely dropping 30 inches. The number of blows needed for each 6 inches of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch increments of penetration constitutes the test result or N-value. After the test, the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N-values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu):

Cohesion less Soils:

Cohesive Soils:

N-Value o to 4 4 to 10 10 to 30 30 to 50 Above 50

N-Value o t02 2 t04 4 to 8 8 to 15 15 to 30 Above 30

Description Very loose Loose Medium dense Dense Very dense

Description Very soft Soft Medium stiff Stiff Very stiff Hard

Qu (ton/ft2)

Below 0.25 0.25 to 0.50 0.50 to 1.0 1.0 to 2.0 2.0 to 4.0 Above 4.0

The tests are usually performed at 5-foot intervals. However, more frequent or continuous testing is done byourfirm through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fiuid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is a bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, NX-size flush-coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid.

Representative split-spoon samples from each sampling interval and from every different stratum are brought to our laboratory in air-tight jars for further evaluation and testing, if necessary. Samples not used in testing are stored for at least six months prior to being discarded. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed, if necessary, and backfilled.

Auger Borings

Auger borings are used when a relatively large, continuous sampling of soil strata close to ground surface is desired. A 4-inch diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot sections. It is powered by the rotating action of the Kelly bar of a rotary drill rig. The sample is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained is classified and representative samples put in bags or jars and brought back to the laboratory for further classification and testing.

Hand Auger Borings

Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5 to 9 feet) depth or when access is not available to power drilling equipment. A 3-inch diameter, hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved to the surface at approximately 6-inch intervals and its contents emptied for inspection. The soil sample so obtained is classified and representative samples put in bags or jars and transported to the laboratory for further classification and testing.

Laboratory Test Methods

Soil samples retumed to our laboratory are examined by a geotechnical engineer or geotechnician to obtain more accurate descriptions of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to further define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as described in this report. The soil descriptions shown on the logs are based upon a visual classification procedure in general accordance with the Unified Soil Classification System (ASTM 0-2488-84) and standard practice. Following is a list of abbreviations which may be used on the boring logs.

-200 - Percent Fines (percent passing the No. 200 sieve); ASTM 0-1140 00 - Ory Oensity of Undisturbed Sample; ASTM 0-2937 Gs - Specific Gravity of Soil; ASTM 0-854 k - Hydraulic Conductivity (Coefficient of Permeability) LL - Liquid Limit; ASTM 0-423 OC - Organic Content; ASTM 0-2977 pH - pH of Soil; ASTM 0-2976 PI - Plasticity Index (LL-PL); ASTM 0-424 PL - Plastic Limit; ASTM 0-424 Qp - Unconfined Compressive Strength by Pocket Penetrometer; Qu - Unconfined Compressive Strength; ASTM 0-2166 (soil), 0-2938 (rock) SL - Shrinkage Limit; ASTM 0-427 USCS - Unified Soil Classification System; ASTM 0-2487 w - Water (Moisture) Content; ASTM 0-2216

(BY OTHERS)

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09-7514

SUBSURFACE SOIL EXPLORATION AND ANALYSIS

AT THE OSPREY AVENUE BRIDGE

AT HUDSON BAYOU, SARASOTA, FLORIDA


OFFICES

Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533-0858

Cocoa, 1300 N. Cocoa Boulevard, Cocoa, Florida 32922, Phone (321) 632-2503 Fort lauderdale, 3665 Park Central Boulevard North, Pompano Beach, Florida 33064, Phone (954) 969-8788

Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) 768-6600 Miami, 2608 W. 84- Street, Hialeah, Florida 33016, Phone (305) 825-2683

Port Charlotte, 740 Tamiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624-3393 Port St. lucie, 460 NW Concourse Place Unit #1, Port SI. Lucie, Florida 34986-2248, Phone (772) 878-0072

Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida 34240, Phone (941) 922-3526 Tallahassee, 3175 WestTharpe Street, Tallahassee, Florida 32303, Phone (850) 576-6131 Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) 620-3389

West Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone (561) 687-8200

MEMBERS: AS.F.E.

American Concrete Institute American Society for Testing and Materials

Florida Institute of Consulting Engineers

From: Perkins, Scott [mailto:[email protected] Sent: Wednesday, June 24, 2009 9: 10 AM To: Graph, Don Subject: Osprey Bridge

The results of our probing alongside the under-bridge walls and the adjacent wingwalls indicate that they were most likely poured down to the top of rock and are most likely gravity walls rather than being pile supported.

Probes indicated continuous concrete walls down to approximately -7 feet at all 8 locations we checked. The concrete at the very base of the walls generally stuck out about 4 to 6 inches in a kind of "lip", and then continued down to the hard rock layer, indicating it was more than likely poured down to that depth.

Probes on both sides of the bridge, at all4 wingwalls, and across the channel indicated the same hard rock all the way across at approximately -7 feet.

Scott B. Perkins, P.E. Ardaman & Associates, Inc. 78 Sarasota Center Bou levard Sarasota, Florida 34240 'fi!5 941.922.3526 ~ 941 .922.6743 -1i'[email protected]

I . 1

TO:


Geotechnical, Environmental and Materials Consultants

AECOM 5971 Cattleridge Road, Suite 200 Sarasota, FL 34232

Attention: Craig Pajer

June 24, 2009 File No. 09-7020

SUBJECT: Subsurface Soil Exploration and Analysis at the Osprey Avenue Bridge at Hudson Bayou, Sarasota, Florida

Dear Craig:

As requested, our firm has completed a subsurface soil exploration program at the above-

referenced site. The purpose of this program was to determine the nature and condition of the

subsurface soils and rock in the area of the existing bridge.

This report documents our findings and conclusions. It has been prepared for the exclusive use

of AECOM and their client and consultants for specific application to the subject project, in accor-

dance with generally-accepted geotechnical engineering practices. No other warranty, expressed

or implied, is made.

SCOPE

The scope of our services has included the following items:

1. Conducting five (5) test borings near the existing bridge to determine the nature and condition of the subsurface soils and rock strata.

78 Sarasota Center Blvd, Sarasota, Florida 34240, Phone (941) 922-3526 Fax (941) 922-6.743 Offices, in: Bartow, Cocoa, Fort Myers, Holiday, Miami, Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach

I • J

I . J

AECOM 2 File No. 09-7020 June 24, 2009

2. Conducting eight (8) probes from the bayou water surface adjacent to the bridge walls and wingwalls to determine whether they are continuous and to what depth.

3. Reviewing each soil sample obtained in our field testing program by a geotechnical engineer in the laboratory for further investigation and classification.

4. Preparing this report to document the results of our field testing program, engineering analysis and conclusions.

FIELD EXPLORATION PROGRAM

Our field exploration program consisted of conducting five (5) test borings atthe locations indicated

on Figure 1 A and eight (8) probings at the locations indicated on the attached Figure 1 B. The

borings were performed to determine the nature and condition of the subsurface soils and rock to

a maximum depth of 30 feet below the existing ground surface. Boring 1 was conducted

approximately 1 00 feet north of the north bridge abutment, Boring 2 was conducted approximately

300 feet north of the north bridge abutment, and Boring 5 was conducted approximately 80 feet

north of the north bridge abutment. Boring 4 was conducted approximately 90 feet south of the

south bridge abutment and Boring 3 was conducted approximately 230 feet south of the south

bridge abutment. The probes were conducted adjacent to the existing under-bridge wall

(abutment) and Wing-walls, and were extend until hard rock was encountered. Test boring and

probe depths, location and number were determined by Ardaman & Associates, Inc. Test borings

were located in the field utilizing available landmarks and a 100 foot tape. Test boring locations

should only be considered accurate to the degree implied by the method used. Should more

accurate locations be required, a registered land surveyor should be retained. The equipment and

procedures used in the borings are described in greater detail in the appendix of this report.

IIIIIf 111 Ardaman & Associates, Inc. A

1 ..

AECOM File No. 09-7020 June 24, 2009

3

GENERAL SUBSURFACE CONDITIONS

The general subsurface conditions encountered during the field exploration program are shown on

the soil boring logs, included on Figure 2 of this report. Soil stratification is based on examination

of recovered soil samples and interpretation of field boring logs. The stratification lines represent

the approximate boundaries between the soil types, while the actual transitions may be gradual.

A generalization of the subsurface soil conditions encountered in the borings is described below:

ELEVATION

FROM TO SOIL DESCRIPTION

+5' to +10' -5' to -9' sand with silt, shell debris, and organics

-5' to -9' -25' layered hard cemented silt and very stiff to hard silt

Although the rock layer encountered below the bridge structure was not found to be continuous

from top of rock to termination of boring, the strata of rock and silt were not found at continuous

elevations or thicknesses from boring location to boring location.

On the date of our field exploration program the water table was encountered at elevations of

approximately +6 to 0 feet. The water table level is anticipated to fluctuate due to seasonal rainfall

variations, the tides and other factors.

Probes conducted in Hudson Bayou adjacent to the under-bridge walls and wing-walls indicated

continuous concrete walls down to approximately -7 feet at each the 8 locations. The concrete at

the very base of the walls generally stuck out about 4 to 6 inches in a kind of "lip", and then

continued down to the hard rock layer, indicating it was more than likely poured down to that depth.

We found no indication that the walls are pile supported. Our field observations would lead us to

believe that these are gravity walls, supported on the underlying rock strata.

~ ... Ardaman & Associates, Inc. ,..


4

LABORATORY TESTING PROGRAM

Representative soil samples obtained during our field sampling operation were packaged and

transferred to our office and, thereafter, examined by a geotechnical engineer to obtain more

accurate descriptions of the existing soil strata. The soil descriptions shown on the soil boring logs

are based on a visual classification procedure in general accordance with the Unified Soil

Classification System (ASTM D-2488-84) and standard practice.

GENERAL COMMENTS

The analysis and conclusions submitted in this report are based upon the data obtained from five

(5) test borings and eight (8) probings performed at the locations indicated on the attached

Figures 1 A and 1 B. This report does not reflect any variations which may occur between the

borings or probings. While the borings and probings are representative of the subsurface

conditions at their respective vertical reaches, local variations characteristic of the subsurface

materials of the region are anticipated and may be encountered. The boring logs and related

information are based upon the driller's logs and visual examination of selected samples in the

laboratory. The delineation between soil types shown on the logs is approximate, and the

description represents our interpretation of the subsurface conditions at the designated boring

location on the particular date drilled.

The water table levels shown on the boring logs represent water table surfaces encountered on the

dates shown. Fluctuations in water table levels should be anticipated throughout the year.

1IIIIiI'". Ardaman & Associates, Inc.

~

. 1

i

I . J


5

It has been a pleasure to be of assistance to you with this project. Please contact us when we may

be of further service to you, or should you have any questions concerning this report.

Very truly yours,

ARDAMAN & ASSOCIATES, INC. Certificate of Authorization No. 5950

~L Scott B. Perkins, P.t:. '-'2- 'f .0,,\ Senior Project Engineer FI. Lic. No. 46678

SBP/GHS:mh

IliIIIfY 111 Ardaman & Associates, Inc . .&

ary H. Schmidt, P.E. Senior Vice President FI. Lic. No. 12305

APPENDIX

! ..

SOIL BORING, SAMPLING AND TESTING METHODS

Standard Penetration Test

The Standard Penetration Test (SPT) is a widely accepted method of in situ testing of foundation soils (ASTM 0-1586). A 2-foot long, 2-inch 0.0. split-barrel sampler attached to the end of a string of drilling rods is driven 18 inches into the ground by successive blows of a 140-pound hammer freely dropping 30 inches. The number of blows needed for each 6 inches of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch increments penetration constitutes the test result or N-value. After the test, the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. The N-Value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. the following tables relate N-values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu):

Cohesionless Soils: N-Value Description

Oto 4 Very loose 4 to 10 Loose 10 to 30 Medium dense 30 to 50 Dense Above 50 Very dense

Cohesive Soils: N-Value Description Qu (ton/if)

o to 2 Very soft Below 0.25 2 to 4 Soft 0.25 to 0.50 4to 8 Medium stiff 0.50 to 1.0 8 to 15 Stiff 1.0 to 2.0 15 to 30 Very stiff 2.0 to 4.0 Above 30 Hard Above 4.0

The tests are usuaUyperformed at 5-foot intervals. However, more frequent or continuous testing is done by our firm through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatiC pressure inside the hole. In some soil deposits, particularly highly pervious ones, NX-size flush-coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid.

Representative split-spoon sam pies from each sampling interval and from everyd~ferent stratum are brought to our laboratory in air-tight jars for further evaluation and testing, if necessary. After thorough examination and testing of the obtained samples in the laboratory, the samples are discarded unless prior arrangements have been made. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling with neat cement.

! . J

.J

Power Auger Borings

Auger borings are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A 4-inc!l diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot sections. It is powered by the rotary drill rig. The samples is recovered by withdrawing the auger out of the ground without rotating it. The soil sample so obtained, is classified and representative samples put in bags or jars and returned to the laboratory for further classification and testing, if necessary.

Hand Auger Borings

Hand auger borings are used, is soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5-foot) depth or when access is not available to power drilling equipment. A 3-inch diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately6-inch intervals and its contents emptied for inspection. Sometimes post-hole diggers are used, especially in the upper three feet or so. The soil sample obtained is classified and representative sam pies put in bags or jars and transported to the laboratory for further classification and testing.

Undisturbed Sampling

Undisturbed sampling implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Examination and testing of undisturbed samples gives a more accurate estimate of in situ behavior than is possible with disturbed samples.

Normally, we obtain undisturbed samples by pushing a2.875-inch I.D., thin wall seamless steel tube 24 inches into the soil with a single stroke of a hydraulic ram. The sampler, which is Shelby tube, is 30 inches long. After the sampler is retrieved, the ends are sealed in the field and is transported to our laboratory for further examination and testing, as needed.

Laboratory Test Methods

Soil samples returned to our laboratory are examined by a geotechnical engineer or geotechnician to obtain more accurate descriptions of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil claSSification and to further define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as described in this report. The soil descriptions shown on the logs are based upon a visual-manual classification procedure in general accordance with the Unified Soil Classification System (ASTM D-2488-84) and standard practice. Following is a list of abbreviations that my be used on the boring logs.

NM -200 DD k LL PI OC Qu

-Natural Moisture (Water) Content; ASTM D-2216 -Percent Finer Than No. 200 Sieve; ASTM D-1140 -Dry Density of Undisturbed Sample -HydrauliC Conductivity (Coefficient of Permeability) -Liquid Limit; ASTM D-4318 -Plasticity Index (LL-PL); ASTM D-4318 -Organic Content; ASTM D-2977 -Unconfined CompreSSion Strength; ASTM D-2166 (soil), D-2938 (rock)

SCALE: NTS

o TEST BORING LOCA TlONS

Ardaman & Associates, Inc. Geotechnical, Environmental and ~aterials Consultants

Test Locations

Osprey Avenue @ Hudson Bayou

Sarasota County, Florida

ORJ.WN BY, KGS CHECKED BY: "'''' 6 24 09 Fl..E NO. APPROVED BY,

09-7020 lA

~ ... >-'-i

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Wing-Wall

• I • • I I

Bridge I Crossing ------------.J

I I I I I • • •

SCALE: NTS

• TEST PROBE LOCATIONS

•

•

HUDSON BAYOU

Wing-Wall

& Associates. and

Test Locations

Osprey Avenue @ Hudson Bayou

Sarasota County, Florida

APPROVED BY:

10

5

a

-15

-20

-25

BOR '" ELEV. DATE

DRILlER HAMMER

RIG

I 7 6/5/2009 Peace Safety CME 45

JlQ[J 9J::tlL,f1f}JL§llnd .. " .. , wIth shell ond rubble

) '"i"o>vnl"",1ra'f"'flne sand-

pale briiNil fine sand wIth ,phosphoUL

,. dark brown sllfy---f!rnr-" sond

JJBlY Qf!IJ1J!I)te<L.§JH {/Imeroc/(J

BorIng TermInated --o~ E __ 23.5ft -- -- -- --

LEGEND

Sand

Silty Sand

Cemented Slit

Slit

Matted OrganIcs

BOR '" ELEV. DATE

DRILlER HAMMER

RIG

2 7.5 6/5/2009 Peoce Safety CME 45

brown flne sand

,·t","'i"I", '<H,rk gray- fln6"-osond-"

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SL.

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slit wIth sand

~-" .. Borlnt;J-~:r-8rmlnoted ~--~ at Elw. -23ft

N

sz

Sf'f N"VALUE IN BLOWS PER FOOT (UNLESS O)HERWISE NOTED)

GROUNOWAlER lEVEl

BOR '" ELEV. DATE

DRILlER HAMMER

RIG

3 5.2 6/6/2009 Peace Safety CME 45

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BOR '" ELEV. DATE

DRILlER HAMMER

RIG


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Ardaman & Associates, Inc. 1 __ ".& ..... GeotechnTcal. Environmental and

"'Uaterials Consultants

Soil Boring Profiles

Osprey Avenue 0 Hudson Bayou

Sarasota County~ Florida

DRI\WN B'f: KGS CtIECICED 8Y: """ 6 11 09 FI.£ NO.. APPROYEO B'f:

09-7020

1

Pajer, Craig

From: Dean, Scott [[email protected]]Sent: Thursday, September 03, 2009 11:53 AMTo: Pajer, CraigCc: Graph, DonSubject: GFY Project submittals 0913010000Attachments: TestHoleSummaryReport0913010000.pdf; 01014-03-11.pdf; AbbrvLegend-Page2of2.pdf

George F. Young, Inc. Turning Vision Into Reality – Since 1919

ARCHITECTURE ENGINEERING ENVIRONMENTAL LANDSCAPE ARCHITECTURE PLANNING SURVEYING UTILITIES

Craig Pajer, P.E. AECOM 5971 Cattleridge Blvd. Sarasota, FL 34232 Re: Subsurface Utility Engineering (SUE) Services GFY Project Number: 0913010000 Project Name: Pomelo Avenue Sanitary Sewer Improvements Craig, Please find attached, electronic copies of our submittals for the above referenced project. Having 90 years of experience, George F. Young, Inc. is a multi-faceted, professional consulting firm with seven offices around the state offering Civil Engineering, Environmental Engineering, Ecological Services, Architecture, Landscape Architecture, Planning, Surveying & Mapping, Hydrographic Surveying, GPS/GIS and Subsurface Utility Engineering (SUE). Contact us regarding resumes and project lists needed for partnering opportunities.

Please consider the environment before printing this email.

Sincerely, Scott Dean Project Manager, Utility and SUE Services

George F. Young, Inc. 299 Dr. Martin Luther King Jr. St. N. St. Petersburg, FL 33701 Phone: (727) 822-4317 ext 291 Fax: (727) 551-9395 www.georgefyoung.com

2

PRIVACY/CONFIDENTIALITY NOTICE: This message contains private, confidential, or legally privileged information and is intended for the recipient ONLY. If you are not the intended recipient or have received this e-mail in error, please notify [email protected] immediately by return e-mail or phone and delete all copies of this e-mail, including all attachments without reading them or saving to any storage device. If you are the intended recipient(s) you will need to secure the contents conforming to all applicable state and/or federal requirements relating to the privacy and confidentiality of such information. E-mail transmission cannot be guaranteed to be secure or error-free as information could be intercepted, corrupted, lost, destroyed, arrive late or incomplete, or contain viruses. The sender and George F. Young, Inc. therefore do not accept liability for any errors or omissions in the contents of this message, which arise as a result of e-mail transmission. If verification is required please request a hard-copy version.

ABBREVIATION LEGEND

Since 1919

George F. Young, Inc. Turning Vision Into Reality � ARCHITECTURE � ENGINEERING � ENVIRONMENTAL � LANDSCAPE ARCHITECTURE � PLANNING � SURVEYING � UTILITIES

299 Dr. Martin Luther King Jr. Street NorthSaint Petersburg, Florida 33701(727) 822-4317 Fax (727) 551-9395

# NumberA Arc, Area or AmperesA/C Air ConditionerACP Asbestos Cement Pipe (Transite)APPROX ApproximateASPH AsphaltBCATV Buried Cable TelevisionBE Buried ElectricBIP Black Iron PipeBLDG BuildingBOB Bottom Of BankBOC Back of CurbBT Buried Telephone CableC ChordCALC CalculatedCATV Television CableCDS Continuous Deflective Separation UnitCFP Corrugated Flex PipeCIP Cast Iron PipeCL Center LineCLF Chain Link FenceCOMM Communication or CommitteeCONC ConcreteCORS Continously Operating Reference StationCSH Core Sample HoleCSL Concrete SlabDBC Direct Buried CableDIA DiameterDIP Ductile Iron PipeDIR DirectionDIST Distance or DistrictDWY Drive WayEDO Electronic Depth OnlyELEC ElectricELEV ElevationEOP Edge Of PavementESMT EasementEXP ExposedFBK Field BookFCM Found Concrete MonumentFCP Fiber Conduit PipeFDOT Florida Department of TransportationFIP Found Iron PinFIR Found Iron RodFM Force MainFND Found, Found Nail & DiskFOC Fiber Optic CableFOP Found Open Iron PipeFPC Florida Power CorporationFPID Financial Project IdentificationFPL Florida Power and Light Inc.FPP Found Pinched Iron PipeFRD Found Rivet & DiskFS Foresight, Farside or Florida StatuteGALV GalvanizedGAS Gas LineGPR Ground Penetrating RadarGPS Global Positioning SystemGSP Galvanized Steel PipeGSS Gravity Sanitary Sewer

GYA Guy AnchorHCAA Hillsborough County Aviation AuthorityHDPE High Density Poly-EthyleneID Inside Diameter or IdentificationINV Invert ElevationIRR Irrigation SystemLB Licenced BusinessLP Light PoleLS Land SurveyorLT LeftM MetersMD Measure DownMEAS MeasuredMH Manhole CoverMHWL Mean High Water LineMISC MiscellaneousMOT Maintenance of TrafficMULTI MultipleMW Water MeterN/A Not AvailableNAD North American DatumNAVD North American Vertical Datum Of 1988NFV Not Field VerifiedNGS National Geodetic SurveyNGVD National Geodetic Vertical DatumNo. NumberNTS Not To ScaleNUF No Utility FoundO/S OffsetOCC OccupationOHL Overhead LineP Point or Platted DataPAVMT PavementPC Point Of CurvaturePCC Point Of Compound CurvaturePCP Permanent Control PointPED Pedestrian or PedestalPET Petrolium PipelinePG PagePI Point of IntersectionPID Permanent IdentifierPK Parker-Kalon NailPK&D PK Nail and DiskPLS Professional Land SurveyorPOLY PolyethylenePOSS PossiblePP Power PolePRC Point Of Reverse CurvaturePRM Permanent Reference MonumentPSM Professional Surveyor and MapperPVC Polyvinyl ChlorideR Record or RadiusR/W Right of WayRAD Radius or RadianRCP Reinforced Concrete PipeRCW Reclaimed Water MainRNG RangeROW Right of WayRT RightSAN Sanitary

SARA SARASOTA COUNTYSCM Set Concrete MonumentSEC SectionSEW SewerSHP Shared PoleSIR Set Iron RodSND Set Nail DiskSOP Shot On PipeSR State RoadSRD Set Rivet and DiskST StreetSTA StationSTMD Stamped DiskSTORM Storm DrainageSUE Subsurface Utility EngineeringSWK SidewalkTBM Temporary Bench MarkTECO Tampa Electric CompanyTEL TelephoneTEMP TemporaryTOB Top Of BankTOP Top of Utility ElevationTP Traverse Point or Turning PointTRAFF Traffic Signalization LineTRNF TransformerTV TelevisionTWP TownshipUAO Utility Agency OwnerUNK UnknownVCP Vitrified Clay PipeVCW Valve Cover WaterVRZ Verizon TelephoneVVH Verified Vertical and Horizontal LocationWDL Woods LineWF Wood FenceWL Water LineWM Water MainWPP Wooden Power Pole

SERVING FLORIDA AND THE CARIBBEAN BASIN Page 2 of 2

TEST HOLE SUMMARY REPORT

AECOM

Client:

Address:

City / State:

Requested By:

Email:

AECOM

5971 Cattleridge Blvd.

Sarasota, FL 34232

Craig Pajer, P.E.

[email protected]

GFY Project No.:

Project Name:

Project Location:

Project Type:

Field Book Number:

0913010000

Pomelo Avenue Sanitary Sewer Improvements

Conflict locations specified by client

Subsurface Utility Excavation and Location

SUE# 1014

Since 1919

George F. Young, Inc.

Turning Vision Into Reality

g ENGINEERING g ENVIRONMENTAL g LANDSCAPE ARCHITECTURE g PLANNING g SURVEYING g UTILITIES

299 Dr. Martin Luther King Jr. Street North

Saint Petersburg, Florida 33701

(727) 822-4317 Fax (727) 551-9395

TEST

HOLE

MATERIALMD OTHER

DESCRIPTION

SIZETYPE OWNER FBK

PAGE

GROUND

COVER

VVH101 10"SANITARY SEWER6.30' ACP SARASOTA 4SOIL

VVH102 6"WATER LINE2.18' PVC SARASOTA 4SOIL

VVH103 14"FORCE MAIN3.61' ACP SARASOTA 4SOIL


VVH105 NFV DUE TO CONCRETE CAPNFVFORCE MAIN2.14' CONC CAP SARASOTA 5SOIL

VVH106 16"RECLAIMED WATER5.54' PVC SARASOTA 6ASPHALT

VVH107 NFV DUE TO CONCRETE CAPNFVRECLAIMED WATER3.79' CONC CAP SARASOTA 7ASPHALT

VVH108 16"RECLAIMED WATER4.38' PVC SARASOTA 8ASPHALT



VVH111 20"FORCE MAIN4.96' DIP SARASOTA 11ASPHALT

VVH112 22"FORCE MAIN4.88' DIP SARASOTA 11ASPHALT

VVH113 6"WATER LINE3.33' PVC SARASOTA 11ASPHALT

VVH114 6"WATER LINE2.73' PVC SARASOTA 11ASPHALT

Page 3 of 3 BRADENTON g GAINESVILLE g PALM BEACH GARDENS g SARASOTA g ST. PETERSBURG g TAMPA g ORLANDO

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