special specification 5726 pavilion facility · pdf file1-108 5726 06-09 2004 specifications...

1-108 5726 06-09

2004 Specifications CSJ 0921-28-006

SPECIAL SPECIFICATION

5726

Pavilion Facility

1. DESCRIPTION. Construct Pavilion facility for the Falcon Lake Improvements in Zapata, Texas.

2. MATERIALS. The materials and construction will be provided and installed by the contractor and shall be governed by the following specification.

3. CONSTRUCTION. The Pavilion shall be constructed in accordance with the design requirements and details shown on the plans, and in conformity with the requirements of these specifications. Construct the building in conformance with the Building Standards included in the attached “Architectural Specifications with Master Specifications Sections” as necessary to perform the work.

4. MEASUREMENT. This Item will be measured on a lump sum unit basis, complete in place as shown on the plans.

5. PAYMENT. The work performed and materials furnished in accordance with this Item will be paid for at the unit price bid for the Pavilion. This price shall be full compensation for furnishing, preparing, hauling, any temporary storage and installing all materials and equipment, and for all tools, labor, equipment and any other incidentals necessary to complete the work.

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Architectural Specifications Pavilion

DIVISION 3 CONCRETE 033000 Cast-In-Place Concrete 3 DIVISION 4 MASONRY 042000 Unit Masonry 26 042300 Reinforced Unit Masonry 29 044300 Stone Masonry 36 DIVISION 5 METALS 051200 Structural Steel 44 052200 Steel Joists and Girders 53 053100 Steel Deck 57 055000 Metal Fabrications 61 DIVISION 7 THERMAL AND MOISTURE PROTECTION 074113 Metal Roofing Panels 73 076000 Flashing and Sheet Metal 77 DIVISION 9 FINISHES 099000 Painting 80 DIVISION 16 ELECTRICAL 85 DIVISION 31 EARTHWORK 311000 Site Clearing 94 312000 Earth Moving 97 315000 Excavation and Support Systems 106

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SECTION 033000 - CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supple-mentary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section specifies cast-in place concrete, including formwork, reinforcing, mix design, placement procedures, and finishes.

B. Cast-in-place concrete includes the following:

1. Foundations and footings. 2. Slabs-on-grade. 3. Equipment pads and bases.

C. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 2 Section "Portland Cement Concrete Paving" for concrete paving

and walks. 1.3 SUBMITTALS

A. General: Submit the following according to Conditions of the Contract and Divi-sion 1 Specification Sections.

B. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, dry-shake finish materials, and others if requested by Engi-neer.

C. Shop drawings for reinforcement detailing fabricating, bending, and placing con-

crete reinforcement. Comply with ACI SP-66 (88), ACI Detailing man-ual,showing bar schedules, stirrup spacing, bent bar diagrams, and arrangement of concrete reinforcement. Include special reinforcing required for openings through concrete structures.

D. Shop drawings for formwork indicating fabrication and erection of forms for spe-cific finished concrete surfaces. Show form construction including jointing, spe-

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cial form joints or reveals, location and pattern of form tie placement, and other items that affect exposed concrete visually.

1. Engineer's review is for general architectural applications and features only.

Designing formwork for structural stability and efficiency is Contractor's responsibility.

E. Samples of materials as requested by Engineer, including names, sources, and de-

scriptions, as follows:

1. Color finishes. 2. Normal weight aggregates. 3. Reglets. 4. Waterstops. 5. Vapor retarder/barrier.

F. Laboratory test reports for concrete materials and mix design test. G. Material certificates in lieu of material laboratory test reports when permitted by Archi-

tect. Material certificates shall be signed by manufacturer and Contractor, certify-ing that each material item complies with or exceeds specified requirements. Provide certification from admixture manufacturers that chloride content complies with specification requirements.

1.4 QUALITY ASSURANCE

A. Codes and Standards: Comply with provisions of the following codes, specifica-tions, and standards, except where more stringent requirements are shown or specified:

1. American Concrete Institute (ACI) 301, "Specifications for Structural Con-

crete for Buildings." 2. ACI 318, "Building Code Requirements for Reinforced Concrete." 3. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice."

B. Concrete Testing Service: Owner to engage an independent testing laboratory ac-

ceptable to Engineer to perform material evaluation tests and to design concrete mixes.

C. Materials and installed work may require testing and retesting at any time during progress of Work. Tests, including retesting of rejected materials for installed Work, shall be done at Contractor's expense.

PART 2 - PRODUCTS 2.1 FORM MATERIALS

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A. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize num-ber of joints and to conform to joint system shown on drawings.

1. Use plywood complying with U.S. Product Standard PS-1 "B-B (Concrete

Form) Plywood," Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or another ac-

ceptable material. Provide lumber dressed on at least two edges and one side for tight fit.

C. Form Release Agent: Provide commercial formulation form release agent with a maximum of 350 mg/l volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

D. Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties designed to prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface.

1. Provide ties that, when removed, will leave holes not larger than 1 inch in

diameter in the concrete surface. 2.2 REINFORCING MATERIALS

A. Reinforcing Bars: ASTM A 615, Grade 40 for No. 3 bars, Grade 60 for No. 4 bars and larger, deformed.

B. Steel Wire: ASTM A 82, plain, cold-drawn steel. C. Welded Wire Fabric: ASTM A 185, welded steel wire fabric. D. Deformed-Steel Welded Wire Fabric: ASTM A 497. E. Supports for Reinforcement: Bolsters, chairs, ACI approved precast concrete

block supports, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire bar-type supports complying with CRSI specifications.

1. For slabs-on-grade, use supports with sand plates or horizontal runners

where base material will not support chair legs. 2. For exposed-to-view concrete surfaces where legs of supports are in contact

with forms, provide supports with legs that are protected by plastic (CRSI, Class 1) or stainless steel (CRSI, Class 2).

2.3 CONCRETE MATERIALS

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A. Portland Cement: ASTM C 150, Type I.

1. Use one brand of cement throughout Project unless otherwise acceptable to Engineer of Record.

B. Normal-Weight Aggregates: ASTM C 33 and as specified. Provide aggregates

from a single source for exposed concrete.

1. For exposed exterior surfaces, do not use fine or coarse aggregates that con-tain substances that cause spalling.

2. Local aggregates not complying with ASTM C 33 that have been shown to produce concrete of adequate strength and durability by special tests or ac-tual service may be used when acceptable to Engineer.

C. Lightweight Aggregates: ASTM C 330.

1. Nominal maximum aggregate size: 1-1/2 inch. D. Water: Potable. E. Admixtures, General: Provide concrete admixtures that contain not more than 0.1

percent chloride ions. F. Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be com-

patible with other required admixtures.

1. Available Products: Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the follow-ing:

2. Products: Subject to compliance with requirements, provide one of the fol-lowing:

a. Air-Tite, Cormix Construction Chemicals. b. Air-Mix or Perma-Air, Euclid Chemical Co. c. Darex AEA or Daravair, W.R. Grace & Co. d. MB-VR or Micro-Air, Master Builders, Inc. e. Sealtight AEA, W.R. Meadows, Inc. f. Sika AER, Sika Corp.

G. Water-Reducing Admixture: ASTM C 494, Type A.

1. Available Products: Subject to compliance with requirements, products that

may be incorporated in the Work include, but are not limited to, the follow-ing:


a. Chemtard, ChemMasters Corp. b. PSI N, Cormix Construction Chemicals. c. Eucon WR-75, Euclid Chemical Co.

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d. WRDA, W.R. Grace & Co. e. Pozzolith Normal or Polyheed, Master Builders, Inc. f. Metco W.R., Metalcrete Industries. g. Prokrete-N, Prokrete Industries. h. Plastocrete 161, Sika Corp.

H. High-Range Water-Reducing Admixture: ASTM C 494, Type F or Type G.




a. Super P, Anti-Hydro Co., Inc. b. Cormix 200, Cormix Construction Chemicals. c. Eucon 37, Euclid Chemical Co. d. WRDA 19 or Daracem, W.R. Grace & Co. e. Rheobuild or Polyheed, Master Builders, Inc. f. Superslump, Metalcrete Industries. g. PSPL, Prokrete Industries. h. Sikament 300, Sika Corp.

I. Water-Reducing, Accelerating Admixture: ASTM C 494, Type E.



a. Q-Set, Conspec Marketing & Manufacturing Co. b. Lubricon NCA, Cormix Construction Chemicals. c. Accelguard 80, Euclid Chemical Co. d. Daraset, W.R. Grace & Co. e. Pozzutec 20, Master Builders, Inc. f. Accel-Set, Metalcrete Industries.

J. Water-Reducing, Retarding Admixture: ASTM C 494, Type D.




a. PSI-R Plus, Cormix Construction Chemicals.

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b. Eucon Retarder 75, Euclid Chemical Co. c. Daratard-17, W.R. Grace & Co. d. Pozzolith R, Master Builders, Inc. e. Protard, Prokrete Industries. f. Plastiment, Sika Corporation.

2.4 RELATED MATERIALS

A. Reglets: Where sheet flashing or bituminous membranes are terminated in re-glets, provide reglets of not less than 0.0217-inch-thick (26-gage) galvanized sheet steel. Fill reglet or cover face opening to prevent intrusion of concrete or debris.

B. Dovetail Anchor Slots: Hot-dip galvanized sheet steel, not less than 0.0336 inch thick (22 gage) with bent tab anchors. Fill slot with temporary filler or cover face opening to prevent intrusion of concrete or debris.

C. Waterstops: Provide flat, dumbbell-type or centerbulb-type waterstops at con-struction joints and other joints as indicated. Size to suit joints.

D. Rubber Waterstops: Corps of Engineers CRD-C 513.

1. Available Manufacturers: Subject to compliance with requirements, manu-facturers offering products that may be incorporated in the Work include, but are not limited to, the following:

2. Manufacturers: Subject to compliance with requirements, provide products of one of the following:

a. The Burke Co. b. Progress Unlimited. c. Williams Products, Inc.

E. Polyvinyl Chloride Waterstops: Corps of Engineers CRD-C 572.

1. Available Manufacturers: Subject to compliance with requirements, manu-

facturers offering products that may be incorporated in the Work include, but are not limited to, the following:

2. Manufacturers: Subject to compliance with requirements, provide products of one of the following:

a. The Burke Co. b. Greenstreak Plastic Products Co. c. W.R. Meadows, Inc. d. Progress Unlimited. e. Schlegel Corp. f. Vinylex Corp.

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F. Vapor Retarder: Provide vapor retarder that is resistant to deterioration when tested according to ASTM E 154, as follows:

1. Polyethylene sheet not less than 10 mils thick.

G. Nonslip Aggregate Finish: Provide fused aluminum oxide granules or crushed

emery as the abrasive aggregate for a nonslip finish, with emery aggregate con-taining not less than 50 percent aluminum oxide and not less than 25 percent fer-ric oxide. Use material that is factory-graded, packaged, rustproof, nonglazing, and unaffected by freezing, moisture, and cleaning materials.

H. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approxi-mately 9 oz. per sq. yd., complying with AASHTO M 182, Class 2.

I. Moisture-Retaining Cover: One of the following, complying with ASTM C 171.

1. Waterproof paper. 2. Polyethylene film. 3. Polyethylene-coated burlap.

J. Liquid Membrane-Forming Curing Compound: Liquid-type membrane-forming

curing compound complying with ASTM C 309, Type I, Class A. Moisture loss not more than 0.55 kg/sq. meter when applied at 200 sq. ft./gal.

1. Provide material that has a maximum volatile organic compound (VOC)

rating of 350 mg per liter. 2. Available Products: Subject to compliance with requirements, products that



a. A-H 3 Way Sealer, Anti-Hydro Co., Inc. b. Spartan-Cote, The Burke Co. c. Conspec #1, Conspec Marketing & Mfg. Co. d. Sealco 309, Cormix Construction Chemicals. e. Day-Chem Cure and Seal, Dayton Superior Corp. f. Eucocure, Euclid Chemical Co. g. Horn Clear Seal, A.C. Horn, Inc. h. L&M Cure R, L&M Construction Chemicals, Inc. i. Masterkure, Master Builders, Inc. j. CS-309, W.R. Meadows, Inc. k. Seal N Kure, Metalcrete Industries. l. Kure-N-Seal, Sonneborn-Chemrex. m. Stontop CS2, Stonhard, Inc.

K. Water-Based Acrylic Membrane Curing Compound: ASTM C 309, Type I, Class

B.

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2. Products: Subject to compliance with requirements, provide one of the fol-lowing: a. Highseal, Conspec Marketing and Mfg. Co. b. Sealco - VOC, Cormix Construction Chemicals. c. Safe Cure and Seal, Dayton Superior Corp. d. Aqua-Cure, Euclid Chemical Co. e. Dress & Seal WB, L&M Construction Chemicals, Inc. f. Masterkure 100W, Master Builders, Inc. g. Vocomp-20, W.R. Meadows, Inc. h. Metcure, Metalcrete Industries. i. Stontop CS1, Stonhard, Inc.

L. Evaporation Control: Monomolecular film-forming compound applied to ex-

posed concrete slab surfaces for temporary protection from rapid moisture loss.



a. Aquafilm, Conspec Marketing and Mfg. Co. b. Eucobar, Euclid Chemical Co. c. E-Con, L&M Construction Chemicals, Inc. d. Confilm, Master Builders, Inc. e. Waterhold, Metalcrete Industries.

M. Bonding Agent: Polyvinyl acetate or acrylic base. 1. Available Products: Subject to compliance with requirements, prod-

ucts that may be incorporated in the Work include, but are not limited to, the following:

2. Products: Subject to compliance with requirements, provide one of the following:

a. Polyvinyl Acetate (Interior Only):

1. Superior Concrete Bonder, Dayton Superior Corp. 2. Euco Weld, Euclid Chemical Co. 3. Weld-Crete, Larsen Products Corp. 4. Everweld, L&M Construction Chemicals, Inc.

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5. Herculox, Metalcrete Industries. 6. Ready Bond, Symons Corp.

b. Acrylic or Styrene Butadiene:

1. Acrylic Bondcrete, The Burke Co. 2. Strongbond, Conspec Marketing and Mfg. Co. 3. Day-Chem Ad Bond, Dayton Superior Corp. 4. SBR Latex, Euclid Chemical Co. 5. Daraweld C, W.R. Grace & Co. 6. Hornweld, A.C. Horn, Inc. 7. Everbond, L&M Construction Chemicals, Inc. 8. Acryl-Set, Master Builders Inc. 9. Intralok, W.R. Meadows, Inc. 10. Acrylpave, Metalcrete Industries. 11. Sonocrete, Sonneborn-Chemrex. 12. Stonlock LB2, Stonhard, Inc. 13. Strong Bond, Symons Corp.

N. Epoxy Adhesive: ASTM C 881, two-component material suitable for use on dry

or damp surfaces. Provide material type, grade, and class to suit Project require-ments.




a. Burke Epoxy M.V., The Burke Co.

b. Spec-Bond 100, Conspec Marketing and Mfg. Co. c. Resi-Bond (J-58), Dayton Superior. d. Euco Epoxy System #452 or #620, Euclid Chemical Co. e. Epoxtite Binder 2390, A.C. Horn, Inc. f. Epabond, L&M Construction Chemicals, Inc. g. Concresive Standard Liquid, Master Builders, Inc. h. Rezi-Weld 1000, W.R. Meadows, Inc. i. Metco Hi-Mod Epoxy, Metalcrete Industries. j. Sikadur 32 Hi-Mod, Sika Corp. k. Stonset LV5, Stonhard, Inc. l. R-600 Series, Symons Corp.

2.5 PROPORTIONING AND DESIGNING MIXES

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A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use an independent testing agency acceptable to Engineer for preparing and reporting proposed mix designs.

1. Do not use the same testing agency for field quality control testing.

2. Use of fly ash or calcium chloride will not be permitted in concrete, unless noted otherwise.

B. Submit written reports to Architect of each proposed mix for each class of con-

crete at least 15 days prior to start of Work. Do not begin concrete production un-til proposed mix designs have been reviewed by Engineer.

C. Design mixes to provide normal weight concrete with the following properties as indicated on drawings and schedules:

1. 3000-psi, 28-day compressive strength; water-cement ratio, 0.58 maximum

(non-air-entrained), 0.46 maximum (air-entrained). For slabs on grade, grade beam, loading docks & ramps.

2. 2500-psi, 28-day compressive strength; water-cement ratio, 0.67 maximum (non-air-entrained), 0.54 maximum (air-entrained). For miscellaneous side-walks and curbs not otherwise called out to have a higher strength.

D. Water-Cement Ratio: Provide concrete for following conditions with maximum

water-cement (W/C) ratios as follows:

1. subjected to freezing and thawing: W/C 0.45.

E. Slump Limits: Proportion and design mixes to result in concrete slump at point of placement as follows:

1. Ramps, slabs, and sloping surfaces: Not more than 3 inches. 2. Reinforced foundation systems: Not less than 1 inch and not more than 5

inches. 3. Concrete containing high-range water-reducing admixture (superplasti-

cizer): Not more than 8 inches after adding admixture to site-verified 2-to-3-inch slump concrete.

4. Other concrete: Not more than 4 inches.

F. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by Engineer. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Ar-chitect before using in Work.

2.6 ADMIXTURES

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A. Use water-reducing admixture or high-range water-reducing admixture (super-plasticizer) in concrete, as required, for placement and workability.

B. Use accelerating admixture in concrete slabs placed at ambient temperatures be-low 50 deg F (10 deg C).

C. Use high-range water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs, architectural concrete, parking structure slabs, concrete required to be watertight, and concrete with water-cement ratios below 0.50.

D. Use admixtures for water reduction and set accelerating or retarding in strict com-pliance with manufacturer's directions.

2.7 CONCRETE MIXING

A. Job-Site Mixing: Mix concrete materials in appropriate drum-type batch machine mixer. For mixers of 1 cu. yd. or smaller capacity, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released. For mixers of capacity larger than 1 cu. yd., increase minimum 1-1/2 minutes of mixing time by 15 seconds for each additional cu. yd.

1. Provide batch ticket for each batch discharged and used in the Work, indi-

cating Project identification name and number, date, mix type, mix time, quantity, and amount of water introduced.

B. Ready-Mixed Concrete: Comply with requirements of ASTM C 94, and as speci-

fied.

2. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32 deg

C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is above 90 deg F (32 deg C), reduce mixing and de-livery time to 60 minutes.

PART 3 - EXECUTION 3.1 GENERAL

A. Coordinate the installation of joint materials, vapor retarder/barrier, and other re-lated materials with placement of forms and reinforcing steel.

3.2 FORMS

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A. General: Design, erect, support, brace, and maintain formwork to support verti-cal, lateral, static, and dynamic loads that might be applied until concrete structure can support such loads. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position. Maintain formwork construction tolerances and surface irregularities complying with the following ACI 347 limits:

1. Provide Class A tolerances for concrete surfaces exposed to view.

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2. Provide Class C tolerances for other concrete surfaces.

B. Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets, cham-fers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in the Work. Use selected materials to obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste from leaking.

C. Fabricate forms for easy removal without hammering or prying against concrete sur-faces. Provide crush plates or wrecking plates where stripping may damage cast con-crete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, re-glets, recesses, and the like for easy removal.

D. Provide temporary openings for clean-outs and inspections where interior area of formwork is inaccessible before and during concrete placement. Securely brace tem-porary openings and set tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at inconspicuous locations.

E. Chamfer exposed corners and edges as indicated, using wood, metal, PVC, or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

F. Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recesses, and chases from trades providing such items. Accurately place and securely support items built into forms.

G. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before placing con-crete. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

3.3 VAPOR RETARDER/BARRIER INSTALLATION

A. General: Place vapor retarder/barrier sheeting in position with longest dimension par-allel with direction of pour.

B. Lap joints 6 inches and seal with manufacturer's recommended mastic or pres-sure-sensitive tape.

3.4 PLACING REINFORCEMENT

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A. General: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports and as specified.

1. Avoiding cutting or puncturing vapor retarder/barrier during reinforcement

placement and concreting operations. Repair damages before placing concrete.

B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that re-duce or destroy bond with concrete.

C. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as ap-proved by Engineer.

D. Place reinforcement to maintain minimum coverages as indicated for concrete protec-tion. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.

E. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to pre-vent continuous laps in either direction.

3.5 JOINTS

A. Construction Joints: Locate and install construction joints so they do not impair strength or appearance of the structure, as acceptable to Architect.

B. Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between walls and footings. Bulkheads designed and accepted for this purpose may be used for slabs.

C. Place construction joints perpendicular to main reinforcement. Continue reinforce-ment across construction joints except as indicated otherwise. Do not continue rein-forcement through sides of strip placements.

D. Use bonding agent on existing concrete surfaces that will be joined with fresh con-crete.

E. Waterstops: Provide waterstops in construction joints as indicated. Install waterstops to form continuous diaphragm in each joint. Support and protect exposed waterstops during progress of Work. Field-fabricate joints in waterstops according to manufac-turer's printed instructions.

F. Isolation Joints in Slabs-on-Grade: Construct isolation joints in slabs-on-grade at points of contact between slabs-on-grade and vertical surfaces, such as column pedes-tals, foundation walls, grade beams, and other locations, as indicated.

1. Joint fillers and sealants are specified in Division 7 Section "Joint Sealants."

G. Contraction (Control) Joints in Slabs-on-Grade: Construct contraction joints in

slabs-on-grade to form panels of patterns as shown. Use saw cuts 1/8 inch wide by

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one-fourth of slab depth or inserts 1/4 inch wide by one-fourth of slab depth, unless otherwise indicated.

1. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard

strip into fresh concrete until top surface of strip is flush with slab surface. Tool slab edges round on each side of insert. After concrete has cured, remove inserts and clean groove of loose debris.

2. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as possible after slab finishing as may be safely done without dislodging aggre-gate.

3. If joint pattern is not shown, provide joints not exceeding 15 feet in either direc-tion and located to conform to bay spacing wherever possible (at column center-lines, half bays, third bays).

4. Joint fillers and sealants are specified in Division 7 Section "Joint Sealants." 3.6 INSTALLING EMBEDDED ITEMS

A. General: Set and build into formwork anchorage devices and other embedded items required for other work that is attached to or supported by cast-in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached.

B. Install reglets to receive top edge of foundation sheet waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, relieving angles, and other conditions.

C. Install dovetail anchor slots in concrete structures as indicated on drawings. D. Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs

to achieve required elevations and contours in finished surfaces. Provide and secure units to support screed strips using strike-off templates or compacting-type screeds.

3.7 PREPARING FORM SURFACES

A. General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form-coating compound before placing reinforcement.

B. Do not allow excess form-coating material to accumulate in forms or come into con-tact with in-place concrete surfaces against which fresh concrete will be placed. Ap-ply according to manufacturer's instructions.

1. Coat steel forms with a nonstaining, rust-preventative material. Rust-stained

steel formwork is not acceptable. 3.8 CONCRETE PLACEMENT

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A. Inspection: Before placing concrete, inspect and complete formwork installation, rein-forcing steel, and items to be embedded or cast in. Notify other trades to permit instal-lation of their work.

B. General: Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing Concrete," and as specified.

C. Deposit concrete continuously or in layers of such thickness that no new concrete will

be placed on concrete that has hardened sufficiently to cause seams or planes of weak-ness. If a section cannot be placed continuously, provide construction joints as speci-fied. Deposit concrete to avoid segregation at its final location.

D. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to avoid inclined construction joints. Where place-ment consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints.

1. Consolidate placed concrete by mechanical vibrating equipment supplemented

by hand-spading, rodding, or tamping. Use equipment and procedures for con-solidation of concrete complying with ACI 309.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vi-brators vertically at uniformly spaced locations no farther than the visible effec-tiveness of the machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforce-ment and other embedded items without causing mix to segregate.

E. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous opera-

tion, within limits of construction joints, until completing placement of a panel or sec-tion.

1. Consolidate concrete during placement operations so that concrete is thoroughly

worked around reinforcement, other embedded items and into corners. 2. Bring slab surfaces to correct level with a straightedge and strike off. Use bull

floats or darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations.

3. Maintain reinforcing in proper position on chairs during concrete placement.

F. Cold-Weather Placement: Comply with provisions of ACI 306 and as follows. Pro-tect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

G. When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat water and aggregates before mixing to obtain a concrete mixture tem-perature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.

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1. Do not use frozen materials or materials containing ice or snow. Do not place

concrete on frozen subgrade or on subgrade containing frozen materials. 2. Do not use calcium chloride, salt, or other materials containing antifreeze agents

or chemical accelerators unless otherwise accepted in mix designs.

H. Hot-Weather Placement: When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305 and as specified.

1. Cool ingredients before mixing to maintain concrete temperature at time of

placement to below 90 deg F (32 deg C). Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately be-fore embedding in concrete.

3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas.

4. Use water-reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to Architect.

3.9 FINISHING FORMED SURFACES

A. Rough-Formed Finish: Provide a rough-formed finish on formed concrete surfaces not exposed to view in the finished Work or concealed by other construction. This is the concrete surface having texture imparted by form-facing material used, with tie holes and defective areas repaired and patched, and fins and other projections exceed-ing 3/4 inch in height rubbed down or chipped off.

B. Smooth-Formed Finish: Provide a smooth-formed finish on formed concrete surfaces exposed to view or to be covered with a coating material applied directly to concrete, or a covering material applied directly to concrete, such as waterproofing, dampproof-ing, veneer plaster, painting, or another similar system. This is an as-cast concrete surface obtained with selected form-facing material, arranged in an orderly and sym-metrical manner with a minimum of seams. Repair and patch defective areas with fins and other projections completely removed and smoothed.

C. Smooth-Rubbed Finish: Provide smooth-rubbed finish on scheduled concrete surfaces that have received smooth-formed finish treatment not later than 1 day after form re-moval.

1. Moisten concrete surfaces and rub with carborundum brick or another abrasive

until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process.

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D. Grout-Cleaned Finish: Provide grout-cleaned finish on scheduled concrete surfaces that have received smooth-formed finish treatment.

1. Combine one part portland cement to one and one-half parts fine sand by vol-

ume, and a 50:50 mixture of acrylic or styrene butadiene-based bonding admix-ture and water to form the consistency of thick paint. Blend standard portland cement and white portland cement in amounts determined by trial patches so that final color of dry grout will match adjacent surfaces.

2. Thoroughly wet concrete surfaces, apply grout to coat surfaces, and fill small holes. Remove excess grout by scraping and rubbing with clean burlap. Keep damp by fog spray for at least 36 hours after rubbing.

E. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar un-

formed surfaces adjacent to formed surfaces, strike-off smooth and finish with a tex-ture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

3.10 MONOLITHIC SLAB FINISHES

A. Scratch Finish: Apply scratch finish to monolithic slab surfaces to receive concrete floor topping or mortar setting beds for tile, portland cement terrazzo, and other bonded applied cementitious finish flooring material, and where indicated.

1. After placing slabs, finish surface to tolerances of F(F) 15 (floor flatness) and

F(L) 13 (floor levelness) measured according to ASTM E 1155. Slope surfaces uniformly to drains where required. After leveling, roughen surface before final set with stiff brushes, brooms, or rakes.

B. Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish

and other finishes as specified; slab surfaces to be covered with membrane or elastic waterproofing, membrane or elastic roofing, or sand-bed terrazzo; and where indi-cated.

1. After screeding, consolidating, and leveling concrete slabs, do not work surface

until ready for floating. Begin floating, using float blades or float shoes only, when surface water has disappeared, or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both. Consolidate surface with power-driven floats or by hand-floating if area is small or inaccessible to power units. Finish surfaces to tolerances of F(F) 18 (floor flatness) and F(L) 15 (floor levelness) measured according to ASTM E 1155. Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after leveling, re-float surface to a uniform, smooth, granular texture.

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C. Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and

slab surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or another thin film-finish coating system.

1. After floating, begin first trowel-finish operation using a power-driven trowel.

Begin final troweling when surface produces a ringing sound as trowel is moved over surface. Consolidate concrete surface by final hand-troweling operation, free of trowel marks, uniform in texture and appearance, and finish surfaces to tolerances of F(F) 20 (floor flatness) and F(L) 17 (floor levelness) measured according to ASTM E 1155. Grind smooth any surface defects that would telegraph through applied floor covering system.

D. Trowel and Fine Broom Finish: Where ceramic or quarry tile is to be installed with

thin-set mortar, apply a trowel finish as specified, then immediately follow by slightly scarifying the surface with a fine broom.

E. Nonslip Broom Finish: Apply a nonslip broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated.

1. Immediately after float finishing, slightly roughen concrete surface by brooming

with fiber-bristle broom perpendicular to main traffic route. Coordinate re-quired final finish with Architect before application.

F. Nonslip Aggregate Finish: Apply nonslip aggregate finish to concrete stair treads,

platforms, ramps, sloped walks, and where indicated.

1. After completing float finishing and before starting trowel finish, uniformly spread 25 lb of dampened nonslip aggregate per 100 sq. ft. of surface. Tamp aggregate flush with surface using a steel trowel, but do not force below surface. After broadcasting and tamping, apply trowel finishing as specified.

2. After curing, lightly work surface with a steel wire brush or an abrasive stone, and water to expose nonslip aggregate.

3.11 MISCELLANEOUS CONCRETE ITEMS

A. Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades, unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure concrete as specified to blend with in-place construction. Pro-vide other miscellaneous concrete filling shown or required to complete Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, inter-sections, and terminations slightly rounded.

C. Equipment Bases and Foundations: Provide machine and equipment bases and foun-dations as shown on drawings. Set anchor bolts for machines and equipment to tem-

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plate at correct elevations, complying with diagrams or templates of manufacturer fur-nishing machines and equipment.

3.12 CONCRETE CURING AND PROTECTION

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and during finishing operations with an evaporation-control material. Ap-ply according to manufacturer's instructions after screeding and bull floating, but be-fore power floating and troweling.

B. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. Weather permitting, keep continuously moist for not less than 7 days.

C. Curing Methods: Cure concrete by curing compound, by moist curing, by mois-ture-retaining cover curing, or by combining these methods, as specified.

D. Provide moisture curing by the following methods:

1. Keep concrete surface continuously wet by covering with water. 2. Use continuous water-fog spray. 3. Cover concrete surface with specified absorptive cover, thoroughly saturate

cover with water, and keep continuously wet. Place absorptive cover to provide coverage of concrete surfaces and edges, with a 4-inch lap over adjacent absorp-tive covers.

E. Provide moisture-retaining cover curing as follows:

1. Cover concrete surfaces with moisture-retaining cover for curing concrete,

placed in widest practicable width with sides and ends lapped at least 3 inches and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

F. Apply curing compound on exposed interior slabs and on exterior slabs, walks, and

curbs as follows:

1. Apply curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller according to manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.

2. Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete.

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G. Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces, by moist curing with forms in place for the full curing period or until forms are removed. If forms are removed, con-tinue curing by methods specified above, as applicable.

H. Curing Unformed Surfaces: Cure unformed surfaces, including slabs, floor topping, and other flat surfaces, by applying the appropriate curing method.

1. Final cure concrete surfaces to receive finish flooring with a moisture-retaining

cover, unless otherwise directed. 3.13 REMOVING FORMS

A. General: Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete, provided con-crete is sufficiently hard to not be damaged by form-removal operations, and provided curing and protection operations are maintained.

B. Formwork supporting weight of concrete, such as beam soffits, joists, slabs, and other structural elements, may not be removed in less than 14 days or until concrete has at-tained at least 75 percent of design minimum compressive strength at 28 days. Deter-mine potential compressive strength of in-place concrete by testing field-cured speci-mens representative of concrete location or members.

C. Form-facing material may be removed 4 days after placement only if shores and other vertical supports have been arranged to permit removal of form-facing material with-out loosening or disturbing shores and supports.

3.14 REUSING FORMS

A. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delami-nated, or otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-coating compound as specified for new formwork.

B. When forms are extended for successive concrete placement, thoroughly clean sur-faces, remove fins and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not use patched forms for exposed concrete surfaces except as acceptable to Architect.

3.15 CONCRETE SURFACE REPAIRS

A. Patching Defective Areas: Repair and patch defective areas with cement mortar im-mediately after removing forms, when acceptable to Architect.

B. Mix dry-pack mortar, consisting of one part portland cement to 2-1/2 parts fine aggre-gate passing a No. 16 mesh sieve, using only enough water as required for handling and placing.

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1. Cut out honeycombs, rock pockets, voids over 3/4 inch in any dimension, and

holes left by tie rods and bolts down to solid concrete but in no case to a depth less than 1 inch. Make edges of cuts perpendicular to the concrete surface. Thoroughly clean, dampen with water, and brush-coat the area to be patched with bonding agent. Place patching mortar before bonding agent has dried.

2. For surfaces exposed to view, blend white portland cement and standard port-land cement so that, when dry, patching mortar will match surrounding color. Provide test areas at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike-off slightly higher than surrounding surface.

C. Repairing Formed Surfaces: Remove and replace concrete having defective surfaces

if defects cannot be repaired to satisfaction of Architect. Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. Flush out form tie holes and fill with dry-pack mortar or precast cement cone plugs secured in place with bonding agent.

1. Repair concealed formed surfaces, where possible, containing defects that affect

the concrete's durability. If defects cannot be repaired, remove and replace the concrete.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for

smoothness and verify surface tolerances specified for each surface and finish. Cor-rect low and high areas as specified. Test unformed surfaces sloped to drain for true-ness of slope and smoothness by using a template having the required slope.

1. Repair finished unformed surfaces containing defects that affect the concrete's

durability. Surface defects include crazing and cracks in excess of 0.01 inch wide or that penetrate to the reinforcement or completely through nonreinforced sections regardless of width, spalling, popouts, honeycombs, rock pockets, and other objectionable conditions.

2. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days.

3. Correct low areas in unformed surfaces during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. Proprietary under-layment compounds may be used when acceptable to Architect.

4. Repair defective areas, except random cracks and single holes not exceeding 1 inch in diameter, by cutting out and replacing with fresh concrete. Remove de-fective areas with clean, square cuts and expose reinforcing steel with at least 3/4-inch clearance all around. Dampen concrete surfaces in contact with patch-ing concrete and apply bonding agent. Mix patching concrete of same materials to provide concrete of same type or class as original concrete. Place, compact,

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and finish to blend with adjacent finished concrete. Cure in same manner as ad-jacent concrete.

E. Repair isolated random cracks and single holes 1 inch or less in diameter by dry-pack

method. Groove top of cracks and cut out holes to sound concrete and clean of dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding com-pound. Place dry-pack before bonding agent has dried. Compact dry-pack mixture in place and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

F. Perform structural repairs with prior approval of Engineer for method and procedure, using specified epoxy adhesive and mortar.

G. Repair methods not specified above may be used, subject to acceptance of Engineer. 3.16 QUALITY CONTROL TESTING DURING CONSTRUCTION

A. General: The Owner will employ a testing agency to perform tests and to submit test reports.

B. Sampling and testing for quality control during concrete placement may include the following, as directed by Engineer.

1. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply

with ASTM C 94.

a. Slump: ASTM C 143; one test at point of discharge for each day's pour of each type of concrete; additional tests when concrete consistency seems to have changed.

b. Air Content: ASTM C 173, volumetric method for lightweight or normal weight concrete; ASTM C 231, pressure method for normal weight con-crete; one for each day's pour of each type of air-entrained concrete.

c. Concrete Temperature: ASTM C 1064; one test hourly when air tempera-ture is 40 deg F (4 deg C) and below, when 80 deg F (27 deg C) and above, and one test for each set of compressive-strength specimens.

d. Compression Test Specimen: ASTM C 31; one set of four standard cylin-ders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required.

e. Compressive-Strength Tests: ASTM C 39; one set for each day's pour ex-ceeding 5 cu. yd. plus additional sets for each 50 cu. yd. more than the first 25 cu. yd. of each concrete class placed in any one day; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen re-tained in reserve for later testing if required.

f. For drilled piers, u.n.o., there shall be (1) set of compressive strength test for each 10 cu. Yds.

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2. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used.

3. When total quantity of a given class of concrete is less than 50 cu. yd., Engineer may waive strength testing if adequate evidence of satisfactory strength is pro-vided.

4. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

5. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi.

C. Test results will be reported in writing to Architect, Structural Engineer, ready-mix

producer, and Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete place-ment, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7-day tests and 28-day tests.

D. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

E. Additional Tests: The testing agency will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by Architect. Testing agency may con-duct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

END OF SECTION 033000

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SECTION 042000 - UNIT MASONRY PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1.Concrete masonry units. Size as indicated in the drawings, and to match sample in Architects’ office.

Colors selected shall be as follows:

Modular 8x8x16, size shapes, and type shall be selected from manufac-turer’s standards.

2. Saltillo tile 1”x 12” x 12” with matching grout.

1.3 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and Divi-sion 1 Specification Sections.

B. Product data for each different masonry unit, accessory, and other manufactured prod-

uct indicated.

C. Samples for initial selection purposes of the following:

1. Unit masonry samples in small-scale form showing full extent of colors and tex-tures available for each different exposed masonry unit required.

2. Colored masonry mortar samples showing full extent of colors available.

3. Colored masonry mortar samples for each color required showing the full range

of colors expected in the finished construction. Label samples to indicate type and amount of colorant used.

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A. Field-Constructed Mock-Ups: Prior to installation of unit masonry, erect sample wall panels to further verify selections made under sample submittals and to demonstrate aesthetic effects as well as qualities of materials and execution. Build mock-ups to comply with the following requirements, using materials indicated for final unit of Work:

1. Locate mock-ups on site in locations indicated or, if not indicated, as di-

rected by Architect.

2. Build mock-ups for the following types of masonry in sizes of approximately 4 feet long by 4 feet high by full thickness, including face and backup wythes as well as accessories. (a) Each type of exposed unit masonry construction.

(b) Typical exterior face brick wall and screen. B. PROJECT CONDITIONS

1 Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry or precast concrete. Remove immediately any grout, mortar, and soil that come in con-tact with such masonry.

PART 2 - PRODUCTS 2.1 MATERIALS, GENERAL

A. Comply with referenced unit masonry standard and other requirements specified in this Section applicable to each material indicated.

2.2 CONCRETE MASONRY UNITS

A. General: Comply with requirements indicated below applicable to each form of con-crete masonry unit required.

1 Provide special shapes where indicated and as follows:

a. For lintels, corners, jambs, sash, control joints, headers, bonding, and

other special conditions. b. Exposed surfaces shall have 8"x 16" smooth face units.

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2. Exposed Faces: Manufacturer's standard color and texture, unless otherwise in-dicated.

a. Where special finishes are indicated, provide units with exposed faces of

the following general description matching color and texture of Architect's sample.

1. Standard aggregate, smooth face finish. 2. Standard aggregate, split face finish.

2.3 MORTAR AND GROUT MATERIALS

A. Masonry Cement: ASTM C 91.

1. For colored pigmented mortars use premixed colored masonry cements of for-mulation required to produce color selected for all exposed and prefaced con-crete block, as selected from manufacturer's standard formulations.

2. For painted concrete masonry units use masonry cement of natural color.

B. Ready-Mixed Mortar: Cementitious materials, water, and aggregate complying with

requirements specified in this article, combined with set-controlling admixtures to produce a ready-mixed mortar complying with ASTM C 1142.

C. Products: Subject to compliance with requirements, provide one of the following:

1 Colored Masonry Cement:

a. "Colorbond Custom Color Masonry Cement," Centurion. b. "Atlas Custom Color Masonry Cement," Lehigh Portland Cement Co. c. "Flamingo Color Masonry Cement," The Riverton Corporation.

2.4 REINFORCING STEEL

A. General: Provide reinforcing steel complying with requirements of referenced unit masonry standard and this article.

B. Deformed Reinforcing Wire: ASTM A 496.

C. Plain Welded Wire Fabric: ASTM A 185.

D. Deformed Welded Wire Fabric: ASTM A 497.

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2.5 JOINT REINFORCEMENT

A. General: Provide joint reinforcement complying with requirements of referenced unit masonry standard and this article, formed from the following:

1. Galvanized carbon steel wire, coating class as required by referenced unit ma-

sonry standard for application indicated.

B. Description: Welded-wire units prefabricated with deformed continuous side rods and plain cross rods into straight lengths of not less than 10 feet, with prefabricated corner and tee units, and complying with requirements indicated below:

1. Wire Diameter for Side Rods: 0.1483 inch (9 gage).

2. Wire Diameter for Cross Rods: 0.1483 inch (9 gage).

3. For single-wythe masonry provide type as follows with single pair of side rods:

a. Ladder design with perpendicular cross rods spaced not more than 16

inches o.c.

4. For multiwythe masonry provide type as follows:

a. Ladder design with perpendicular cross spaced not more than 16 inches o.c. and number of side rods as follows:

2.6 MASONRY CLEANERS

A. Proprietary Acidic Cleaner: Manufacturer's standard-strength, general-purpose cleaner designed for removing mortar/grout stains, efflorescence, and other new con-struction stains from new masonry surfaces of type indicated below without discolor-ing or damaging masonry surfaces; expressly approved for intended use by manufac-turer of masonry units being cleaned:.


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SECTION 042300 REINFORCED UNIT MASONRY PART 1 - GENERAL 1.1 RELATED DOCUMENTS:

A. Drawings and general provisions of Contract, including General and Supplemen-tary Conditions and Division-1 Specification sections, apply to work of this sec-tion.

B. Requirements of Section "Unit Masonry" apply to work of this section. 1.2 DESCRIPTION OF WORK

A. Extent of each type of reinforced unit masonry work is indicated on drawings and in schedules. 1.3 SUBMITTALS

A. Shop Drawings: Submit shop drawings for fabrication, bending, and placement of reinforcement bars. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures". Show bar schedules, diagrams of bent bars, stirrup spacing, lateral ties and other arrangements and assemblies as re-quired for fabrication and placement of reinforcement for unit masonry work.

PART 2 - PRODUCTS 2.1 MATERIALS

A. General: Refer to Section "Unit Masonry" for masonry materials and accessories not included in this section.

B. Reinforcement Bars: Provide deformed bars of following grades complying with ASTM A 615, except as otherwise indicated.

1. Provide Grade 60 for bars No. 4 to No. 18, except as otherwise indicated.

C. Shop-fabricate reinforcement bars which are shown to be bent or hooked.

PART 3 - EXECUTION 3.1 PLACING REINFORCEMENT

A. General: Clean reinforcement of loose rust, mill scale, earth, ice or other materi-

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als which will reduce bond to mortar or grout. Do not use reinforcement bars with kinks or bends not shown on drawings or final shop drawings, or bars with reduced cross-section due to excessive rusting or other causes.

B. Position reinforcement accurately at the spacing indicated.

1. Support and secure vertical bars against displacement. Horizontal reinforce-ment may be placed as the masonry work progresses. Where vertical bars are shown in proximity, provide a clear distance between bars of not less than the nominal bar diameter or 1", whichever is greater.

2. For columns, piers and pilasters, provide a clear distance between vertical bars

as indicated, but not less than 1-1/2 times the nominal bar diameter or 1-1/2", whichever is greater. Provide lateral ties as indicated.

3. Splice reinforcement bars where shown; do not splice at other points unless

acceptable to the Engineer. Provide lapped splices, unless otherwise indi-cated. In splicing vertical bars or attaching to dowels, lap ends, place in con-tact and wire tie.

4. Provide not less than minimum lap indicated, or if not indicated, as required

by governing code.

5. Embed metal ties in mortar joints as work progresses, with a minimum mortar cover of 5/8" on exterior face of walls and 1/2" at other locations.

6. Embed prefabricated horizontal joint reinforcement as the work progresses,

with a minimum cover of 5/8" on exterior face of walls and 1/2" at other loca-tions. Lap units not less than 6" at ends. Use prefabricated "L" and "T" units to provide continuity at corners and intersections. Cut and bend units as rec-ommended by manufacturer for continuity at returns, offsets, column fire-proofing, pipe enclosures and other special conditions.

C. Anchoring: Anchor reinforced masonry work to supporting structure as indicated.

1. Anchor reinforced masonry walls to non-reinforced masonry where they inter-

sect. 3.2 INSTALLATION, GENERAL

A. Refer to Section "Unit Masonry" for general installation requirements of unit masonry.

B. Temporary Formwork: Provide formwork and shores as required for temporary

support of reinforced masonry elements.

C. Construct formwork to conform to shape, line and dimensions shown. Make suf-

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ficiently tight to prevent leakage of mortar, grout, or concrete (if any). Brace, tie and support as required to maintain position and shape during construction and curing of reinforced masonry.

D. Do not remove forms and shores until reinforced masonry members have hard-ened sufficiently to carry their own weight and all other reasonable temporary loads that may be placed on them during construction.

E. Allow not less than the following minimum time to elapse after completion of members before removing shores or forms, provided suitable curing conditions have been obtained during the curing period:

1. 10 days for girders and beams. 2. 7 days for slabs. 3. 7 days for reinforced masonry soffits.

3.3 INSTALLATION OF REINFORCED CONCRETE UNIT MASONRY

A. GENERAL

1. Do not wet concrete masonry units (CMU).

2. Lay CMU units with full-face shell mortar beds. Fill vertical head joints (end joints between units) solidly with mortar from face of unit to a distance behind face equal to not less than the thickness of longitudinal face shells. Solidly bed cross-webs of starting courses in mortar. Maintain head and bed joint widths shown, or if not shown, provide 3/8" joints.

B. WALLS

1. Pattern Bond: Lay CMU wall units in 1/2-running bond with vertical

joints in each course centered on units in courses above and below, unless otherwise indicated. Bond and interlock each course at corners and inter-sections. Use special-shaped units where shown, and as required for cor-ners, jambs, sash, control joints, lintels, bond beams and other special conditions.

2. Maintain vertical continuity of core or cell cavities, which are to be rein-

forced and grouted, to provide minimum clear dimension indicated and to provide minimum clearance and grout coverage for vertical reinforcement bars. Keep cavities free of mortar. Solidly bed webs in mortar where ad-jacent to reinforced cores or cells.

3. Where horizontal reinforced beams (bond beams) are shown, use special units or modify regular units to allow for placement of continuous hori-zontal reinforcement bars. Place small mesh expanded metal lath or wire

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screening in mortar joints under bond beam courses over cores or cells of non-reinforced vertical cells, or provide units with solid bottoms.

3. Grouting Technique: At the Contractor's option, use low-lift grouting tech-

niques subject to requirements which follow. C. LOW-LIFT GROUTING

1. Provide minimum clear dimension of 2" and clear area of 8 sq. in. in verti cal cores to be grouted. 2. Place vertical reinforcement prior to laying of CMU. Extend above eleva-

tion of maximum pour height as required for splicing. Support in position at vertical intervals not exceeding 192 bar diameters nor 10 ft.

3. Lay CMU to maximum pour height. Do not exceed 4' height, or if bond beam occurs below 4' height stop pour at course below bond beam.

4. Pour grout using chute or container with spout. Rod or vibrate grout dur-ing placing. Place grout continuously; do not interrupt pouring of grout for more than one hour. Terminate grout pours 1-1/2" below top course of pour.

5. Bond Beams: Stop grout in vertical cells 1-1/2" below bond beam course. Place horizontal reinforcement in bond beams; lap at corners and intersec-tions as shown. Place grout in bond beam course before filling vertical cores above bond beam.

D. HIGH-LIFT GROUTING

1. Do not use high-lift grouting technique for grouting of CMU unless mini-mum cavity dimension and area is 3" and 10 sq. in., respectively.

2. Provide cleanout holes in first course at all vertical cells which are to be filled with grout.

3. Use units with one face shell removed and provide temporary supports for

units above, or use header units with concrete brick supports, or cut open-ings in one face shell.

4. Construct masonry to full height of maximum height grout pour specified, prior to placing grout.

5. Limit grout lifts to a maximum height of 4' and grout pour to a full height

of wall, unless otherwise indicated.

6. Place vertical reinforcement before grouting. Place before or after laying masonry units, as required by job conditions. Tie vertical reinforcement to dowels at base of masonry where shown and thread CMU over or around

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reinforcement. Support vertical reinforcement at intervals not exceeding 192 bar diameters nor 10'.

7. Where individual bars are placed after laying masonry, place wire loops

extending into cells as masonry is laid and loosen before mortar sets. Af-ter insertion of reinforcement bar, pull loops and bar to proper position and tie free ends.

8. Place horizontal beam reinforcement as the masonry units are laid.

E. PREPARATION OF GROUT SPACES

1. Prior to grouting, inspect and clean grout spaces. Remove dust, dirt, mor-tar droppings, loose pieces of masonry and other foreign materials from grout spaces. Clean reinforcement and adjust to proper position. Clean top surface of structural members supporting masonry to ensure bond. Af-ter final cleaning and inspection, close cleanout holes and brace closures to resist grout pressures.

2. Do not place grout until entire height of masonry to be grouted has at-tained sufficient strength to resist displacement of masonry units and breaking of mortar bond. Install shores and bracing, if required, before starting grouting operations.

3. Place grout by pumping into grout spaces unless alternate methods are acceptable to the Architect. 4. Limit grout pours to sections which can be completed in one working day

with not more than one hour interruption of pouring operation. Place grout in lifts which do not exceed 4ft. Allow not less than 30 minutes, nor more than one hour between lifts of a given pour. Rod or vibrate each grout lift during pouring operation.

5. Place grout in lintels or beams over openings in one continuous pour. 6. Where bond beam occurs more than one course below top of pour, fill

bond beam course to within 1" of vertically reinforced cavities, during construction of masonry.

7. When more than one pour is required to complete a given section of ma-sonry, extend reinforcement beyond masonry as required for splicing. Pour grout to within 1-1/2" of top course of first pour. After grouted ma-sonry is cured, lay masonry units and place reinforcement for second pour section before grouting. Repeat sequence if more pours are required.


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Copyright 2004 and 2005 by The American Institute of Architects (AIA) SECTION 044300 - STONE MASONRY

1. GENERAL

1.1 SUMMARY

A. Section includes the following applications of stone masonry:

1. Anchored to unit masonry backup.

B. Related Sections:

1. Division 04 Section "Unit Masonry". 2. Division 07 Section "Thermal Insulation" for cavity-wall insulation.

C. Products installed, but not furnished, in this Section include:

1. Steel lintels and shelf angles for stone masonry specified in Division 05 Section "Metal Fabrications."

1.2 SUBMITTALS

A. Product Data: For each type of product indicated.

1. For stone varieties proposed for use on Project, include test data indicating compliance with physical properties specified or required by referenced ASTM standards.

B. Samples:

1. For each stone type indicated. 2. For each color of mortar required.

1.3 PROJECT CONDITIONS

A. Protection of Stone Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work.

B. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.

1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and above and will remain so until masonry has dried.

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C. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.

PRODUCTS

1.4 VALLECILLO STONE

A. Provide sound natural stone as follows:

1. Products: Subject to compliance with requirements, provide the following:

1. Vallecillo Stone as supplied by Brick and Tile International, Laredo, Texas, contact Ricardo Garza at 956-722-5038. Stone shall be 3 ½” to 4” thick, 12” to 24” wide and 2 ½” to 12” high.

1.5 MORTAR MATERIALS

A. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated.

1. Low-Alkali Cement: Not more than 0.60 percent total alkali when tested according to ASTM C 114.

B. Hydrated Lime: ASTM C 207, Type S.

C. Masonry Cement: ASTM C 91.

D. Mortar Pigments: Natural and synthetic iron oxides and chromium oxides, compounded for use in mortar mixes. Use only pigments with a record of satisfactory performance in stone masonry mortar.

1. Products: Subject to compliance with requirements, provide the following:

1. Interstar Pigments and Admixtures, Concentrated Mortar Colors. Architect to select from manufacturer’s standard colors.

E. Water: Potable.

1.6 VENEER ANCHORS

A. Materials:

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1. Hot-Dip Galvanized-Steel Sheet: ASTM A 1008/A 1008M, cold-rolled, carbon-steel sheet hot-dip galvanized after fabrication to comply with ASTM A 153/A 153M, Class B-2.

B. Corrugated-Metal Veneer Anchors: Not less than 0.030-inch- thick by 7/8-inch- wide hot-dip galvanized -steel sheet with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch.

1.7 EMBEDDED FLASHING MATERIALS

A. Flexible Flashing: For flashing not exposed to the exterior, use one of the following unless otherwise indicated:

1. Rubberized-Asphalt Flashing: Composite flashing product consisting of a pliable, adhesive rubberized-asphalt compound, bonded to a high-density, cross-laminated polyethylene film to produce an overall thickness of not less than 0.030 inch.

1. Products: Subject to compliance with requirements, provide one of the following:

1) Advanced Building Products Inc.; Peel-N-Seal. 2) Carlisle Coatings & Waterproofing; CCW-705-TWF Thru-Wall

Flashing. 3) Dur-O-Wal, a Dayton Superior Company; Dur-O-Barrier-44. 4) Grace Construction Products, a unit of W. R. Grace & Co. - Conn.;

Perm-A-Barrier Wall Flashing. 5) Heckmann Building Products Inc.; No. 82 Rubberized-Asphalt Thru-

Wall Flashing. 6) Hohmann & Barnard, Inc.; Textroflash. 7) Polyguard Products, Inc.; Polyguard 300. 8) Polytite Manufacturing Corporation; Poly-Barrier Self-Adhering Wall

Flashing. 9) Williams Products, Inc.; Everlastic MF-40.

1.8 MISCELLANEOUS MASONRY ACCESSORIES

A. Cementitious Dampproofing: Cementitious formulations that are recommended by ILI and that are nonstaining to stone, compatible with joint sealants, and noncorrosive to veneer anchors and attachments.

B. Asphalt Dampproofing: asphalt emulsion complying with ASTM D 1227, Type III or IV.

C. Weep Hole/Vent Products: Use one of the following unless otherwise indicated:

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1. Wicking Material: Absorbent rope, made from cotton or UV-resistant synthetic fiber, 1/4 to 3/8 inch in diameter, in length required to produce 2-inch exposure on exterior and 18 inches in cavity behind stone masonry. Use only for weep holes.

D. Expanded Metal Lath: 3.4 lb/sq. yd., self-furring, diamond-mesh lath complying with ASTM C 847. Fabricate from structural-quality, zinc-coated (galvanized) steel sheet complying with ASTM A 653/A 653M, G60.

E. Welded-Wire Lath: ASTM C 933, fabricated into 2-by-2-inch mesh with minimum 0.0625-inch- diameter, galvanized-steel wire.

1.9 MASONRY CLEANERS

A. Proprietary Acidic Cleaner: Manufacturer's standard-strength cleaner designed for removing mortar and grout stains, efflorescence, and other new construction stains from stone masonry surfaces without discoloring or damaging masonry surfaces; expressly approved for intended use by cleaner manufacturer and stone producer.

1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. Diedrich Technologies, Inc. 2. Dominion Restoration Products. 3. EaCo Chem, Inc. 4. Hydrochemical Techniques, Inc. 5. Prosoco, Inc.

1.10 MORTAR MIXES

A. General: Do not use admixtures unless otherwise indicated.

1. Do not use calcium chloride. 2. Limit cementitious materials in mortar to portland cement and lime. 3. Mixing Pointing Mortar: Thoroughly mix cementitious and aggregate materials

together before adding water. Then mix again, adding only enough water to produce a damp, unworkable mix that will retain its form when pressed into a ball. Maintain mortar in this dampened condition for one to two hours. Add remaining water in small portions until mortar reaches desired consistency. Use mortar within 30 minutes of final mixing; do not retemper or use partially hardened material.

B. Mortar for Stone Masonry: Comply with ASTM C 270, Proportion Specification.

1. Mortar for Setting Stone: Type S. 2. Mortar for Pointing Stone: Type N .

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1.11 FABRICATION

A. Select stone to produce pieces of thickness, size, and shape indicated, including details on Drawings. Dress joints (bed and vertical) straight and at right angle to face unless otherwise indicated.

B. Shape stone for type of masonry (pattern) as follows:

1. Sawed-bed, random-range ashlar with random course heights and random lengths (interrupted coursed).

C. Finish exposed faces and edges of stone to comply with requirements indicated for finish and to match approved samples and mockups.

1. Finish: Mixed split face, seam face, and rock face (pitched face).

EXECUTION

1.12 PREPARATION

A. Accurately mark stud centerlines on face of weather-resistant sheathing paper before beginning stone installation.

B. Coat concrete and unit masonry backup with asphalt dampproofing.

1.13 SETTING OF STONE MASONRY, GENERAL

A. Perform necessary field cutting and trimming as stone is set.

1. Use power saws to cut stone that is fabricated with saw-cut surfaces. 2. Use hammer and chisel to split stone that is fabricated with split surfaces.

B. Sort stone before it is placed in wall to remove stone that does not comply with requirements relating to aesthetic effects, physical properties, or fabrication, or that is otherwise unsuitable for intended use.

C. Arrange stones in range ashlar pattern with course heights as indicated, random lengths, and uniform joint widths, with offset between vertical joints as indicated.

D. Arrange stones in broken-range ashlar pattern with uniform course heights, random lengths, and uniform joint widths.

E. Arrange stones in three-course, random-range ashlar pattern with random course heights, random lengths (interrupted coursed), and uniform joint widths.

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F. Arrange stones in [coursed] [uncoursed] rubble pattern with joint widths within tolerances indicated.[ Insert small stones into spaces between larger stones as needed to produce joints as uniform in width as practical.]

G. Arrange stones in polygonal (mosaic) pattern with uniform joint widths.

H. Arrange stones with color and size variations uniformly dispersed for an evenly blended appearance.

I. Maintain uniform joint widths except for variations due to different stone sizes and where minor variations are required to maintain bond alignment if any. Lay walls with joints not less than 3/8 inch at narrowest points or more than 5/8 inch at widest points.

J. Provide sealant joints of widths and at locations indicated.

1. Keep sealant joints free of mortar and other rigid materials. 2. Sealing joints is specified in Division 07 Section "Joint Sealants."

K. Install embedded flashing and weep holes at shelf angles, lintels, ledges, other obstructions to downward flow of water in wall, and where indicated.

1. At lintels and shelf angles, extend flashing full length of angles but not less than 6 inches into masonry at each end.

2. At sills, extend flashing not less than 4 inches at ends. 3. At ends of head and sill flashing turn up not less than 2 inches to form end dams. 4. Extend sheet metal flashing 1/2 inch beyond face of masonry at exterior and turn

flashing down to form a drip. 5. Install metal drip edges beneath flexible flashing at exterior face of wall. Stop

flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal drip edge.

6. Install metal flashing termination beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch back from outside face of wall and adhere flexible flashing to top of metal flashing termination.

7. Cut flexible flashing flush with face of wall after masonry wall construction is completed.

L. Place weep holes and vents in joints where moisture may accumulate, including at base of cavity walls, above shelf angles, and at flashing.

1. Use wicking material to form weep holes. 2. Use wicking material to form weep holes above flashing in stone sills. Turn

wicking down at lip of sill to be as inconspicuous as possible. 3. Space weep holes 16 inches o.c.

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1.14 CONSTRUCTION TOLERANCES

A. Variation from Plumb: For vertical lines and surfaces, do not exceed 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2 inch in 40 feet or more. For external corners, expansion joints, control joints, and other conspicuous lines, do not exceed 1/4 inch in 20 feet or 1/2 inch in 40 feet or more.

B. Variation from Level: For bed joints and lines of exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines, do not exceed 1/4 inch in 20 feet or 1/2 inch in 40 feet or more.

C. Variation of Linear Building Line: For position shown in plan, do not exceed 1/2 inch in 20 feet or 3/4 inch in 40 feet or more.

1.15 INSTALLATION OF ANCHORED STONE MASONRY

A. Anchor stone masonry to concrete with corrugated-metal veneer anchors unless otherwise indicated. Secure anchors by inserting dovetailed ends into dovetail slots in concrete.

B. Embed veneer anchors in mortar joints of stone masonry at least halfway, but not less than 1-1/2 inches, through stone masonry and with at least 5/8-inch cover on outside face.

1. Install continuous wire reinforcement in horizontal joints and attach to seismic veneer anchors as stone is set.

C. Space anchors not more than 16 inches o.c. vertically and 24 inches o.c. horizontally. Install additional anchors within 12 inches of openings, sealant joints, and perimeter at intervals not exceeding 12 inches.

D. Set stone in full bed of mortar with full head joints unless otherwise indicated. Build anchors into mortar joints as stone is set.

E. Provide 1-inch cavity between stone masonry and backup construction unless otherwise indicated. Keep cavity free of mortar droppings and debris.

1. Place mortar spots in cavity at veneer anchors to maintain spacing. 2. Slope beds toward cavity to minimize mortar protrusions into cavity.

1.16 POINTING

A. Prepare stone-joint surfaces for pointing with mortar by removing dust and mortar particles. Where setting mortar was removed to depths greater than surrounding areas, apply pointing mortar in layers not more than 3/8 inch deep until a uniform depth is formed.

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B. Point stone joints by placing and compacting pointing mortar in layers not more than 3/8 inch deep. Compact each layer thoroughly and allow to become thumbprint hard before applying next layer.

1.17 ADJUSTING AND CLEANING

A. In-Progress Cleaning: Clean stone masonry as work progresses. Remove mortar fins and smears before tooling joints.

B. Final Cleaning: After mortar is thoroughly set and cured, clean stone masonry as follows:

1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels.

2. Test cleaning methods on mockup; leave one-half of panel uncleaned for comparison purposes.

3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent, polyethylene film, or waterproof masking tape.

4. Wet wall surfaces with water before applying cleaner; remove cleaner promptly by rinsing thoroughly with clear water.

5. Clean stone masonry by bucket and brush hand-cleaning method described in BIA Technical Note No. 20 Revised II, using job-mixed detergent solution.

6. Clean stone masonry with proprietary acidic cleaner applied according to manufacturer's written instructions.

7. Clean limestone masonry to comply with recommendations in ILI's "Indiana Limestone Handbook."

1.18 EXCESS MATERIALS AND WASTE

A. Disposal as Fill Material: Dispose of clean masonry waste, including mortar and excess or soil-contaminated sand, by crushing and mixing with fill material as fill is placed.

1. Do not dispose of masonry waste as fill within 18 inches of finished grade.


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SECTION 051200 - STRUCTURAL STEEL PART 1 - GENERAL 1.1 RELATED DOCUMENTS


1.2 SUMMARY

A. This Section includes fabrication and erection of structural steel work, as shown on drawings including schedules, notes, and details showing size and location of mem-bers, typical connections, and types of steel required.

1. Structural steel is that work defined in American Institute of Steel Construction

(AISC) "Code of Standard Practice" and as otherwise shown on drawings. 2. Miscellaneous Metal Fabrications are specified elsewhere in Division 5. 3. Refer to Division 3 for anchor bolt installation in concrete, Division 4 for anchor

bolt installation in masonry. 1.3 SUBMITTALS


B. Product data or manufacturer's specifications and installation instructions for follow-

ing products. Include laboratory test reports and other data to show compliance with specifications (including specified standards).

1. Structural steel (each type), including certified copies of mill reports covering

chemical and physical properties. 2. High-strength bolts (each type), including nuts and washers. 3. Structural steel primer paint. 4. Shrinkage-resistant grout.

C. Shop drawings prepared under supervision of a licensed Structural Engineer, including

complete details and schedules for fabrication and assembly of structural steel mem-bers, procedures, and diagrams.

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1. Include details of cuts, connections, camber, holes, and other pertinent data. In-dicate welds by standard AWS symbols and show size, length, and type of each weld.

2. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed as work of other sections.

D. Test reports conducted on shop- and field-bolted and welded connections. Include

data on type(s) of tests conducted and test results.

E. Certified copies of each survey conducted by a licensed Land Surveyor, showing ele-vations and locations of base plates and anchor bolts to receive structural steel and fi-nal elevations and locations for major members. Indicate discrepancies between ac-tual installation and contract documents.


A. Codes and Standards: Comply with provisions of following, except as otherwise indi-cated:

1. American Institute of Steel Construction (AISC) "Code of Standard Practice for

Steel Buildings and Bridges."

a. "This approval constitutes the owner's acceptance of all responsibility for the design

adequacy of any detail configuration of connections developed by the fab-ricator as a part of his preparation of these shop drawings."

2. AISC "Specifications for Structural Steel Buildings," including "Commentary." 3. "Specifications for Structural Joints using ASTM A 325 or A 490 Bolts" ap-

proved by the Research Council on Structural Connections. 4. American Welding Society (AWS) D1.1 "Structural Welding Code - Steel." 5. ASTM A 6 "General Requirements for Delivery of Rolled Steel Plates, Shapes,

Sheet Piling and Bars for Structural Use."

B. Qualifications for Welding Work: Qualify welding procedures and welding operators in accordance with AWS "Qualification" requirements.

1. Provide certification that welders to be employed in work have satisfactorily

passed AWS qualification tests. 2. If recertification of welders is required, retesting will be Contractor's responsi-

bility. 1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials to site at such intervals to ensure uninterrupted progress of work.

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B. Deliver anchor bolts and anchorage devices, which are to be embedded in

cast-in-place concrete or masonry, in ample time to not to delay work.

C. Store materials to permit easy access for inspection and identification. Keep steel members off ground by using pallets, platforms, or other supports. Protect steel mem-bers and packaged materials from erosion and deterioration. If bolts and nuts become dry or rusty, clean and relubricate before use.

1. Do not store materials on structure in a manner that might cause distortion or

damage to members or supporting structures. Repair or replace damaged mate-rials or structures as directed.


A. Metal Surfaces, General: For fabrication of work that will be exposed to view, use only materials that are smooth and free of surface blemishes including pitting, rust and scale seam marks, roller marks, rolled trade names, and roughness. Remove such blemishes by grinding, or by welding and grinding, prior to cleaning, treating, and ap-plying surface finishes.

B. Structural Steel Shapes, Plates, and Bars: ASTM A 36.

C. Cold-Formed Steel Tubing: ASTM A 500, Grade B.

D. Hot-Formed Steel Tubing: ASTM A 501.

E. Steel Pipe: ASTM A 53, Type E or S, Grade B; or ASTM A 501.

1. Finish: Black, except where indicated to be galvanized.

F. Steel Castings: ASTM A 27, Grade 65-35, medium-strength carbon steel.

G. Headed Stud-Type Shear Connectors: ASTM A 108, Grade 1015 or 1020,

cold-finished carbon steel with dimensions complying with AISC Specifications.

H. Anchor Bolts: ASTM A 307, nonheaded type unless otherwise indicated.

I. Unfinished Threaded Fasteners: ASTM A 307, Grade A, regular low-carbon steel bolts and nuts.

1. Provide hexagonal heads and nuts for all connections.

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2. Provide either hexagonal or square heads and nuts, except use only hexagonal units for exposed connections.

J. High-Strength Threaded Fasteners: Heavy hexagon structural bolts, heavy hexagon

nuts, and hardened washers, as follows:

1. Quenched and tempered medium-carbon steel bolts, nuts, and washers, comply-ing with ASTM A 325.

i. Where indicated as galvanized, provide units that are zinc coated, either

mechanically deposited complying with ASTM B 695, Class 50, or hot-dip galvanized complying with ASTM A 153.

K. Direct Tension Indicators: ASTM F 959, type as required.

1. Use at Contractor's option.

L. Electrodes for Welding: Comply with AWS Code.

M. Structural Steel Primer Paint: GPA-313

N. Nonmetallic Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive, non-

staining product containing selected silica sands, Portland cement, shrinkage compen-sating agents, plasticizing and water-reducing agents, complying with CE-CRD-C621.


may be incorporated in the work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the follow-

ing:

a. 100 Non-Shrink Grout (Non-Metallic); Conspec, Inc. b. Supreme Grout; Cormix, Inc. c. Sure Grip Grout; Dayton Superior. d. Euco N.S.; Euclid Chemical Co. e. Crystex; L & M Construction Chemicals, Inc. f. Masterflow 713; Master Builders. g. Sealtight 588 Grout; W. R. Meadows. h. Propak; Protex Industries, Inc. i. Set Non-Shrink; Set Products, Inc. j. Five Star Grout; U.S. Grout Corp.

2.2 FABRICATION

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A. Shop Fabrication and Assembly: Fabricate and assemble structural assemblies in shop to greatest extent possible. Fabricate items of structural steel in accordance with AISC Specifications and as indicated on final shop drawings. Provide camber in structural members where indicated.

1. Properly mark and match-mark materials for field assembly. Fabricate for de-

livery sequence that will expedite erection and minimize field handling of mate-rials.

2. Where finishing is required, complete assembly, including welding of units, be-fore start of finishing operations. Provide finish surfaces of members exposed in final structure free of markings, burrs, and other defects.

B. Connections: Weld or bolt shop connections, as indicated.

C. Bolt field connections, except where welded connections or other connections are in-

dicated.

1. Provide high-strength threaded fasteners for principal bolted connections, except where unfinished bolts are indicated.

2. Provide unfinished threaded fasteners for only bolted connections of secondary framing members to primary members (including purlins, girts, and other fram-ing members taking only nominal stresses) and for temporary bracing to facili-tate erection.

D. High-Strength Bolted Construction: Install high-strength threaded fasteners in accor-

dance with AISC "Specifications for Structural Joints using ASTM A 325 or A 490 Bolts."

E. Welded Construction: Comply with AWS Code for procedures, appearance and qual-

ity of welds, and methods used in correcting welding work.

F. Assemble and weld built-up sections by methods that will produce true alignment of axes without warp.

G. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear

connectors. Weld shear connectors in field, spaced as shown, to beams and girders in composite construction. Use automatic end welding of headed stud shear connectors in accordance with manufacturer's printed instructions.

H. Steel Wall Framing: Select members that are true and straight for fabrication of steel

wall framing. Straighten as required to provide uniform, square, and true members in completed wall framing.

I. Build up welded door frames attached to structural steel framing. Weld exposed joints

continuously and grind smooth. Plug-weld steel bar stops to frames, except where shown removable.

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Secure removable stops to frames with countersunk, cross-recessed head machine screws, uniformly spaced not more than 10 inches o.c., unless otherwise indicated.

J. Holes for Other Work: Provide holes required for securing other work to structural

steel framing and for passage of other work through steel framing members, as shown on final shop drawings.

K. Provide threaded nuts welded to framing and other specialty items as indicated to re-

ceive other work.

L. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in bearing plates.

M. Expansion Joints: Provide expansion joints in steel shelf angles when part of struc-

tural steel frame; locate at vertical brick expansion joints as indicated on drawings. N. All structural components shall be hot dipped galvanized.

2.3 SOURCE QUALITY CONTROL

A. General: Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by a qualified inspection agency. Such inspections and tests will not relieve Contractor of responsibility for providing materials and fab-rication procedures in compliance with specified requirements.

1. Promptly remove and replace materials or fabricated components that do not

comply. B. Design of Members and Connections: Details shown are typical; similar details apply

to similar conditions, unless otherwise indicated. Verify dimensions at site whenever possible without causing delay in the work.

1. Promptly notify Engineer whenever design of members and connections for any

portion of structure are not clearly indicated. PART 3 - EXECUTION 3.1 ERECTION

A. Surveys: Employ a licensed land surveyor for accurate erection of structural steel. Check elevations of concrete and masonry bearing surfaces, and locations of anchor bolts and similar devices, before erection work proceeds, and report discrepancies to Architect. Do not proceed with erection until corrections have been made or until compensating adjustments to structural steel work have been agreed upon with Engi-neer.

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B. Temporary Shoring and Bracing: Provide temporary shoring and bracing members with connections of sufficient strength to bear imposed loads. Remove temporary members and connections when permanent members are in place and final connec-tions are made. Provide temporary guy lines to achieve proper alignment of structures as erection proceeds.

C. Temporary Planking: Provide temporary planking and working platforms as neces-

sary to effectively complete work.

D. Setting Bases and Bearing Plates: Clean concrete and masonry bearing surfaces of bond-reducing materials and roughen to improve bond to surfaces. Clean bottom sur-face of base and bearing plates.

1. Set loose and attached base plates and bearing plates for structural members on

wedges or other adjusting devices. 2. Tighten anchor bolts after supported members have been positioned and

plumbed. Do not re move wedges or shims, but if protruding, cut off flush with edge of base or bearing plate prior to packing with grout.

3. Pack grout solidly between bearing surfaces and bases or plates to ensure that no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure.

4. For proprietary grout materials, comply with manufacturer's instructions.

E. Field Assembly: Set structural frames accurately to lines and elevations indicated. Align and adjust various members forming part of complete frame or structure before permanently fastening. Clean bearing surfaces and other surfaces that will be in per-manent contact before assembly. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

F. Level and plumb individual members of structure within specified AISC tolerances.

G. Establish required leveling and plumbing measurements on mean operating tempera-

ture of structure. Make allowances for difference between temperature at time of erec-tion and mean temperature at which structure will be when completed and in service.

H. Splice members only where indicated and accepted on shop drawings.

I. Erection Bolts: On exposed welded construction, remove erection bolts, fill holes

with plug welds, and grind smooth at exposed surfaces.

1. Comply with AISC Specifications for bearing, adequacy of temporary connec-tions, alignment, and removal of paint on surfaces adjacent to field welds.

2. Do not enlarge unfair holes in members by burning or by using drift pins, except in secondary bracing members. Ream holes that must be enlarged to admit bolts.

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J. Gas Cutting: Do not use gas cutting torches in field for correcting fabrication errors in primary structural framing. Cutting will be permitted only on secondary members that are not under stress, as acceptable to Engineer. Finish gas-cut sections equal to a sheared appearance when permitted.

K. Touch-Up Painting: Immediately after erection, clean field welds, bolted connections,

and abraded areas of shop paint. Apply paint to exposed areas using same material as used for shop painting.

1. Apply by brush or spray to provide minimum dry film thickness of 1.5 mils.

3.2 QUALITY CONTROL

A. Owner will engage an independent testing and inspection agency to inspect high-strength bolted connections and welded connections and to perform tests and prepare test reports.

B. Testing agency shall conduct and interpret tests, state in each report whether test

specimens comply with requirements, and specifically state any deviations therefrom.

C. Provide access for testing agency to places where structural steel work is being fabri-cated or produced so that required inspection and testing can be accomplished.

D. Testing agency may inspect structural steel at plant before shipment.

E. Correct deficiencies in structural steel work that inspections and laboratory test reports

have indicated to be not in compliance with requirements. Perform additional tests, at Contractor's expense, as necessary to reconfirm any noncompliance of original work and to show compliance of corrected work.

F. Shop-Bolted Connections: Inspect or test in accordance with AISC specifications.

G. Shop Welding: Inspect and test during fabrication of structural steel assemblies, as

follows:

1. Certify welders and conduct inspections and tests as required. Record types and locations of defects found in work. Record work required and performed to cor-rect deficiencies.

2. Perform visual inspection of all welds. 3. Perform tests of welds as follows. Inspection procedures listed are to be used at

Contractor's option.

a. Liquid Penetrant Inspection: ASTM E 165. b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and

on finished weld. Cracks or zones of incomplete fusion or penetration not acceptable.

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c. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum qual-ity level "2-2T."

d. Ultrasonic Inspection: ASTM E 164.

H. Field-Bolted Connections: Inspect in accordance with AISC specifications.

I. Field Welding: Inspect and test during erection of structural steel as follows:

4. Certify welders and conduct inspections and tests as required. Record types and locations of defects found in work. Record work required and performed to cor-rect deficiencies.

5. Perform visual inspection of all welds. 6. Perform tests of welds as follows when indicated on plan details or as required

when visual inspection of weld is not acceptable:

a. Liquid Penetrant Inspection: ASTM E 165. b. Magnetic Particle Inspection: ASTM E 709; performed on root pass

and on fin ished weld. Cracks or zones of incomplete fusion or penetra-tion not acceptable.

c. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2-2T."

d. Ultrasonic Inspection: ASTM E 164. END OF SECTION 051200

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SECTION 052200 - STEEL JOISTS AND JOIST GIRDERS PART 1 - GENERAL 1.1 RELATED DOCUMENTS


1.2 SUMMARY

A. This Section includes steel joists and joist girders for floor and roof framing. Types of joists required include the following:

1. K-Series Open Web Steel Joists. 2. LH-Series Longspan Steel Joists. 3. DLH-Series Deep Longspan Steel Joists. 4. Joist Girders.

B. Refer to Division 3 Sections for installation of anchors set in concrete.

C. Refer to Division 4 Sections for installation of anchors set in masonry.

1.3 SUBMITTALS


B. Product data and installation instructions for each type of joist and accessories.

1. Include manufacturer's certification that joists comply with SJI "Specifications."

C. Shop drawings showing layout of joist members, special connections, joining and ac-

cessories. Include mark, number, type, location and spacing of joists and bridging.

1. Provide templates or location drawings for installation of anchor bolts and metal bearing plates.


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A. General: Provide joists fabricated in compliance with Steel Joist Institute (SJI) "Stan-

dard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders."

B. Qualification of Field Welding: Qualify welding processes and welding operators in accordance with American Welding Society (AWS) "Structural Welding Code - Steel," AWS D1.1.

C. Inspection: Inspect joists and girders in accordance with SJI "Specifications."

1.5 DELIVERY, STORAGE AND HANDLING

A. Deliver, store and handle steel joists as recommended in SJI "Specifications." Handle and store joists in a manner to avoid deforming members and to avoid excessive stresses.


A. Steel: Comply with SJI "Specifications" for chord and web sections.

B. Steel Bearing Plates: ASTM A 36.

C. Unfinished Threaded Fasteners: ASTM A 307, Grade A, regular hexagon type, low carbon steel.

D. Steel Prime Paint: Comply with SJI "Specifications."

E. Steel Prime Paint: Manufacturer's standard.

2.2 FABRICATION

A. General: Fabricate steel joists in accordance with SJI "Specification."

B. Holes in Chord Members: Provide holes in chord members where shown for securing other work to steel joists; however, deduct area of holes from the area of chord when calculating strength of member.

C. Extended End: Provide extended ends on joists where indicated, complying with SJI

"Specifications" and load tables.

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D. Ceiling Extension: Provide ceiling extensions in areas having ceilings attached di-rectly to joist bottom chord. Provide either an extended bottom chord element or a separate unit, to suit manufacturer's standards, of sufficient strength to support ceiling construction. Extend ends to within 1/2 inch of finished wall surface, unless otherwise indicated.

E. Top Chord Extension: Provide top chord extensions ("S" type) on joists where indi-

cated, complying with SJI "Specifications" and load tables.

F. Bridging: Provide horizontal or diagonal type bridging for joists and joist girders, complying with SJI "Specifications."

1. Provide bridging anchors for ends of bridging lines terminating at walls or

beams.

G. End Anchorage: Provide end anchorages, including steel bearing plates, to secure joists to adjacent construction, complying with SJI "Specifications."

H. Header Units: Provide header units to support tail joists at openings in floor or roof

system not framed with steel shapes.

I. Shop Painting: Remove loose scale, heavy rust, and other foreign materials from fab-ricated joists and accessories before application of shop paint.

1. Apply one shop coat of steel prime paint to joists and accessories, by spraying,

dipping, or other method to provide a continuous dry paint film thickness of not less than 0.50 mil.

PART 3 - EXECUTION 3.1 ERECTION

A. Place and secure steel joists in accordance with SJI "Specifications," final shop draw-ings, and as herein specified.

B. Anchors: Furnish anchor bolts, steel bearing plates, and other devices to be built into

concrete and masonry construction.

1. Provide unfinished threaded fasteners for anchor bolts, unless high strength bolts indicated.

C. Placing Joists: Do not start placement of steel joists until supporting work is in place

and secured. Place joists on supporting work, adjust and align in accurate locations and spacing before permanently fastening.

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D. Provide temporary bridging, connections, and anchors to ensure lateral stability during

construction.

1. Where "open-web" joist lengths are 40 feet and longer, install a center row of bolted bridging to provide lateral stability before slackening of hoisting lines.

E. Bridging: Install bridging simultaneously with joist erection, before construction

loads are applied. Anchor ends of bridging lines at top and bottom chords where ter-minating at walls or beams.

F. Fastening Joists: Comply with the following:

1. Field weld joists to supporting steel framework and steel bearing plates where

indicated in accordance with SJI "Specifications" for type of joists used. Coor-dinate welding sequence and procedure with placing of joists.

2. Bolt joists to supporting steel framework in accordance with SJI "Specifica-tions" for type of joists used.

a. Use unfinished threaded fasteners for bolted connections, unless otherwise

indicated.

G. Touch-Up Painting: After joist installation, wire brush welded areas, abraded or rusty surfaces, and clean with solvent. Paint field-applied bolt heads and nuts and prepared surfaces on joists and steel supporting members. Use same type of paint as used for shop painting.

H. Touch-Up Painting: Cleaning and touch-up painting of field welds, abraded areas, and

rust spots of shop painting is included under Division 9 painting work. END OF SECTION 052200

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Copyright 2003 and 2005 by The American Institute of Architects (AIA) SECTION 053100 - STEEL DECKING PART 1 - GENERAL

1.1 SUMMARY


1. Roof deck.

1.2 SUBMITTALS

A. Product Data: For each type of deck, accessory, and product indicated.

B. Shop Drawings: Show layout and types of deck panels, anchorage details, reinforcing channels, pans, cut deck openings, special jointing, accessories, and attachments to other construction.

C. Product certificates.

D. Welding certificates.


A. Welding: Qualify procedures and personnel according to AWS D1.3, "Structural Welding Code - Sheet Steel."

B. Fire-Test-Response Characteristics: Where indicated, provide steel deck units identical to those tested for fire resistance per ASTM E 119 by a testing and inspecting agency acceptable to authorities having jurisdiction.

1. Fire-Resistance Ratings: Indicated by design designations of applicable testing and inspecting agency.

2. Steel deck units shall be identified with appropriate markings of applicable testing and inspecting agency.

C. AISI Specifications: Comply with calculated structural characteristics of steel deck according to AISI's "North American Specification for the Design of Cold-Formed Steel Structural Members.”

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1.4 DELIVERY, STORAGE, AND HANDLING

A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling.

B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof covering and ventilate to avoid condensation.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

B. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. ASC Profiles, Inc. 2. Canam Steel Corp.;The Canam Manac Group. 3. Consolidated Systems, Inc. 4. DACS, Inc. 5. D-Mac Industries Inc. 6. Epic Metals Corporation. 7. Marlyn Steel Decks, Inc. 8. New Millennium Building Systems, LLC. 9. Nucor Corp.; Vulcraft Division. 10. Roof Deck, Inc. 11. United Steel Deck, Inc. 12. Valley Joist; Division of EBSCO Industries, Inc. 13. Verco Manufacturing Co. 14. Wheeling Corrugating Company; Div. of Wheeling-Pittsburgh Steel Corporation.

2.2 ROOF DECK

A. Steel Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with "SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 30, and with the following:

1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade , G90 (Z275) zinc coating.

2. Deck Profile: Type WR, wide rib. 3. Profile Depth: 3 inches 4. Design Uncoated-Steel Thickness: As indicated on drawings

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2.3 ACCESSORIES

A. General: Provide manufacturer's standard accessory materials for deck that comply with requirements indicated.

B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumatically driven carbon-steel fasteners; or self-drilling, self-threading screws.

C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steel screws, No. 10 (4.8-mm) minimum diameter.

D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber.

E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), not less than 0.0359-inch (0.91-mm) design uncoated thickness, of same material and finish as deck; of profile indicated or required for application.

F. Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install deck panels and accessories according to applicable specifications and commentary in SDI Publication No. 30, manufacturer's written instructions, requirements in this Section, and as indicated.

B. Place deck panels on supporting frame and adjust to final position with ends accurately aligned and bearing on supporting frame before being permanently fastened. Do not stretch or contract side-lap interlocks.

C. Place deck panels flat and square and fasten to supporting frame without warp or deflection.

D. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck.

E. Provide additional reinforcement and closure pieces at openings as required for strength, continuity of deck, and support of other work.

F. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used for correcting welding work.

G. Mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanical fasteners and install according to deck manufacturer's written instructions.

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H. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches (38 mm).

I. Miscellaneous Roof-Deck Accessories: Install ridge and valley plates, finish strips, end closures, and reinforcing channels according to deck manufacturer's written instructions. Weld or mechanically fasten to substrate to provide a complete deck installation.

1. Weld cover plates at changes in direction of roof-deck panels, unless otherwise indicated.

3.2 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports.

B. Field welds will be subject to inspection.

C. Testing agency will report inspection results promptly and in writing to Contractor and Architect.

D. Remove and replace work that does not comply with specified requirements.

E. Additional inspecting, at Contractor's expense, will be performed to determine compliance of corrected work with specified requirements.

3.4 REPAIRS

A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions.

B. Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of prime-painted deck immediately after installation, and apply repair paint.


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SECTION 055000 - METAL FABRICATIONS PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to work of this Section.

1.2 SUMMARY

A. This section includes the following metal fabrications:

1. Rough hardware. 2. Miscellaneous framing and supports for the following:

b. Applications where framing and supports are not specified in other sec-tions.

B. Related Sections: The following sections contain requirements that relate to this sec-tion:

1. Division 5 Section "Structural Steel" for structural steel framing system compo-

nents. 1.3 DEFINITIONS

A. Definitions in ASTM E 985 for railing-related terms apply to this section. 1.4 SYSTEM PERFORMANCE REQUIREMENTS

B. Structural Performance: Design, engineer, fabricate, and install the following metal fabrications to withstand the following structural loads without exceeding the allow-able design working stress of the materials involved, including anchors and connec-tions. Apply each load to produce the maximum stress in each respective component of each metal fabrication.

1.5 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and Division 1 Specification Sections.

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B. Product data for products used in miscellaneous metal fabrications, including paint products and grout.

C. Shop drawings detailing fabrication and erection of each metal fabrication indicated.

Include plans, elevations, sections, and details of metal fabrications and their connec-tions. Show anchorage and accessory items. Provide templates for anchors and bolts specified for installation under other sections.

1. Where installed metal fabrications are indicated to comply with certain design

loadings, include structural computations, material properties, and other infor-mation needed for structural analysis that has been signed and sealed by the qualified professional engineer who was responsible for their preparation.

D. Samples representative of materials and finished products as may be requested by Ar-

chitect.

E. Welder certificates signed by Contractor certifying that welders comply with require-ments specified under "Quality Assurance" article.

F. Qualification data for firms and persons specified in "Quality Assurance" article to

demonstrate their capabilities and experience. Include list of completed projects with project name, addresses, names of Architects and Owners, and other information specified.


A. Fabricator Qualifications: Firm experienced in successfully producing metal fabrica-tions similar to that indicated for this Project, with sufficient production capacity to produce required units without causing delay in the Work.

B. Installer Qualifications: Arrange for installation of metal fabrications specified in this

section by same firm that fabricated them.

C. Qualify welding processes and welding operators in accordance with AWS D1.1 "Structural Welding Code - Steel," D1.3 "Structural Welding Code - Sheet Steel", and D1.2 "Structural Welding Code - Aluminum."

1. Certify that each welder has satisfactorily passed AWS qualification tests for

welding processes involved and, if pertinent, has undergone recertification.

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D. Engineer Qualifications: Professional engineer licensed to practice in jurisdiction where project is located and experienced in providing engineering services of the kind indicated that have resulted in the successful installation of metal fabrications similar in material, design, and extent to that indicated for this Project.


A. Field Measurements: Check actual locations of walls and other construction to which metal fabrications must fit, by accurate field measurements before fabrication; show recorded measurements on final shop drawings. Coordinate fabrication schedule with construction progress to avoid delay of Work.

1. Where field measurements cannot be made without delaying the Work, guaran-

tee dimensions and proceed with fabrication of products without field measure-ments. Coordinate construction to ensure that actual opening dimensions corre-spond to guaranteed dimensions. Allow for trimming and fitting.

PART 2 - PRODUCTS 2.1 FERROUS METALS

A. Metal Surfaces, General: For metal fabrications exposed to view upon completion of the Work, provide materials selected for their surface flatness, smoothness, and free-dom from surface blemishes. Do not use materials whose exposed surfaces exhibit pitting, seam marks, roller marks, rolled trade names, roughness, and, for steel sheet, variations in flatness exceeding those permitted by reference standards for stretcher-leveled sheet.

B. Steel Plates, Shapes, and Bars: ASTM A 36.

C. Rolled Steel Floor Plates: ASTM A 786.

D. Steel Bars for Gratings: ASTM A 569 or ASTM A 36.

E. Wire Rod for Grating Cross Bars: ASTM A 510.

F. Steel Tubing: Product type (manufacturing method) and as follows:

1. Cold-Formed Steel Tubing: ASTM A 500, grade as indicated below:

a. Grade A, unless otherwise indicated or required for design loading.

b. Grade B, unless otherwise indicated or required for design loading.

2. Hot-Formed Steel Tubing: ASTM A 501.

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a. For exterior installations and where indicated, provide tubing with hot-dip

galvanized coating per ASTM A 53.

G. Uncoated Structural Steel Sheet: Product type (manufacturing method), quality, and grade, as follows: 1. Cold-Rolled Structural Steel Sheet: ASTM A 611, grade as follows:

a. Grade A, unless otherwise indicated or required by design loading.

2. Hot-Rolled Structural Steel Sheet: ASTM A 570, grade as follows:

a. Grade 30, unless otherwise indicated or required by design loading.

H. Uncoated Steel Sheet: Commercial quality, product type (method of manufacture) as

follows:

1. Cold-Rolled Steel Sheet: ASTM A 366.

I. Galvanized Steel Sheet: Quality as follows:

1. Structural Quality: ASTM A 446; Grade A, unless another grade required for design loading, and G90 coating designation unless otherwise indicated.

J. Steel Pipe: ASTM A 53; finish, type, and weight class as follows:

1. Black finish, unless otherwise indicated.

2. Galvanized finish for exterior installations and where indicated. 3. Type F, standard weight (schedule 40), unless otherwise indicated, or another

weight, type, and grade required by structural loads.

K. Gray Iron Castings: ASTM A 48, Class 30.

L. Malleable Iron Castings: ASTM A 47, grade 32510.

M. Brackets, Flanges and Anchors: Cast or formed metal of the same type material and finish as supported rails, unless otherwise indicated.

N. Concrete Inserts: Threaded or wedge type; galvanized ferrous castings, either malle-

able iron, ASTM A 47, or cast steel, ASTM A 27. Provide bolts, washers, and shims as required, hot-dip galvanized per ASTM A 153.

O. Welding Rods and Bare Electrodes: Select in accordance with AWS specifications for

the metal alloy to be welded.

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2.2 GROUT AND ANCHORING CEMENT

A. Nonshrink Metallic Grout: Premixed, factory-packaged, ferrous aggregate grout com-plying with CE CRD-C 621, specifically recommended by manufacturer for heavy duty loading applications of type specified in this section.

B. Nonshrink Nonmetallic Grout: Premixed, factory-packaged, nonstaining, noncorro-

sive, nongaseous grout complying with CE CRD- C 621. Provide grout specifically recommended by manufacturer for interior and exterior applications of type specified in this section.

C. Interior Anchoring Cement: Factory-prepackaged, nonshrink, nonstaining, hydraulic

controlled expansion cement formulation for mixing with water at Project site to cre-ate pourable anchoring, patching, and grouting compound. Use for interior applica-tions only.

D. Erosion-Resistant Anchoring Cement: Factory-prepackaged, nonshrink, nonstaining,

hydraulic controlled expansion cement formulation for mixing with water at Project site to create pourable anchoring, patching, and grouting compound. Provide formula-tion that is resistant to erosion from water exposure without need for protection by a sealer or waterproof coating and is recommended for exterior use by manufacturer.

E. Available Products: Subject to compliance with requirements, products that may be

incorporated in the Work include but are not limited to the following:

F. Products: Subject to compliance with requirements, provide one of the following:

1. Nonshrink Metallic Grouts:

a. "Metox RM"; Chem-Masters Corp. b. "Hi Mod Grout"; Euclid Chemical Co. c. "Embeco 885 and 636"; Master Builders. d. "Ferrolith G Redi-Mix and G-NC"; Sonneborn Building Products Div.,

Rexnord Chemical Products, Inc. e. "Stoncrete MG1"; Stonhard, Inc.

2. Nonshrink Nonmetallic Grouts:

a. "Bonsal Construction Grout"; W. R. Bonsal Co. b. "Diamond-Crete Grout"; Concrete Service Materials Co. c. "Euco N-S Grout"; Euclid Chemical Co. d. "Kemset"; Chem-Masters Corp.

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e. "Crystex"; L & M Construction Chemicals, Inc. f. "Masterflow 713"; Master Builders. g. "Sealtight 588 Grout"; W. R. Meadows, Inc. h. "Sonogrout"; Sonneborn Building Products Div., Rexnord Chemical

Products, Inc. i. "Stoncrete NM1"; Stonhard, Inc. j. "Five Star Grout"; U. S. Grout Corp. k. "Vibropruf #11"; Lambert Corp.

2.3 FASTENERS

A. General: Provide zinc-coated fasteners for exterior use or where built into exterior walls. Select fasteners for the type, grade, and class required.

B. Bolts and Nuts: Regular hexagon head type, ASTM A 307, Grade A.

C. Lag Bolts: Square head type, FS FF-B-561.

D. Machine Screws: Cadmium plated steel, FS FF-S-92.

E. Wood Screws: Flat head carbon steel, FS FF-S-111.

F. Plain Washers: Round, carbon steel, FS FF-W-92.

G. Drilled-In Expansion Anchors: Expansion anchors complying with FS FF-S-325,

Group VIII (anchors, expansion, [nondrilling]), Type I (internally threaded tubular ex-pansion anchor); and machine bolts complying with FS FF-B-575, Grade 5.

H. Toggle Bolts: Tumble-wing type, FS FF-B-588, type, class, and style as required.

I. Lock Washers: Helical spring type carbon steel, FS FF-W-84.

2.4 PAINT

A. Shop Primer for Ferrous Metal: Manufacturer's or fabricator's standard, fast-curing, lead-free, universal modified alkyd primer selected for good resistance to normal at-mospheric corrosion, for compatibility with finish paint systems indicated, and for ca-pability to provide a sound foundation for field-applied topcoats despite prolonged ex-posure complying with performance requirements of FS TT-P-645.

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B. Galvanizing Repair Paint: High zinc dust content paint for regalvanizing welds in gal-vanized steel, with dry film containing not less than 94 percent zinc dust by weight, and complying with DOD-P-21035 or SSPC-Paint-20.

C. Bituminous Paint: Cold-applied asphalt mastic complying with SSPC-Paint 12 except

containing no asbestos fibers.

D. Zinc Chromate Primer: FS TT-P-645. 2.5 CONCRETE FILL AND REINFORCING MATERIALS

A. Reinforcing Bars: ASTM A 615, Grade 60, unless otherwise indicated. 2.6 FABRICATION, GENERAL

A. Form metal fabrications from materials of size, thickness, and shapes indicated but not less than that needed to comply with performance requirements indicated. Work to dimensions indicated or accepted on shop drawings, using proven details of fabrica-tion and support. Use type of materials indicated or specified for various components of each metal fabrication.

B. Form exposed work true to line and level with accurate angles and surfaces and

straight sharp edges.

C. Allow for thermal movement resulting from the following maximum change (range) in ambient temperature in the design, fabrication, and installation of installed metal as-semblies to prevent buckling, opening up of joints, and overstressing of welds and fas-teners. Base design calculations on actual surface temperatures of metals due to both solar heat gain and nighttime sky heat loss.

1. Temperature Change (Range): 100 deg F (55.5 deg C).

D. Shear and punch metals cleanly and accurately. Remove burrs.

E. Ease exposed edges to a radius of approximately 1/32 inch, unless otherwise indicated.

Form bent-metal corners to smallest radius possible without causing grain separation or otherwise impairing work.

F. Remove sharp or rough areas on exposed traffic surfaces.

G. Weld corners and seams continuously to comply with AWS recommendations and the

following:

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1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended

so that no roughness shows after finishing and contour of welded surface matches those adjacent.

H. Form exposed connections with hairline joints, flush and smooth, using concealed fas-

teners wherever possible. Use exposed fasteners of type indicated or, if not indicated, Phillips flat-head (countersunk) screws or bolts. Locate joints where least conspicu-ous.

I. Provide for anchorage of type indicated; coordinate with supporting structure. Fabri-

cate and space anchoring devices to provide adequate support for intended use.

J. Shop Assembly: Preassemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

K. Cut, reinforce, drill and tap miscellaneous metal work as indicated to receive finish

hardware, screws, and similar items.

L. Fabricate joints that will be exposed to weather in a manner to exclude water, or pro-vide weep holes where water may accumulate.

2.7 ROUGH HARDWARE

A. Furnish bent or otherwise custom fabricated bolts, plates, anchors, hangers, dowels, and other miscellaneous steel and iron shapes as required for framing and supporting woodwork, and for anchoring or securing woodwork to concrete or other structures. Straight bolts and other stock rough hardware items are specified in Division 6 sec-tions.

B. Fabricate items to sizes, shapes, and dimensions required. Furnish malleable-iron

washers for heads and nuts which bear on wood structural connections; elsewhere, furnish steel washers.

2.8 MISCELLANEOUS FRAMING AND SUPPORTS

A. General: Provide steel framing and supports for applications indicated or which are not a part of structural steel framework, as required to complete work.

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B. Fabricate units to sizes, shapes, and profiles indicated and required to receive adjacent other construction retained by framing and supports. Fabricate from structural steel shapes, plates, and steel bars of welded construction using mitered joints for field con-nection. Cut, drill, and tap units to receive hardware, hangers, and similar items.

1. Equip units with integrally welded anchors for casting into concrete or building

into masonry. Furnish inserts if units must be installed after concrete is placed.

l. Except as otherwise indicated, space anchors 24 inches o.c. and provide minimum anchor units in the form of steel straps 1-1/4 inches wide x 1/4 inch x 8 inches long.

C. Fabricate support for suspended toilet partitions as follows:

1. Beams: Continuous steel shapes of size required to limit deflection to L/360 be-

tween hangers, but use not less than C 8 x 11.5 channels or another shape with equivalent structural properties.

2. Hangers: Steel rods, 1/2 inch in diameter, spaced not more than 36 inches o.c. Thread rods to receive anchor and stop nuts. Fit hangers with wedge shape washers for full bearing on sloping flanges of support beam.

3. Braces and Angles: Steel angles of size required for rigid support of beam and for secure anchorage.

D. Galvanize miscellaneous framing and supports in the following locations:

1. Exterior locations.

2. Interior locations where indicated. 2.9 MISCELLANEOUS STEEL TRIM

A. Provide shapes and sizes indicated for profiles shown. Unless otherwise indicated, fabricate units from structural steel shapes, plates, and steel bars, with continuously welded joints and smooth exposed edges. Use concealed field splices wherever possi-ble. Provide cutouts, fittings, and anchorages as required for coordination of assembly and installation with other work.

B. Galvanize miscellaneous framing and supports in the following locations:

1. Exterior locations.

2. Interior locations where indicated.

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2.24 FINISHES, GENERAL

A. Comply with NAAMM "Metal Finishes Manual" for recommendations relative to ap-plication and designations of finishes.

B. Finish metal fabrications after assembly.

2.25 STEEL AND IRON FINISHES

A. Galvanizing: For those items indicated for galvanizing, apply zinc-coating by the hot-dip process compliance with the following requirements:

1. ASTM A 153 for galvanizing iron and steel hardware. 2. ASTM A 123 for galvanizing both fabricated and unfabricated iron and steel

products made of uncoated rolled, pressed, and forged shapes, plates, bars, and strip 0.0299 inch thick and heavier.

B. Preparation for Shop Priming: Prepare uncoated ferrous metal surfaces to comply with

minimum requirements indicated below for SSPC surface preparation specifications and environmental exposure conditions of installed metal fabrications:

1. Exteriors (SSPC Zone 1B): SSPC-SP6 "Commercial Blast Cleaning." 2. Interiors (SSPC Zone 1A): SSPC-SP3 "Power Tool Cleaning:

C. Apply shop primer to uncoated surfaces of metal fabrications, except those with gal-

vanized finish or to be embedded in concrete, sprayed-on fireproofing, or masonry, unless otherwise indicated. Comply with requirements of SSPC-PA1 "Paint Applica-tion Specification No. 1" for shop painting.

1. Stripe paint all edges, corners, crevices, bolts, welds, and sharp edges.

2.26 ALUMINUM FINISHES

A. Finish designations prefixed by "AA" conform to the system established by the Alu-minum Association for designating aluminum finishes.

B. As Fabricated Finish: AA-M10 (Mechanical Finish: as fabricated, unspecified).

C. Class I Clear Anodized Finish: AA-M12C22A41 (Mechanical Finish: as fabricated,

nonspecular; Chemical Finish: etched, medium matte; Anodic Coating: Class I Archi-tectural: clear film thicker than 0.7 mil) complying with AAMA 607.1.

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PART 3 - EXECUTION 3.1 PREPARATION

A. Coordinate and furnish anchorages, setting drawings, diagrams, templates, instruc-tions, and directions for installation of anchorages, including concrete inserts, sleeves, anchor bolts, and miscellaneous items having integral anchors that are to be embedded in concrete or masonry construction. Coordinate delivery of such items to project site.

B. Set sleeves in concrete with tops flush with finish surface elevations; protect sleeves

from water and concrete entry. 3.2 INSTALLATION, GENERAL

A. Fastening to In-Place Construction: Provide anchorage devices and fasteners where necessary for securing miscellaneous metal fabrications to in-place construction; in-clude threaded fasteners for concrete and masonry inserts, toggle bolts, through-bolts, lag bolts, wood screws, and other connectors as required.

B. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for in-

stallation of miscellaneous metal fabrications. Set metal fabrication accurately in lo-cation, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

C. Provide temporary bracing or anchors in formwork for items that are to be built into

concrete masonry or similar construction.

D. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints, but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade the surfaces of exterior units which have been hot-dip galvanized after fabrication, and are intended for bolted or screwed field connections.

E. Field Welding: Comply with AWS Code for procedures of manual shielded metal-arc

welding, appearance and quality of welds made, methods used in correcting welding work, and the following:

1. Use materials and methods that minimize distortion and develop strength and

corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended

so that no roughness shows after finishing and contour of welded surface matches those adjacent.

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F. Corrosion Protection: Coat concealed surfaces of aluminum that will come into con-

tact with grout, concrete, masonry, wood, or dissimilar metals with a heavy coat of bi-tuminous paint or zinc chromate primer.

3.3 SETTING LOOSE PLATES

A. Clean concrete and masonry bearing surfaces of any bond-reducing materials, and roughen to improve bond to surfaces. Clean bottom surface of bearing plates.

B. Set loose leveling and bearing plates on wedges, or other adjustable devices. After the bearing members have been positioned and plumbed, tighten the anchor bolts. Do not remove wedges or shims, but if protruding, cut off flush with the edge of the bearing plate before packing with grout.

1. Use metallic nonshrink grout in concealed locations where not exposed to mois-

ture; use nonmetallic nonshrink grout in exposed locations, unless otherwise in-dicated.

2. Pack grout solidly between bearing surfaces and plates to ensure that no voids remain.

3.9 ADJUSTING AND CLEANING

B. Touch-Up Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with same material as used for shop painting to comply with SSPC-PA 1 requirements for touch-up of field painted surfaces.

1. Apply by brush or spray to provide a minimum dry film thickness of 2.0 mils.

C. Touch-Up Painting: Cleaning and touch-up painting of field welds, bolted connec-

tions, and abraded areas of the shop paint on miscellaneous metal is specified in Divi-sion 9 Section "Painting" of these specifications.

D. For galvanized surfaces clean welds, bolted connections and abraded areas and apply

galvanizing repair paint to comply with ASTM A 780. END OF SECTION 055000

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SECTION 074113 - METAL ROOF PANELS PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Corrugated metal roof panels. 2. Metal soffit panels.

B. Related Sections:

1. Division 07 Section "Sheet Metal Roofing" for custom-fabricated and on-site, roll-formed sheet metal roofing.

1.2 PERFORMANCE REQUIREMENTS

A. Hydrostatic-Head Resistance: No water penetration when tested according to ASTM E 2140.

B. Wind-Uplift Resistance: Provide metal roof panel assemblies that comply with UL 580 for wind-uplift-resistance class indicated.

1. Uplift Rating: UL 90.

C. FMG Listing: Provide metal roof panels and component materials that comply with requirements in FMG 4471 as part of a panel roofing system and that are listed in FMG's "Approval Guide" for Class 1 or noncombustible construction, as applicable. Identify materials with FMG markings.

1. Fire/Windstorm Classification: Class 1A-120. 2. Hail Resistance: SH.

D. Structural Performance: Provide metal roof panel assemblies capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated, based on testing according to ASTM E 1592:

1. Wind Loads: Determine loads based on the following minimum design wind pressures:

1. Uniform pressure of 30 lbf/sq. ft., acting inward or outward.

2. Snow Loads: 25 lbf/sq. ft.. 3. Deflection Limits: Metal roof panel assemblies shall withstand wind and snow

loads with vertical deflections no greater than 1/240 of the span.

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1.3 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Shop Drawings: Show fabrication and installation layouts of metal roof panels; details of edge conditions, side-seam and endlap joints, panel profiles, corners, anchorages, trim, flashings, closures, and accessories; and special details. Distinguish between factory- and field-assembled work.

C. Samples: For each type of exposed finish required.

D. Delegated-Design Submittal: For metal roof panel assembly indicated to comply with performance requirements and design criteria, including analysis data and calculations signed and sealed by the qualified professional engineer responsible for their preparation.

E. Coordination Drawings: Roof plans, drawn to scale, based on input from installers of the items involved.

F. Product test reports.

G. Field quality-control reports.

H. Maintenance data.

I. Warranties: Samples of special warranties.


A. Installer Qualifications: An employer of workers trained and approved by manufacturer.

B. Fire-Resistance Ratings: Where indicated, provide metal roof panels identical to those of assemblies tested for fire resistance per ASTM E 119 by a qualified testing agency. Identify products with appropriate markings of applicable testing agency.

1. Combustion Characteristics: ASTM E 136.

C. Preinstallation Conference: Conduct conference at Project site.

PART 2 - PRODUCTS

2.1 PANEL MATERIALS

A. Provide MBCI Galvalume finish, 26 ga., 32” wide coverage, “PBC” corrugated profile.

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B. Metallic-Coated Steel Sheet: Restricted flatness steel sheet metallic coated by the hot-dip process and prepainted by the coil-coating process to comply with ASTM A 755/A 755M.

1. Recycled Content: Provide steel sheet with average recycled content such that postconsumer recycled content plus one-half of preconsumer recycled content is not less than 25 percent.

2. Aluminum-Zinc Alloy-Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating designation, Grade 40; structural quality.

3. Surface: Smooth, flat finish.

C. Panel Sealants: 1. #CP-26 Rubber panel closure strips as manufactured by M.B.C.I.

2.2 MISCELLANEOUS MATERIALS

A. Panel Fasteners: Self-tapping screws, bolts, nuts, self-locking rivets and bolts, end-welded studs, and other suitable fasteners designed to withstand design loads. Provide exposed fasteners with heads matching color of metal roof panels by means of plastic caps or factory-applied coating. Provide EPDM, PVC, or neoprene sealing washers.

2.3 ACCESSORIES

A. Roof Panel Accessories: Provide components approved by roof panel manufacturer and as required for a complete metal roof panel assembly including trim, copings, fasciae, corner units, ridge closures, clips, flashings, sealants, gaskets, fillers, closure strips, and similar items. Match material and finish of metal roof panels unless otherwise indicated.

1. Closures: Provide closures at eaves and ridges, fabricated of same metal as metal roof panels.

2. Closure Strips: Closed-cell, expanded, cellular, rubber or crosslinked, polyolefin-foam or closed-cell laminated polyethylene; minimum 1-inch- thick, flexible closure strips; cut or premolded to match metal roof panel profile. Provide closure strips where indicated or necessary to ensure weathertight construction.

3. Backing Plates: Provide metal backing plates at panel end splices, fabricated from material recommended by manufacturer.

Flashing and Trim: Formed from same material as roof panels, prepainted with coil coating, minimum 0.018 inch thick. Provide flashing and trim as required to seal against weather and to provide finished appearance. Locations include, but are not limited to, eaves, rakes, corners, bases, framed openings, ridges, fasciae, and fillers. Finish flashing and trim with same finish system as adjacent metal roof panels.

2.4 FABRICATION

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A. Fabricate and finish metal roof panels and accessories at the factory to greatest extent possible, by manufacturer's standard procedures and processes and as necessary to fulfill indicated performance requirements. Comply with indicated profiles and with dimensional and structural requirements.

B. Provide panel profile, including major ribs and intermediate stiffening ribs, if any, for full length of panel.

C. Fabricate metal roof panel side laps with factory-installed captive gaskets or separator strips that provide a tight seal and prevent metal-to-metal contact, in a manner that will seal weathertight and minimize noise from movements within panel assembly.

D. Sheet Metal Accessories: Fabricate flashing and trim to comply with recommendations in SMACNA's "Architectural Sheet Metal Manual" that apply to the design, dimensions, metal, and other characteristics of item indicated.

PART 3 - EXECUTION

3.1 ACCESSORY INSTALLATION

A. General: Install accessories with positive anchorage to building and weathertight mounting and provide for thermal expansion. Coordinate installation with flashings and other components.

1. Install components required for a complete metal roof panel assembly including trim, copings, ridge closures, seam covers, flashings, sealants, gaskets, fillers, closure strips, and similar items.

2. Flashing and Trim: Comply with performance requirements, manufacturer's written installation instructions, and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners where possible, and set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently watertight and weather resistant.

3. Provide elbows at base of downspouts to direct water away from building.

3.2 CLEANING

A. Remove temporary protective coverings and strippable films, if any, as metal roof panels are installed unless otherwise indicated in manufacturer's written installation instructions. On completion of metal roof panel installation, clean finished surfaces as recommended by metal roof panel manufacturer. Maintain in a clean condition during construction.


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SECTION 076000 - FLASHING AND SHEET METAL PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to work of this Section.

1.2 SUMMARY


1 Metal base flashing. 2 Flashing and expansion joints. 3 Exposed metal trim/fascia units. 4 Miscellaneous sheet metal accessories.

B Integral masonry flashings are specified as masonry work in sections of Division 4.

1.3 SUBMITTALS


B. Product data, Flashing, Sheet Metal, and Accessories: Manufacturer's technical prod-

uct data, installation instructions and general recommendations for each specified sheet material and fabricated product.

C. Samples of the following flashing, sheet metal, and accessory items:

1. 8-inch-square samples of specified sheet materials to be exposed as finished sur-

faces. 2. 12-inch-long samples of factory-fabricated products exposed as finished work.

Provide complete with specified factory finish. 1.4 PROJECT CONDITIONS

A. Coordinate work of this section with interfacing and adjoining work for proper se-quencing of each installation. Ensure best possible weather resistance and durability of work and protection of materials and finishes.

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PART 2 - PRODUCTS 2.1 SHEET METAL FLASHING AND TRIM MATERIALS

A. Zinc-Coated Steel: Commercial quality with 0.20 percent copper, ASTM A 526 ex-cept ASTM A 527 for lock-forming, G90 hot-dip galvanized, mill phosphatized where indicated for painting; 0.0359-inch thick (20 gage) except as otherwise indicated.

B. B. Metallic-Coated Steel Sheet: Restricted flatness steel sheet metallic coated by the hot-dip process and pre-painted by the coil-coating process to comply with ASTM A 755/A 755M.

1. Recycled Content: Provide steel sheet with average recycled content such that postconsumer recycled content plus one-half of pre-consumer recycled content is not less than 25 percent.

2. Zinc-Coated (Galvanized) Steel Sheet: ASTM A 653/A 653M, G90 (Z275) coating designation; structural quality.

3. Aluminum-Zinc Alloy-Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating designation, Grade 40 (Class AZM150 coating designation, Grade 275); structural quality.

4. Surface: Smooth, flat finish. 5. Concealed Finish: Manufacturer's standard white or light-colored acrylic or

polyester backer finish.

PART 3 - EXECUTION 3.1 INSTALLATION REQUIREMENTS

A. General: Except as otherwise indicated, comply with manufacturer's installation in-structions and recommendations and with SMACNA "Architectural Sheet Metal Man-ual." Anchor units of work securely in place by methods indicated, providing for thermal expansion of metal units; conceal fasteners where possible, and set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently watertight and weatherproof.

3.2 CLEANING AND PROTECTION

A. Clean exposed metal surfaces, removing substances that might cause corrosion of metal or deterioration of finishes.

B. Protection: Advise Contractor of required procedures for surveillance and protection

of flashings and sheet metal work during construction to ensure that work will be

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without damage or deterioration other than natural weathering at time of Substantial Completion.


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SECTION 099000 - PAINTING PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supple- mentary Conditions and Divisions 1 Specifications Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes surface preparation, painting, and finishing of exposed interior and exterior items and surfaces.

1. Surface preparation, priming, and finish coats specified in this Section are in

addition to shop-priming and surface treatment specified under other Sections.

B. Paint exposed surface whether or not colors are designated in schedules, except where a surface or material is specifically indicated not to be painted or is to remain natural. Where an item or surface is not specifically mentioned, paint the same as similar adjacent materials or surfaces. If color or finish is not designated, the Architect will select from standard colors or finishes available.

1. Painting includes field-painting exposed pipes and hangers, exposed steel and iron work, and primed metal surfaces of mechanical and electrical equipment.

C. Painting is not required on prefinished items, finished metal surfaces, concealed surfaces,operating parts, and labels.

1.3 SUBMITTALS

A. Samples for Verfication Purposes: Provide samples of each color and material to be applied, with textures to simulate actual conditions, on representative sam-ples of the actual substrate.

1. Submit samples on the following substrates for the Architects review of color and

texture only:

a. Ferrous Metal: Provide two 4 -inch-square samples of flat metal and two 8 inch-long samples of solid metal for each color and finish.

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PART 2 - PRODUCTS 2.1 MANUFACTURERS

A. Manufacturers: subject to compliance with requirements, provide products of one of the following:

1. Coronado company. 2. Devoe and Reynolds Col (Devoe). 3. The Glidden Company (Glidden). 4. Benjamin Moore and Co. (Moore). 5. PPG Industries, Pittsburg Paints (PPG). 6. Pratt and Lambert (P&L) . 7. The Sherwin-Williams Company (S-W).

2.2 PAINT MATERIALS, GENERAL

A. Material Compatibility: Provide block fillers, primers, finish coat materials, and related materials that are compatible with one another and the substrates indicated under conditions of service and application, as demonstrated by the manufacturer based on testing and field experience.

B Material Quality: Provide the manufacturer's best-quality trade sale paint material

of the various coating types specified. Paint material containers not displaying manufacturer's product identification wil not be acceptable.

C. Colors: Provide custom colors of the finished paint systems to match the Archi-

tect's samples.

2.3 PRIMERS

A Primers: Provide the manufacturer's recommended factory-formulated primers that are compatible with the substrate and finish coats indicated.

2.4 UNDERCOAT MATERIALS

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A. Undercoat Materials: Provide the manufacturer's recommended factory-formulated undercoat materials that are compatible with the substrate and finish coats indicated.

2.5 EXTERIOR FINISH PAINT MATERIAL

A. Finish Paint: Provide the manufacturer's recommended factory-formulated finish-coat materials that are compatible with the substrate and undercoats indicated.

PART 3 - EXECUTION

3.1 EXAMINATION

A Examine substrates and conditions under which painting will be performed for

compliance with paint application requirements. Surfaces receiving paint must be thoroughly dry before paint is applied.

B. Coordination of Work: Review other Sections in which primers are provided to ensure compatibility of the total system for various substrates. On request, furnish information on characteristics of finish materials to ensure use of compatible primer

1. Notify the Architect about anticipated problems using the materials speci-

fied over substrates primed by others. 3.2 PREPARATIONS

A. General: Remove hardware and hardware accessories, plates, machined surfaces, lighting fixtures, and similar items already installed that are not to be painted, or provide surface-applied protection prior to surface preparation and painting. Re-move these items, if necessary, to completely paint the items and adjacent sur-faces. Following completion of painting operations in each space or area, have items reinstalled by workers skilled in he trades involved.

B. Cleaning: Before applying paint or other surface treatments, clean the substrates

of substances that could impair the bond of the various coatings. Remove oil and grease prior to cleaning. Schedule cleaning and painting so dust and other con-taminants from the cleaning process will not fall on wet, newly painted surfaces.

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C. Surfaces Preparations: Clean and prepare surfaces to be painted according to the

manufacturer's instructions for each particular substrate condition and as specified.

3.3 APPLICATION

A. General: Apply paint according to manufacturer's directions. Use applications. Use applicators and techniques best suited for substrate and type of material being applied.

3.4 EXTERIOR PAINT SCHEDULE

A. General: Provide the following paint systems for the various substrates indicated.

B. Ferrous Metal: Primer is required on shop-primed items.

1. Full-Gloss Alkyd Enamel: Two finish coats over primer.

a. Primer: Moore Co., Mog Alkyd Metal Primer- Synthetic rust-inhibiting primer.

b. First and Second Coats: Acrylic enamel.

c.) Moore: M28 Acrylic Enamel.

C. Galvanized Metal:

1. Galvanized Metal Primers:

a. Devoe: 13201 Mirrolac Galvanized Metal Primer. b. Fuller: 621-05 Blox-Rust Latex Metal Primer. c. Glidden: 5229 Glid-Guard All-Purpose Metal Primer. d. Moore: IronClad Galvanized Metal Latex Primer #155. e. PPG: 6-215/216 Speedhide Galvanized Steel Primer. f. P&L: P&L Interior Trim Primer. g. S-W: Galvite B50W3.

2. First and Second Coats- Gloss Alkyd Enamel: Weather - resistant, high-gloss

enamel.

a. Devoe: 70XX Mirrolac Interior/Exterior Alkyd-Urethane Gloss Enamel.

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b. Fuller: 312-XX EPA Compliant Heavy Duty Enamel. c. Glidden: 4500 Glid-Guard Industrial Enamel. d. Moore: M22 Urethane Alkyd Gloss Enamel. e. PPG: 54 Line Quick-Dry Enamel. f. P&L: Effecto Enamel. g. S-W Industrial Enamel B-54 Series.


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SECTION 16000 ELECTRICAL PART 1 GENERAL

1.1 Work Included: This section includes the necessary labor, materials, equipment, etc., to complete the electrical work that is indicated in the contract documents.

1.2 Contractor's Responsibility: Refer to architectural, structural, and mechanical drawings for

construction details and coordinate work with that of other trades so as to avoid unnecessary delays or damage to any part of the installation. If any omissions or discrepancies are found between the drawings and specifications or city and power company regulations, advise the Engineer prior to Bid Due Date. Verify electrical requirements of all equipment exactly as furnished and make adjustments in electrical service accordingly before installation of power circuits.

1.3 Examination of Site: Examine the actual site and compare it with drawings and

specifications. Check location of all existing obstructions and conditions which may affect work before submitting a bid.

1.4 Permits, Fees and Code Regulations: Obtain all necessary permits, pay all fees

and power company charges pertaining to work under this section, and comply with all national, state and municipal laws, codes, ordinances, and regulations re-lating to building and public safety.

1.5 Protection of Apparatus: Take such precautions as are necessary to protect all apparatus

and materials from damage. Failure to comply shall be sufficient cause rejection of the apparatus or material in question.

1.6 Guarantee: Installation shall be guaranteed for a period of 1 year after final acceptance

against faulty workmanship and/or materials. All such defects shall be made good within this period upon demand of Owner. Material and equipment guarantees and warranties which exceed the above period shall be passed to the Owner. Pay any cost incurred to provide the first year's warranty on all electrical items.

1.7 Drawings and Specifications at the Site: Maintain at the job site, one copy of all drawings,

specifications, addenda, approved shop drawings, change orders and other modifications, in good order and marked to record all changes made during construction.

1.8 Drawings: 1.8.1 Drawings are diagrammatic, but shall be followed, as closely as actual construction of the

work will permit. Changes from drawings necessary to fit work of various trades, to conform to equipment actually being installed, or the rules of authorities having jurisdiction shall be included in the bid and shall be made at no additional cost to the Owner.

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1.8.2 Lines indicating circuits on the drawings are intended to indicate arrangement and control. 1.8.3 Architect or Owner reserves the right to make minor changes in outlet locations indicated,

at no additional cost to the Owner. 1.8.4 At conclusion of the project, provide one set of complete legible "as builds" on clean prints. 1.9 Shop Drawings: 1.9.1 Submit within 30 days after contract awarded, a complete set of shop drawings, of items

furnished under this section. If Submittals are not received within time allotted, use exact material specified with no substitutions. No consideration will be given to partial lists submitted from time to time. Shop drawings shall be approved before installation of the material under consideration. Approval of materials or equipment shall not be construed as releasing this Contractor from further responsibility for conformance to contract documents, but rather as a means to coordinate the equipment installation.

1.9.2 Shop Drawings shall be submitted only by the Contractor; who shall indicate by signed

stamp that he has checked shop drawings and that they are in accordance with contract requirements.

1.9.3 Shop Drawings shall consist of published ratings or capacity data, detailed equipment

drawings for fabricated items, and other pertinent data. Where literature is submitted covering a group or series of similar items, item under consideration shall be clearly indicated, or shop drawings will be disapproved.

1.9.4 Shop drawings are required for, but not limited to the following items: (1) All Wires (10) Fuses (2) Wire Connectors (11) Lamps (3) Conduit (12) Time Clocks (4) Wiring Devices (13) Transformers (5) Device Coverplates (14) Motor Starters (6) Lighting Fixtures (15) Photocells (7) Ballasts (16) Contactors (8) Electrical Panels (9) Disconnect Switches 1.10 Substitutions: 1.10.1 Whenever a specific manufacturer's name and/or model is mentioned, it is only to set a

standard of design, performance, quality and serviceability not to limit competition. Other manufacturers and models will be considered equal if they are equal in all respects in the opinion of the Engineer. Proposed equipment, not shown on list of acceptable alternate manufacturers shall be received by Architect, for prior approval, 10 days before Bid Due Date.

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1.10.2 The Engineer is not required to prove that a substitute material is not equal to the specified material, but it is the Contractor's responsibility to prove that the substitute material is equal to the material specified. The Engineer reserves the right to reject any material.

1.11 Electrical Service: 1.11.1 The electrical service will be by the local electrical power company . The project will be

served at 120/240 volts, 1 phase, 3 wire. Service to the building will be overhead as shown on plans. Verify and coordinate the service with local power company at the beginning of the project.

1.11.2 Provide temporary electrical construction power to the project during construction separate

from the permanent building service and remove entirely prior to requesting the Architect's final inspection for acceptance of the project. Pay any fees required by the Power Company.

PART 2 BASIC MATERIALS AND METHODS 2.1 General: Materials and equipment shall be new and in perfect condition. All materials

furnished and installed, for which UL Standards have been established, shall be listed by and bear the UL label. All materials shall be the manufacturer's latest standard design, unless otherwise specified.

2.2.1 Wire: Furnish and install all wire indicated or required for a complete electrical system. All

wire shall be soft drawn annealed copper with conductivity of not less than 98% that of pure copper. All conductors shall be type "THHN/THHW", except underground wiring shall be type “XHHW”. Use no wire smaller than No. 12AWG, except control wire. Run mains and feeders the entire length continuous without joints or splices. Make branch circuits joints or splices electrically and mechanically secure with Buchanan pressure connectors and vinyl insulators. All conductors for lighting and receptacle circuits shall be color coded to indicate various phases and neutrals.

2.3 Conduit: 2.3.1 All systems shall be in conduit, except special systems, unless noted otherwise. All conduit

shall be ½” min. size, except as otherwise noted on plans. All conduit shall be hot dipped galvanized, except conduit in slab and underground may be PVC conforming to NEC and local codes. Aluminum conduit shall not be used.

2.3.2 All exposed conduit run on the exterior of structures shall be rigid threaded hot-dipped

galvanized steel. Threadless fittings shall not be used. 2.3.3 Electrical Metallic Tubing: All conduit used inside the building shall be E.M.T. approved

and labeled for electrical installation. Use steel compression type fittings for all metallic tubing. Set-screw type fittings shall not be used.

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2.3.4 Flexible Conduit: Flexible conduit shall be used for runs not exceeding 72” from junction

boxes to lay in type lighting fixtures. Non-metallic liquidtight flexible conduit with approved connectors may be used for connections to all motors and moving equipment. Provide bonding conductor around all flexible connections.

2.3.5 All PVC conduit shall be Schedule 40 (heavy wall). 2.4 Conduit Supports: All conduit supports shall be approved by the Architect. Supports shall be Korns Clamps, one hole malleable iron clamps, Unistrut and Unistrut clamps or pipe hangers. Tie wire supports and perforated straps are not acceptable. 2.5 Conduit Fittings: 2.5.1 Conduit fittings shall be Crouse Hinds or Appleton cast fittings with cast covers. Gaskets shall be provided for all fittings installed outdoors or on the roof. Threadless fittings shall not be used. 2.5.2 All hubs for panels and disconnect switches shall be Myers Scrutite, grounding type. 2.6 Wiring Devices: 2.6.1 Furnish and install wiring devices, as indicated on drawings, for voltage and amp ratings,

as shown. Devices shall be ivory, unless otherwise noted. 2.6.2 Tumbler switches shall be Hubbell 1221-I or equal, 20A, 120-277V, AC only, quite type. 2.6.3 120 volt convenience outlets shall be duplex Hubbell 2 pole, 20amp, 3 wire grounding. 2.6.4 Device plates shall be nylon. 2.6.5 Receptacles shown on plans as GFI shall be ground fault interrupting type, 20 amp, 3 wire

grounding. Controlling more than one receptacle from a single GFI receptacle is not acceptable, unless noted otherwise on the plans. GFI breakers are not acceptable.

2.7 Lighting Fixtures: 2.7.1 Lighting fixtures shall be as scheduled on plans. Install fixtures at locations shown on

drawings. Fixtures shall be completely wired and lamps installed. Fixtures shall be in perfect operating condition at time of acceptance.

2.7.2 All fixture lamps shall be provided by the contractor, unless noted otherwise. 2.7.3 Ballasts: Ballasts for fluorescent fixtures shall be electronic, thermally protected, Class P

and CBM-ETL approved. The ballasts shall have a Class A sound rating and have less than 20% THD.

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2.8 Junction, Outlet and Pull Boxes: Furnish and install all junction boxes as shown or

otherwise required for pulling wire. Boxes shall be made of code gauge galvanized steel and shall be of proper size for intended service, per the NEC. Outlet boxes in ceilings shall be 4” octagonal boxes with screw covers, fixture studs and depth as required. Wall outlet boxes shall be 4” square x 1-1/2” or 1-1/8” deep as required. All outlet boxes shall be furnished with proper extension rings and start covers. Weatherproof outlet boxes shall be Crouse-Hinds type “FS” or “FD” with neoprene gasket and cast ferraloy cover. Exposed switch outlets and convenience outlets shall be cast iron, equal to Crouse-Hinds Type “FS”.

2.9 Sleeves and Escutcheons: Provide all sleeves and escutcheons required for the installation

of the work. All penetrations thru fire rated ceilings or walls shall be closed and fireproofed to a rating equal to the surrounding material.

2.10 Flashing: Provide or coordinate with roofing contractor to provide flashing for all conduit

through walls or roof. Submit method to Architect for approval before installation. 2.11 Panels: Furnish and install panel boards of the voltage and ratings shown on drawings.

Panels shall be of the dead front type and shall have thermal magnetic branch breakers with quick-make, quick-break on manual or automatic operation. All multi-pole breakers shall have common trips and one handle. Bus bars shall be copper. All panels with doors shall be keyed alike. Panel directories shall be typed complete and installed on panel door upon completion of job. Provide three 1inch spare raceways from each flush mounted panel to an accessible location above the ceiling. Breakers serving A/C equipment shall be rated for that service. Breakers serving HID lighting shall be rated for that service (High Magnetic). All panels and switchgear shown as having spaces shall have the spaces fully equipped to receive a breaker or switch without having to add additional parts.

2.12 Disconnect Switches:

2.12.1 Provide and install all disconnect switches required to conform to the NEC, even though not

indicated on the drawings. 2.12.2 Service disconnect switches shall be heavy duty and NEMA 3R. Disconnect switches for

equipment shall be general duty, horsepower rated as shown on the Drawings. All switches used outdoors shall be NEMA 3R.

2.13 Fuses: Fuses shall be rated 240VAC or 600VAC and shall be the dual-element type with

an interrupting capacity of not less than 100,000 amperes. 2.14 List of Acceptable Alternate Manufacturers: 2.14.1 600 Volt Wire: Reynolds, Triangle, Rome, Anaconda, General Electric. 2.14.2 Conduit: National Electric, Triangle.

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2.14.3 Wiring Devices: P & S, Hubbell, General Electric, Bryant, Leviton. 2.14.4 Lighting Fixtures: When required, bids for fixtures must be based on fixtures specified or

approved substitutions. Shop drawings shall be submitted on all fixtures. If fixtures are other than specified, Contractor may be required to submit samples of both specified and alternate fixtures.

2.14.5 Ballasts: Advance 2.14.6 Panels: Square-D and Cutler Hammer. 2.14.7 Disconnect Switches: Square D and Cutler Hammer. 2.14.8 Nonmetallic, liquid-tight flexible conduit: Carlon, T&B, Hubbel PART 3 ELECTRICAL INSTALLATION: 3.1 General: All work and materials shall conform to the requirements of the National, State

and Local Laws and Ordinances and power company having jurisdiction at the job site. The contractor shall notify the engineer of any conflicts between the plans and specifications and the above local, state and national requirements, before installation. The Engineer will then issue instructions for any changes required. The installation shall be in strict accordance with the latest edition of the National Electrical Code. If code clearance is not available as shown on the plans, the contractor shall coordinate the exact location of equipment with the Engineer or Architect before installation of the equipment. Schedule work and provide notice to permit inspections by the Architect and for authorities having jurisdiction before the work is concealed. Labor shall be performed in a workmanlike manner by mechanics skilled in their particular trade. Installations shall be consistent in completeness and appearance, whether concealed or exposed. Any item which does not present a neat or workmanlike appearance shall be replaced at no additional cost. If in the opinion of the Architect, objectionable noise is produced by fixture ballasts, transformers or any electrical equipment, rectify such conditions at no additional cost.

3.2 Wiring: 3.2.1 No wire shall be pulled into raceway systems until all construction which is likely to

damage the wire is completed. Use a commercial wire pulling compound, approved by the Underwriters` Laboratories, Inc., for pulling all wire.

3.2.2 Wiring, including grounding, at outlets, that have feed thru circuits, shall be pigtailed in the

outlet box, so that the outlet can be removed without interrupting downstream outlets. 3.3 Raceways: 3.3.1 Conceal all raceways whenever possible. Routing of all exposed conduit shall be approved

by the Architect before installation. Run exposed raceways parallel and perpendicular to

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the building structure. Cork all conduit and keep it dry and free of rubbish until wires are installed. Conduit shall be screwed up tight so as to constitute a continuous conductive raceway.

3.3.2 Provide expansion fittings for all raceways crossing expansion joints. 3.3.3 Flash and counter flash all raceways passing through building wall and roof to provide

watertight construction. 3.3.4 Secure all raceways at intervals not exceeding 5 feet and within 3 feet of all boxes and

conduit fittings. All conduit shall be securely supported in place 3.3.5 Provide a #12 copper pull wire in all empty conduit. 3.3.6 Install primary underground conduit 4’-0” below finished grade. Secondary conduit shall

be 3' - 0" below grade 3.3.8 PVC conduit stubups in slab shall not extend more than 18” above finished slab and then

must change to steel conduit. Installation must conform to NEC and local codes. 3.4 Lighting Fixtures: 3.4.1 Prior to locating any light fixture, confer with the Architect as to the desired method of

locating the light fixtures in the various areas. If this requirement is not met, the contractor may be required to relocate the light fixtures at no additional cost.

3.4.2 Exit lights shall be wall mounted, where possible and mounted with 4 bolts or screws.

Where the fixture can not be wall mounted, provide supports independent from the ceiling grid to secure the fixture by 4 screws and securely hold the fixture plumb and square.

3.5 Electrical Outlets: 3.5.1 Review all architectural, structural, and mechanical drawings before the installation of all

electrical outlets. Relocate outlets, as approved by the Architect to coordinate with the installation of the other trades at no additional cost. Verify, before installation, the exact location of the power entrance to equipment actually furnished and make adjustments, as required. Coordinate location of disconnect switches to provide clearances required by code and required for servicing of equipment. Provide galvanized Unistrut supports as required.

3.5.2 Mount tumbler switches in suitable steel boxes 48" above finished floor, to top of box,

unless noted otherwise on plans.

Install switches on strike side of doors, as near as possible to jam and in uniform position so that the same direction will open and close the circuit throughout the project. Mount receptacles 18" above finished floor, to bottom of box, unless noted otherwise.

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3.5.3 All outlet and junction boxes shall be securely and rigidly fastened in place per NEC 370-

23. 3.5.4 See drawings for special requirements in garage area. 3.6 Grounding: 3.6.1 Permanently and securely ground the neutral conductor, conduit system, panelboards and

all other components of the electrical system. The grounding shall be in accordance with NEC and local codes, and made with approved ground clamps. Grounding lugs and clamps shall be bronze. Ground rods shall be copper-weld, no less than 5/8 inch in diameter. Provide a separate ground conductor in all flexible conduit connections.

3.6.2 All receptacles shall be grounded. 3.6.3 All power and lighting circuits shall have a green ground wire in all conduit. 3.6.4 Ground metal frame, enclosure, etc., of all equipment connected under this contract. Use

grounding lugs at all enclosures. Wrapping wire under bolt or screw is not acceptable. Where necessary, furnish and install grounding cords and caps to accomplish this grounding.

3.7 Equipment Marking: Label all disconnect switches, pullboxes, motor starters, and feeders

with Dymo vinyl embossing tape with adhesive back to identify circuit number and equipment served. Identify all panelboards, switchgear, and main service disconnect equipment with a phenolic nameplate. Tag all spare, empty conduit. Install labels in all fused devices indicating proper size fuses.

3.8 Related Work Specified in Other

3.8.1 For any item provided under this contract requiring electrical power, fur-nish and install all disconnect switches, motor starters, relays, control switches, conduit and wire for power and controls, and other necessary electrical items required for proper operation and not furnished with equipment provided. Provide all interlock wiring and other control wiring of line voltage in accordance with the wiring diagram furnished or ob-tained from the equipment manufacturer. Coordinate with mechanical con-tractor before bid.

3.8.2 Provide all labor and material required to connect all vendor furnished items, such as lights

and switches, supplied with vent or supply hoods, for a complete operating system. 3.9 Excavation, Cutting, Boring and Chasing:

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3.9.1 Make excavations and do backfilling required to complete this work. Coordinate excavation with the work of other trades to avoid delay. Where trenching or excavation is required, compact backfill to condition equal to adjacent undisturbed earth, as approved by Architect.

3.9.2 Before any cutting or trenching operations are begun, verify with Owner`s Representative,

utility companies, municipalities, and other interested parties that all available information has been provided, and locations verified.

3.9.3 Do cutting, boring, chasing and patching as required to accomplish this work. No cutting or

notching of structural members shall be done without express permission of the Architect. 3.10 Testing: Upon completion of the installation, test and prove all circuits, making whatever

adjustments that are necessary. Provide and operate all meters and other testing devices required. Megger test all main feeder and test ground rods at 25 ohm or better. Record all test results and include in final documentation package.

3.11 Inspection: Upon completion of contract, there will be a final inspection of the complete

installation. Prior to this inspection, all work under this section must be completed, tested (with recorded results), adjusted and put in perfect operating condition.

3.12 Instructions: Furnish written instructions in duplicate for operations and maintenance of all

equipment furnished under this section. Furnish to the Owner, all parts lists, special servicing tools and keys to any equipment.

3.13 Removal of Rubbish, Clean-up, and Painting: 3.13.1 Keep area of operations free from accumulation of waste material or rubbish at all times.

At the completion of the work, remove all rubbish, tools, scaffolding and surplus materials from the area of operation. Leave all areas "Broom" clean.

3.13.2 Clean all equipment provided by the electrical contractor. Remove all labels, dirt, paint,

grease and stains from all exposed devices, equipment and fixtures installed under this contract to present a first class job suitable for occupancy.

END OF SECTION

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SECTION 311000 - SITE CLEARING PART 1 - GENERAL

1.1 SUMMARY


1. Protecting existing trees to remain. 2. Removing existing shrubs groundcovers plants and grass. 3. Clearing and grubbing. 4. Stripping and stockpiling topsoil. 5. Removing above- and below-grade site improvements. 6. Disconnecting and capping or sealing site utilities. 7. Temporary erosion and sedimentation control measures.

1.2 MATERIAL OWNERSHIP

A. Except for stripped topsoil or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.


A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

B. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.

C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

D. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in place.

2. PRODUCTS

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2.1 SOIL MATERIALS

A. Satisfactory Soil Materials: Requirements for satisfactory soil materials are specified in Division 31 Section "Earth Moving."

1. Obtain approved borrow soil materials off-site when satisfactory soil materials are not available on-site.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly flag trees and vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL

A. Provide temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to requirements of authorities having jurisdiction and a sediment and erosion control plan, specific to the site, that complies with EPA 832/R-92-005 or requirements of authorities having jurisdiction, whichever is more stringent.

B. Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established.

C. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3 TREE PROTECTION

A. Erect and maintain temporary fencing around tree protection zones before starting site clearing. Remove fence when construction is complete.

B. Do not excavate within tree protection zones, unless otherwise indicated.

C. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by Architect.

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3.4 UTILITIES

A. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

1. Arrange with utility companies to shut off indicated utilities.

3.5 CLEARING AND GRUBBING

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and compact each layer to a density equal to adjacent original ground.

3.6 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

B. Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials.

C. Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust.

3.7 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.

3.8 DISPOSAL

A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.

1. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities.


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Copyright 2002 and 2005 by The American Institute of Architects (AIA) SECTION 312000 - EARTH MOVING PART 1- GENERAL

1.1 SUMMARY


1. Preparing subgrades for slabs-on-grade walks pavements lawns and grasses and exterior plants.

2. Excavating and backfilling for buildings and structures. 3. Drainage course for slabs-on-grade. 4. Subbase course for concrete walks pavements. 5. Subbase and base course for asphalt paving. 6. Excavating and backfilling for utility trenches.

1.2 DEFINITIONS

A. Backfill: Soil material used to fill an excavation.

1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe.

2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Course placed between the subbase course and hot-mix asphalt paving.

C. Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Course supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions changes in the Work.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Architect. Unauthorized

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excavation, as well as remedial work directed by Architect, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

I. Subbase Course: Course placed between the subgrade and base course for hot-mix asphalt pavement, or course placed between the subgrade and a cement concrete pavement or a cement concrete or hot-mix asphalt walk.

J. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials.

K. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.


L. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Architect and then only after arranging to provide temporary utility services according to requirements indicated.

2. PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM AASHTO M 145 Soil Classification Groups A-1, A-2-4, A-2-5, and A-3, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487 A-2-6, A-2-7, A-4, A-5, A-6, and A-7 according to AASHTO M 145, or a combination of these groups.

1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction.

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D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

E. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1-1/2-inch sieve and not more than 8 percent passing a No. 200 sieve.

F. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

G. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.

H. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve.

2.2 ACCESSORIES

A. Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility.

EXECUTION

3.1 EREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and deleterious materials from ground surface is specified in Division 31 Section "Site Clearing."

C. Protect and maintain erosion and sedimentation controls, which are specified in Division 31 Section "Site Clearing." during earthwork operations.

3.2 EXCAVATION

A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may

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include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials.

3.3 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

3.4 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.5 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.

B. Excavate trenches to uniform widths to provide the following clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.

1. Clearance: 12 inches each side of pipe or conduit.

C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove projecting stones and sharp objects along trench subgrade.

1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing material, 4 inches deeper elsewhere, to allow for bedding course.

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3.6 SUBGRADE INSPECTION

A. Proof-roll subgrade below the building slabs and pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.

B. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Architect, without additional compensation.

3.7 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi, may be used when approved by Architect.

1. Fill unauthorized excavations under other construction or utility pipe as directed by Architect.

3.8 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

3.9 UTILITY TRENCH BACKFILL

A. Place backfill on subgrades free of mud, frost, snow, or ice.

B. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

C. Backfill trenches excavated under footings and within 18 inches of bottom of footings with satisfactory soil; fill with concrete to elevation of bottom of footings. Concrete is specified in Division 03 Section "Cast-in-Place Concrete."

D. Provide 4-inch- thick, concrete-base slab support for piping or conduit less than 30 inches below surface of roadways. After installing and testing, completely encase piping or conduit in a minimum of 4 inches of concrete before backfilling or placing roadway subbase.

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E. Place and compact initial backfill of subbase material, free of particles larger than 1 inch in any dimension, to a height of 12 inches over the utility pipe or conduit.

1. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

F. Place and compact final backfill of satisfactory soil to final subgrade elevation.

G. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

3.9 SOIL FILL

A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations as follows:

1. Under grass and planted areas, use satisfactory soil material. 2. Under walks and pavements, use satisfactory soil material. 3. Under steps and ramps, use engineered fill. 4. Under building slabs, use engineered fill. 5. Under footings and foundations, use engineered fill.

3.10 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice.

2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.11 OMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inchesin loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure.

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C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to ASTM D 698 ASTM D 1557:

1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill soil material at 95 percent.

2. Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 95 percent.

3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 85 percent.

4. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent.

3.12 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:

1. Lawn or Unpaved Areas: Plus or minus 1 inch. 2. Walks: Plus or minus 1 inch. 3. Pavements: Plus or minus 1/2 inch.

C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10-foot straightedge.

3.13 SUBBASE AND BASE COURSES

A. Place subbase and base course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place subbase and base course under pavements and walks as follows:

1. Shape subbase and base course to required crown elevations and cross-slope grades.

2. Compact subbase and base course at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry unit weight according to ASTM D 698 ASTM D 1557.

3.14 DRAINAGE COURSE

A. Place drainage course on subgrades free of mud, frost, snow, or ice.

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B. On prepared subgrade, place and compact drainage course under cast-in-place concrete slabs-on-grade as follows:

1. Place drainage course that exceeds 6 inches in compacted thickness in layers of equal thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.

2. Compact each layer of drainage course to required cross sections and thicknesses to not less than 95 percent of maximum dry unit weight according to ASTM D 698.

3.15 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified independent geotechnical engineering testing agency to perform field quality-control testing.

B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements.

C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect.

D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable.

E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained.

3.17 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

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3.18 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.


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Copyright 2005 by The American Institute of Architects (AIA) SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

1. GENERAL

1.19 SUMMARY

A. Section includes temporary excavation support and protection systems.

1.20 PERFORMANCE REQUIREMENTS

A. Design, furnish, install, monitor, and maintain excavation support and protection system capable of supporting excavation sidewalls and of resisting soil and hydrostatic pressure and superimposed and construction loads.

1. Delegated Design: Design excavation support and protection system, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

1.21 SUBMITTALS

A. Shop Drawings: For excavation support and protection system.

B. Delegated-Design Submittal: For excavation support and protection system indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.


A. Preinstallation Conference: Conduct conference at Project site.


A. Survey Work: Engage a qualified land surveyor or professional engineer to survey adjacent existing buildings, structures, and site improvements; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations.

1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations and

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positions for comparison with original elevations and positions. Promptly notify Architect if changes in elevations or positions occur or if cracks, sags, or other damage is evident in adjacent construction.

PRODUCTS

1.24 MATERIALS

A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel: ASTM A 36/A 36M, ASTM A 690/A 690M, or ASTM A 992/A 992M.

C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/A 572M, or ASTM A 690/A 690M; with continuous interlocks.

D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of size and strength required for application.

E. Cast-in-Place Concrete: ACI 301, of compressive strength required for application.

F. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed.

EXECUTION

1.25 INSTALLATION

A. Soldier Piles: Install steel soldier piles before starting excavation. Extend soldier piles below excavation grade level to depths adequate to prevent lateral movement. Space soldier piles at regular intervals not to exceed allowable flexural strength of wood lagging. Accurately align exposed faces of flanges to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment.

1. Install wood lagging within flanges of soldier piles as excavation proceeds. Trim excavation as required to install lagging. Fill voids behind lagging with soil, and compact.

2. Install wales horizontally at locations indicated on Drawings and secure to soldier piles.

B. Sheet Piling: Before starting excavation, install one-piece sheet piling lengths and tightly interlock to form a continuous barrier. Accurately place the piling, using templates and guide frames unless otherwise recommended in writing by the sheet piling manufacturer. Limit vertical offset of adjacent sheet piling to 60 inches. Accurately align exposed faces of sheet piling to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment. Cut tops of sheet piling to uniform elevation at top of excavation.

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C. Bracing: Locate bracing to clear columns, floor framing construction, and other permanent work. If necessary to move brace, install new bracing before removing original brace.

1. Do not place bracing where it will be cast into or included in permanent concrete work unless otherwise approved by Architect.

2. Install internal bracing, if required, to prevent spreading or distortion of braced frames.

3. Maintain bracing until structural elements are supported by other bracing or until permanent construction is able to withstand lateral earth and hydrostatic pressures.

1.26 REMOVAL AND REPAIRS

A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils or damaging structures, pavements, facilities, and utilities.

1. Remove excavation support and protection systems to a minimum depth of 48 inches below overlaying construction and abandon remainder.

B. Leave excavation support and protection systems permanently in place.


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