1.01 SUMMARY
A. Section includes:
1. Waterstops.
2. Joint fillers.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D570 - Standard Test Method for Water Absorption of Plastics.
2. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers.
3. D638 - Standard Test Method for Tensile Properties of Plastics.
4. D746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.
5. D747 - Standard Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam.
6. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement.
7. D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).
8. D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.
9. D2240 - Standard Test Method for Rubber Property - Durometer Hardness.
B. American National Standards Institute (ANSI):
1. A135.4 - Basic Hardboard.
C. U.S. Army Corps of Engineers (USACE):
1. CRD-C-572, Specification for Polyvinyl Chloride Waterstop.
1.03 SUBMITTALS
A. Product data:
1. Polyvinyl chloride waterstops: Complete physical characteristics.
2. Preformed expansion joint material: Sufficient information on each type of material for review to determine conformance of material to requirements specified.
B. Samples:
1. Polyvinyl chloride waterstop.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03150 (DraftFinal) C. Laboratory test reports: Indicating that average properties of polyvinyl chloride waterstops material and finish conform to requirements specified in this Section.
D. Quality control submittals:
1. Certificates of Compliance:
a. Written certificates that polyvinyl chloride waterstops supplied on this Project meet or exceed physical property in accordance with USACE CRD-C-572 and the requirements of this Section.
2. Manufacturer's instructions: For materials specified in this Section that are specified to be installed with such instructions.
1.04 QUALITY ASSURANCE
A. Mock-ups:
1. Welding demonstration:
a. Demonstrate ability to weld acceptable joints in polyvinyl chloride waterstops before installing waterstop in forms.
B. Field joints:
1. Polyvinyl chloride waterstops field joints: Free of misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defects which would reduce the potential resistance of material to water pressure at any point.
Replace defective joints. Remove faulty material from site and disposed of by Contractor at its own expense.
C. Inspections:
1. Quality of welded joints will be subject to acceptance of Engineer.
2. Polyvinyl chloride waterstop: Following defects represent partial list that will be grounds for rejection:
a. Offsets at joints greater than 1/16 inch or 15 percent of the material thickness, at any point, whichever is less.
b. Exterior crack at joint due to incomplete bond, which is deeper than 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
c. Any combination of offset or crack that will result in net reduction in cross section of waterstop in excess of 1/16 inch or 15 percent of material thickness, at any point, whichever is less.
d. Misalignment of joint that will result in misalignment of waterstop in excess of 1/2 inch in 10 feet.
e. Porosity in welded joint as evidenced by visual inspection. f. Bubbles or inadequate bonding.
PART 2 PRODUCTS
2.01 JOINT FILLERS
A. General:
1. Use specific type in applications as indicated on the Drawings.
2. Do not use scrap or recycled materials to manufacture joint fillers.
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1. 1/8-inch minimum thickness.
2. In accordance with ANSI A135.4 Class 2.
C. Preformed expansion joint materials:
1. Bituminous fiber expansion joint material:
a. Properties:
1) Thickness: To match joint width indicated on the Drawings. 2) Asphalt-impregnated fiber in accordance with ASTM D1751. b. Manufacturers: One of the following or equal:
1) Durajoint.
2) W.R. Meadows, SealTight Fibre Expansion Joint.
2. Synthetic sponge rubber expansion joint material:
a. Properties:
1) Thickness: As recommended for width indicated on the Drawings. 2) Material in accordance with ASTM D1752, Type I.
b. Manufacturers: One of the following or equal:
1) Williams Products Inc., Everlastic 1300.
2) W.R. Meadows, SealTight Sponge Rubber.
2.02 WATERSTOPS
A. Waterstops - polyvinyl chloride (PVC):
1. Manufactured from prime virgin polyvinyl chloride plastic compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements as specified in this Section.
2. Manufacturers: One of the following or equal:
a. Vinylex Corp.
b. Sika Corp., Greenstreak PVC Waterstop.
3. Type: Ribbed waterstop:
a. Construction joints: 6-inch wide ribbed type.
b. Expansion joint for wall penetrations for concrete encased electrical duct banks: 6-inch ribbed type with hollow center bulb.
c. Expansion joints: 9-inch wide ribbed type with hollow center bulb. d. Dumbbell-type waterstop will not be allowed unless otherwise specified or indicated on the Drawings.
e. No scrap or reclaimed material shall be used.
4. Properties as indicated in the following table:
Physical Characteristics Test Method Required Results
Specific Gravity ASTM D792 Not less than 1.3.
Hardness ASTM D2240 70 to 90 Type A15 Shore durometer.
Tensile Strength ASTM D638 Not less than 2,000 pounds per square inch.
Ultimate Elongation ASTM D638 Not less than 300 percent.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03150 (DraftFinal) Physical Characteristics Test Method Required Results
Alkali Extraction CRD-C-572 Change in weight after 7 days: Between minus 0.1 percent and plus 0.25 percent.
Change in hardness after 7 days: Not more
than plus 5 points.
Low Temperature Brittle Point ASTM D746 No sign of cracking or chipping at -35 degrees Fahrenheit.
Water Absorption ASTM D570 Not more than 0.15 percent after 24 hours.
Accelerated Extraction Test CRD-C-572 Tensile strength: Not less than 1,600 pounds per square inch.
Elongation: Not less than 280 percent.
Stiffness in Flexure ASTM D747 Not less than 600 pounds per square inch.
Tear Resistance ASTM D624 Not less than 225 pounds per inch.
Thickness - 3/8 inch.
Center Bulb
6-inch Waterstops - 7/8 inch or 1-inch nominal outside
diameter.
9-inch Waterstops - For expansion joints 1 inch and narrower:
1-inch nominal outside diameter.
For expansion joints wider than 1 inch:
2-inch nominal outside diameter.
Allowable Tolerances
Width - Plus or minus 3/16 inch.
Thickness - Plus or minus 1/32 inch.
PART 3 EXECUTION
3.01 INSTALLATION
A. Waterstops:
1. General:
a. Store waterstops so as to permit free circulation of air around waterstop material and prevent direct exposure to sunlight.
b. Install waterstops in concrete joints where indicated on the Drawings. c. Carry waterstops in walls into lower slabs and join to waterstops in slabs with appropriate types of fittings.
d. In waterbearing structures: Provide all joints with waterstops, whether indicated on the Drawings or not.
e. Provide waterstops that are continuous.
f. Set waterstops accurately to position and line as indicated on the Drawings.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03150 (DraftFinal) g. Hold and securely fix edges in position at intervals of not more than 24 inches so that they do not move during placing of concrete. h. Position the waterstop so that symmetrical halves of waterstop are equally divided between concrete pours. Center axis of waterstop shall be coincident with centerline of the joint.
i. Do not drive nails, screws, or other fasteners through waterstops in vicinity of construction joints.
j. Use wires at not more than 24 inches on centers near outer edge of waterstop to tie waterstops into position.
k. Special clips may be used in lieu of wires, at Contractor's option. l. Terminate waterstops 3 inches from top of finish surfaces of walls and slabs unless otherwise specified or indicated on the Drawings. m. When any waterstop is installed in concrete on one side of joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, take suitable precautions to shade and protect exposed waterstop from direct rays of sunlight during entire exposure and until exposed portion is embedded in concrete.
n. When placing concrete at waterstops in slabs, lift edge of waterstop while placing concrete below the waterstop. Manually force waterstop against and into concrete, and then cover waterstop with fresh concrete.
2. Polyvinyl chloride waterstop:
a. Install waterstops so that joints are watertight.
b. Weld joints such as unions, crosses, ells, and tees, with thermostatically controlled equipment recommended by waterstop manufacturer:
1) Do not damage material by heat sealing.
2) Make joints by overlapping, then simultaneously cut ends of sections to be spliced so they will form smooth even joint. Heat cut ends with splicing tool until the plastic melts. Press 2 ends together until plastic cools.
3) Maintain continuity of waterstop ribs and tubular center axis. 4) The splices shall have tensile strength of not less than 60 percent of unspliced materials tensile strength.
c. Butt joints of ends of 2 identical waterstop sections may be made while material is in forms.
d. Manufacturer shall factory prefabricate joints for crosses and tees. e. Split-type waterstops will not be permitted except where specifically indicated on the Drawings.
B. Joints:
1. Construct construction and expansion joints as indicated on the Drawings.
2. Preformed expansion joint material: Fasten expansion joint strips to concrete, masonry, or forms with adhesive. No nailing will be permitted, nor shall expansion joint strips be placed without fastening.
C. Hardboard:
1. When indicated on the Drawings, face surface of joint filler with hardboard.
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2. Other facing materials may be used provided they furnish equivalent protection and material is acceptable to Engineer.
3. Hold hardboards in place with nails, waterproof adhesive, or other means acceptable to Engineer.
END OF SECTION
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CONCRETE REINFORCING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Reinforcing bars.
a. Carbon steel.
2. Thread bars.
3. Bar supports.
4. Tie wires.
5. Welded wire fabric.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 318 - Building Code Requirements for Structural Concrete and Commentary.
2. SP-66 - ACI Detailing Manual.
B. American Iron and Steel Institute (AISI).
C. American Welding Society (AWS):
1. D1.4 - Structural Welding Code - Reinforcing Steel.
D. ASTM International (ASTM):
1. A493 - Standard Specification for Stainless Steel Wire and Wire Rods for Cold Heading and Cold Forging.
2. A615 - Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement.
3. A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.
4. A1064 - Standard Specification of Carbon-Steel wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.
E. Concrete Reinforcing Steel Institute (CRSI):
1. Manual of Standard Practice.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Architectural concrete: Concrete surfaces that will be exposed to view in the finished work.
a. Additionally, for purposes of this Section, includes:
1) Concrete surfaces that are designated to receive paints or coatings.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03200 (DraftFinal) 2) Exposed concrete in open basins, channels, and similar liquid containing structures: Surfaces shall be considered exposed to view if located above a line 2 feet below the normal operating water surface elevation in that structure.
2. Bars: Reinforcement or reinforcing bars as specified in this Section.
3. Evaluation Report: Report prepared by ICC-ES, or by other testing agency acceptable to the Engineer and to the Building Official, that documents testing and review of a product to confirm that it complies with the requirements of designated ICC-ES Acceptance Criteria, and its acceptance for use under the Building Code specified in Section 01410 - Regulatory Requirements.
4. Give away bars: Reinforcing bars that are not required by the Contract Documents but are installed by the Contractor to provide support for the required reinforcing bars.
5. Wire supports: Metal reinforcing supports constructed of steel wire as specified.
Includes individual high chairs, continuous high chairs, bolsters and other similar configurations and shapes.
1.04 SUBMITTALS
A. General:
1. Submit in accordance with Section 01330 - Submittal Procedures.
2. Changes to reinforcement in Contract Documents:
a. Indicate in a separate letter submitted with Shop Drawings any changes to reinforcement indicated on the Drawings or specified.
b. Such changes will not be acceptable unless the Engineer has accepted them in writing.
B. Product data:
1. Bar supports:
a. Wire bar supports:
1) Schedule of support materials to be provided and locations of use. b. Precast concrete bar supports (“dobies”):
1) Manufacturer's data indicating compression strength of concrete and confirming dimensions and thickness(es). height(s) to be provided for each location where used.
C. Shop Drawings:
1. Reinforcement Shop Drawings:
a. Submit Drawings showing bending and placement of reinforcement required by the Contract Documents.
b. Provide CAD generated Shop Drawings.
c. Clearly indicate structures or portions of structures covered by each Submittal.
1) Submit reinforcement Shop Drawings for each structure as a complete package. Submittals addressing only a portion of a structure will be rejected and returned without review, unless such presentation is accepted by the Engineer in advance.
d. Shop Drawings shall conform to the recommendations of the CRSI Manual of Standard Practice and be in accordance with ACI SP-66. e. Use the same bar identification marks on bending detail Drawings, placement Drawings, and shipping tags.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03200 (DraftFinal) f. Submittals consisting solely of reinforcing bar schedules, without accompanying placement Drawings, will not be accepted unless accepted under prior written agreement with the Engineer.
2. Reinforcement placement Drawings:
a. Clearly show placement of each bar listed in the bill of materials, including additional reinforcement at corners and openings, and other reinforcement required by details in the Contract Documents.
b. Clearly identify locations of reinforcement with coatings (e.g., galvanized or epoxy) and with yield strength other than ASTM A615, Grade 60. c. Show anchor bolt locations based on anchor bolt templates for approved equipment.
d. Show splice locations.
3. Reinforcement fabrication Drawings:
a. If bend types or nomenclature differs from that recommended in the CRSI Manual of Standard Practice, provide details showing bend types and dimensional designations.
b. Clearly identify reinforcement with coatings and with yield strength other than ASTM A615, Grade 60.
D. Samples (when requested by the Engineer):
1. Bar supports/wire reinforcement supports: Samples of each type of chair and bolster proposed for use. Submit with letter stating where each type will be used.
2. Precast concrete bar supports: Samples of each type of precast support proposed for use. Submit with letter stating where each will be used.
E. Test reports:
1. Certified copy of mill test for each steel used. Show physical properties and chemical analysis.
a. Mill test reports may be submitted as record documents at the time the reinforcement from that heat of steel is shipped to the site. b. In such cases, submit certificates under the Shop Drawing Submittal number with the letter “R” (for record date) appended to the end (e.g., if the reinforcement was submitted as 03200-002-1, deliver the associated mill certificate as Submittal 03200-002-1R).
F. Special procedures:
1. Welding procedures in accordance with AWS D1.4 for reinforcement to be field welded.
a. Procedures qualification record.
G. Qualifications statements:
1. Welder qualifications.
H. Closeout documents:
1. Field quality control and inspection reports.
2. Field quality assurance special inspection and testing reports.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:
1. Deliver bars bundled and tagged with identifying tags.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03200 (DraftFinal) B. Acceptance at site:
1. Reinforcing bars: Deliver reinforcing bars lacking grade identification marks with letter containing manufacturer's guarantee of grade.
1.06 SEQUENCING AND SCHEDULING
A. Bar supports:
1. Do not place concrete until samples and product data for bar supports have been accepted by the Engineer.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Drawings contain notes describing the size and spacing of reinforcement and its placement, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in concrete, and other related information.
2.02 MATERIALS
A. Reinforcing bars:
1. Provide reinforcement of the grades and quality specified, fabricated from new stock, free from excessive rust or scale, and free from unintended bends or other defects affecting its usefulness.
2. ASTM A615 Grade 60 deformed bars, including the following requirements:
a. Actual yield strength based on mil tests of reinforcement provided shall not exceed the minimum yield strength specified in this Section by more than 18,000 pounds per square inch.
b. Ratio of actual ultimate tensile strength to actual tensile yield strength shall not be less than 1.25.
3. Reinforcing bars designated or required to be welded:
a. Low-alloy, ASTM A706 Grade 60, deformed bars.
b. ASTM A615 Grade 60 deformed bars may be used in lieu of ASTM A706 Grade 60 if the following requirements are satisfied:
1) Welding procedures in accordance with AWS D1.4 are submitted to the Engineer.
2) The specific location for proposed substitution is acceptable to the Engineer.
B. Bar supports:
1. Wire supports:
a. All stainless steel bar supports:
1) Conforming to CRSI Manual of Standard Practice recommendations for types and details, but custom fabricated entirely from stainless steel wire in accordance with ASTM A493, AISI Type 316. b. Stainless steel protected bar supports:
1) Conforming to CRSI Manual of Standard Practice Class 2, Type B, and consisting of bright basic wire support fabricated from cold-drawn carbon steel wire with stainless steel ends attached at the bottom of each leg.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03200 (DraftFinal) 2) Stainless steel wire ends shall be in accordance with ASTM A493, AISI Type 316 and shall extend at least 3/4 inch inward from the formed surface of the concrete.
c. Bright basic wire bar supports.
1) Conforming to CRSI Manual if Standard Practice, Class 3.
2. Plastic supports:
a. Manufacturers: The following or equal:
1) Aztec Concrete Accessories.
3. Deformed steel reinforcing bar supports:
a. Fabricated of materials and to CRSI details recommended for typical reinforcement embedded in concrete and bent to dimensions required to provide specified clearances and concrete cover.
4. Precast concrete bar supports (“dobies”):
a. Pre-manufactured, precast concrete blocks with cast-in annealed steel wires, 16-gauge or heavier.
b. Compression strength of concrete: Equal to or exceeding the compression strength of the surrounding concrete.
c. Block dimensions:
1) Height to provide specified concrete cover.
2) Footprint not less than 3 inches by 3 inches, and adequate to support the weight of the reinforcement and maintain specified concrete cover without settling into the underlying surface.
C. Tie wires:
1. General use: Black annealed steel wire, 16-gauge or heavier.
D. Welded wire fabric reinforcement:
1. Material:
a. Carbon steel in accordance with ASTM A1064.
b. Provide welded wire reinforcement in flat sheet form. Rolled wire fabric is not permitted.
2. Fabric may be used in place of reinforcing bars if accepted by the Engineer:
a. Provide welded wire fabric having cross-sectional area per linear foot not less than the cross-sectional area per linear foot of reinforcing bars indicated on the Drawings.
2.03 FABRICATION
A. Shop fabrication and assembly:
1. Cut and bend bars in accordance with provisions of ACI 318 and the CRSI Manual of Standard Practice.
2. Bend bars cold. Use bending collars to develop the recommended bend radius.
3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.
4. Circumferential and radiused reinforcement: Roll to the radius required for its location in the structure before installation.
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3.01 EXAMINATION
A. Verification of conditions:
1. Reinforcing bars and welded wire reinforcement:
a. Verify that reinforcement is new stock, free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings that will adversely affect bonding capacity when placed in the Work.
2. Welded wire fabric:
a. Verify that sheets are not curled or kinked before or after installation.
3.02 PREPARATION
A. Surface preparation:
1. Reinforcing bars - uncoated:
a. Clean reinforcement of concrete, dirt, oil, and other coatings that will adversely affect bond before embedding bars in subsequent concrete placements.
b. Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean bars having rust scale, loose mill scale, or thick rust coat.
c. Partially embedded reinforcement: Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent concrete placements.
3.03 INSTALLATION
A. Reinforcing bars: General:
1. Field-cutting of reinforcing bars is not permitted.
Table 1. Reinforcement Placing Tolerances
Member
Tolerance on
Reinforcement
Location(1)
Tolerance on
Minimum Concrete
Cover(1,2)
Slabs, beams, walls and columns except as noted below:
10 inches thick and less + 3/8 inch - 3/8 inch
More than 10 inches thick + 1/2 inch - 1/2 inch
Formed soffits As noted above - 1/4 inch
Longitudinal location of bends and ends of reinforcement:
Conditions not listed below + 2 inches - 1/2 inch
At discontinuous ends of brackets and corbels + 1/2 inch - 1/4 inch At discontinuous ends of other members + 1 inch - 1/2 inch Notes:
(1) + indicates “plus or minus;” - indicates “minus;” + indicates “plus.” (2) Tolerance on cover is limited as noted but decrease in cover shall not exceed one third of the minimum cover indicated on the Drawings.
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2. Field-bending of reinforcing bars, including straightening and rebending, is not permitted.
B. Placing reinforcing bars:
1. Accurately place bars to meet position and cover requirements indicated on the Drawings and specified. Secure bars in position.
2. Tolerances for placement and minimum concrete cover: As listed in Table 1.
3. Spacing between bars:
a. Minimum clear spacing between bars in a layer:
1) As indicated on the Drawings, but not less than the larger of
1.5 times the bar diameter or 1-1/2 inches.
b. Minimum clear spacing between bars in 2 or more parallel layers:
1) Place bars in upper layers directly above bars in lower layers. 2) Minimum spacing between layers: As indicated on the Drawings, but not less than the larger of 1.5 times the bar diameter or 1-1/2 inches. c. Limits on minimum clear spacing between bars also applies to the clear spacing between a lap splice and the adjacent bars and/or lap splices.
4. Lap splices for bars:
a. Lap splice locations and lap splice lengths: As indicated on the Drawings.
Where lap lengths are not indicated, provide in accordance with ACI 318. b. Unless otherwise specifically indicated on the Drawings (and noted as “non-contact lap splice”), install bars at lap splices in contact with each other and fasten together with tie wire.
c. Where bars are to be lap spliced at concrete joints, ensure that bars project from the first concrete placement a length equal to or greater than minimum lap splice length indicated on the Drawings.
d. Stagger lap splices where indicated on the Drawings. e. Where lap splice lengths are not indicated on the Drawings, provide lap splice lengths in accordance with ACI 318.
C. Reinforcing supports:
1. Provide supports of sufficient numbers, sizes, and locations to maintain concrete cover, to prevent sagging and shifting, and to support loads during construction without displacement and without gouging or indentation into forming surfaces.
a. Quantities and locations of supports shall not be less than those indicated in ACI SP-66 and the CRSI Manual of Standard Practice.
2. Do not use brick, concrete masonry units, concrete spalls, rocks, wood, or similar materials for supporting reinforcement.
3. Do not use “give away bars” that have less cover than that required by the Contract Documents. Do not adjust the location of reinforcement required by the Contract Documents to provide cover for give away bars.
4. Provide bar supports of height required to maintain the clear concrete cover indicated on the Drawings.
5. Provide bar supports at formed vertical faces to maintain the clear concrete cover indicated on the Drawings.
6. Schedule of reinforcement support materials: Provide bar supports as indicated in Table 2.
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Case Location Material
a. Concrete placed over earth and concrete seal
slabs (“mud mats”)
Precast concrete bar supports
b. Concrete placed against forms and exposed to
water or wastewater process liquids (whether or
not such concrete received additional linings or
coatings)
All stainless steel bar supports.
c. Concrete placed against forms and exposed to
earth, weather, frequent washdown, or
groundwater in the finished work
All stainless steel bar supports.
d. Concrete placed against forms and exposed to
interior equipment/piping areas in the finished
work
All stainless steel bar supports.
e. Between mats of reinforcement, and fully
embedded within a concrete member
Bright basic wire bars supports, or
deformed steel reinforcing bars.
D. Tying of reinforcing:
1. Fasten reinforcement securely in place with wire ties.
2. Tie reinforcement at spacings sufficient to prevent shifting. a. Provide at least 3 ties in each bar length. (Does not apply to dowel lap splices or to bars shorter than 4 feet, unless necessary for rigidity).
3. Tie slab bars at every intersection around perimeter of slab.
4. Tie wall bars and slab bar intersections other than around perimeter at not less than every fourth intersection, but at not more than the spacing indicated in Table 3:
Table 3. Maximum Spacing of Tie Wires for Reinforcement Bar Size
Slab Bar Spacing
(inches)
Wall Bar Spacing
(inches)
Bars Number 5 and Smaller 60 48
Bars Number 6 through Number 9 96 60
Bars Number 10 and Number 11 120 96
5. After tying:
a. Bend ends of wires inward towards the center of the concrete section.
Minimum concrete cover for tie wires shall be the same as cover requirements for reinforcement.
b. Remove tie wire clippings from inside forms before placing concrete.
E. Welded wire fabric reinforcement:
1. Install only where indicated on the Drawings or accepted in advance by the Engineer.
2. Install necessary tie wires, spacing chairs, and supports to keep welded wire fabric at its designated position in the concrete section while concrete is being placed.
3. Straighten welded wire fabric to make sheets flat in the Work.
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4. Do not allow wire fabric to drape between supports unless such a configuration is specifically indicated on the Drawings.
a. If fabric is displaced during placement of concrete, make provisions to restore it to the designated location using methods acceptable to the Engineer.
5. Bend welded wire fabric as indicated on the Drawings or required to fit Work.
6. Lap splice welded wire fabric as indicated on the Drawings. a. If lap splice length is not indicated, splice in accordance with ACI 318, but not less than 1 1/2 courses of fabric or 8 inches minimum. Tie laps at ends and at not more than 12 inches on center.
F. Welding reinforcing bars:
1. Weld only where indicated on the Drawings or where acceptance is received from the Engineer prior to welding.
2. Perform welding in accordance with AWS D1.4 and welding procedures accepted by the Engineer.
a. Conform to requirements for minimum preheat and interpass temperatures.
3. Submit:
a. Welding procedures specification.
b. Procedures qualification record.
c. Welder qualification test record.
4. Do not tack weld reinforcing bars except where specifically indicated on the Drawings.
3.04 FIELD QUALITY CONTROL
A. Provide quality control for the Work of this Section as specified in Section 01450 - Quality Control.
B. Field inspections and testing:
1. Submit records of inspections and testing to the Engineer in electronic format within 24 hours after completion.
3.05 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.
B. Special inspections and tests:
1. Provide as specified in Section 01455 - Regulatory Quality Assurance.
2. Frequency of inspections:
a. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the Building Code specified in Section 01410 - Regulatory Requirements.
3. Preparation:
a. Review Drawings and Specification for the Work to be observed. b. Review approved Submittals and Shop Drawings.
4. Inspections: Special inspection shall include, but is not limited to, the following items:
a. Reinforcement: General:
1) Type (material) and location of reinforcement supports. 2) Bar material/steel grade and bar size.
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4) Clear concrete cover over reinforcement.
5) Lap splice: Location and lap length. Bars within tolerances for contact (unless non-contact splice is indicated on the Drawings). 6) Bar hooks and development lengths embedded within concrete sections as indicated on the Drawings.
7) Reinforcement tired in position and tie wire legs turned inward toward the center of the concrete section.
b. Reinforcement: Welding:
1) Inspector qualification and inspections shall be in accordance with the requirements of AWS D1.4.
2) Provide periodic inspection for:
a) Weldability of reinforcement other than ASTM A706.
b) Single pass fillet welds with thickness less than or equal to 5/16 inch.
3) Provide continuous inspection for:
a) Other welds.
b) Welds at mechanical reinforcing bar couplers and end anchors. 4) In addition to visual inspection, Owner may inspect reinforcing bar welds by other methods, including radiographic inspection.
5. Records of inspections:
a. Provide a written record of each inspection using forms acceptable to the Engineer and to the Building Official.
b. Submit electronic copies of inspection reports to the Engineer within 24 hours after completion of inspections.
3.06 NON-CONFORMING WORK
A. Before placing concrete, adjust or remove and re-install reinforcement to conform to the requirements of the Contract Documents.
END OF SECTION
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CAST-IN-PLACE CONCRETE
TABLE OF CONTENTS
PART 1 GENERAL............................................................................................................... 2
1.01 SUMMARY ................................................................................................................. 2
1.02 REFERENCES ........................................................................................................... 2
1.03 TERMINOLOGY ......................................................................................................... 4
1.04 DELEGATED DESIGN ............................................................................................... 5
1.05 SUBMITTALS ............................................................................................................. 5
1.06 QUALITY ASSURANCE ............................................................................................. 9
1.07 DELIVERY, STORAGE, AND HANDLING................................................................10
1.08 PROJECT CONDITIONS..........................................................................................10
1.09 SEQUENCING AND SCHEDULING .........................................................................11 PART 2 PRODUCTS ..........................................................................................................11
2.01 DESIGN AND PERFORMANCE CRITERIA..............................................................11
2.02 MATERIALS - GENERAL .........................................................................................12
2.03 MATERIALS - CONCRETE MIX CONSTITUENTS...................................................12
2.04 MATERIALS FOR PLACING, CURING AND FINISHING .........................................16
2.05 EQUIPMENT ............................................................................................................17
2.06 CONCRETE MIXES..................................................................................................19
2.07 SOURCE QUALITY CONTROL................................................................................28 PART 3 EXECUTION..........................................................................................................28
3.01 PREPARATION........................................................................................................28
3.02 CONCRETE JOINTS................................................................................................29
3.03 MEASURING AND BATCHING MATERIALS ...........................................................30
3.04 MIXING AND TRANSPORTING ...............................................................................31
3.05 PLACING AND CONSOLIDATING ...........................................................................33
3.06 FINISHING CONCRETE...........................................................................................35
3.07 CURING ...................................................................................................................35
3.08 PROTECTION ..........................................................................................................37
3.09 HOT WEATHER CONCRETING...............................................................................38
3.10 FIELD QUALITY CONTROL BY CONTRACTOR .....................................................39
3.11 FIELD QUALITY CONTROL BY OWNER................................................................. 40
3.12 NON-CONFORMING WORK....................................................................................41
ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH
ATTACHMENT B - COARSENESS FACTOR CHART
ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART
ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST
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1.01 SUMMARY
A. Section includes:
1. Cast-in-place concrete.
B. The requirements of this Section require advance planning for preparation and testing of trial batches. Review the mix design and testing requirements carefully, and schedule preparations and testing with sufficient time to complete tests, to obtain the Engineer’s review of mixes and testing results, and to complete revisions and re-testing if required.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. CODE-318 - Building Code Requirements for Structural Concrete and Commentary.
2. CODE-350 - Code Requirements for Environmental Engineering Concrete Structures and Commentary.
3. PRC-212.3 - Report on Chemical Admixtures for Concrete.
4. PRC-302.1 - Guide to Concrete Floor and Slab Construction.
5. PRC-305 - Guide to Hot Weather Concreting.
6. PRC-306 - Guide to Cold Weather Concreting.
B. ASTM International (ASTM):
1. C29 - Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate.
2. C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.
3. C33 - Standard Specification for Concrete Aggregates.
4. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
5. C40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.
6. C42 - Standard Test Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.
7. C88 - Standard Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.
8. C94 - Standard Specification for Ready-Mixed Concrete.
9. C114 - Standard Test Methods for Chemical Analysis of Hydraulic Cement.
10. C117 - Standard Test Method for Materials Finer that 75-m (No. 200) Sieve in Mineral Aggregates by Washing.
11. C123 - Standard Test Method for Lightweight Particles in Aggregate.
12. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
13. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
14. C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete.
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15. C142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregate.
16. C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.
17. C150 - Standard Specification for Portland Cement.
18. C156 - Standard Test Method for Water Loss from a Mortar Specimen Through Liquid Membrane-Forming Curing Compounds for Concrete.
19. C157 - Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete.
20. C171 - Standard Specifications for Sheet Materials for Curing Concrete.
21. C172 - Standard Practice for Sampling Freshly Mixed Concrete.
22. C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.
23. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
24. C293 - Standard Test Method for Flexural Strength of Concrete (Using Simple Beam With Center-Point Loading).
25. C295 - Standard Guide to Petrographic Examination of Aggregates for Concrete.
26. C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.
27. C311 - Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete.
28. C494 - Standard Specification for Chemical Admixtures for Concrete.
29. C595 - Standard Specification for Blended Hydraulic Cements.
30. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.
31. C702 - Standard Practice for Reducing Samples of Aggregate to Testing Size.
32. C856 - Standard Practice for Petrographic Examination of Hardened Concrete.
33. C989 - Standard Specification for Slag Cement for Use in Concrete and Mortars.
34. C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.
35. C1218 - Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.
36. C1240 - Standard Specification for Silica Fume Used in Cementitious Mixtures.
37. C1260 - Standard Test Method of Potential Alkali Reactivity of Aggregates (Mortar Bar Method).
38. C1293 - Standard Test Method for Determination of Length Change of Concrete due to Alkali-Silica Reaction.
39. C1567 - Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method).
40. C1602 - Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.
41. C1778 - Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete.
42. D75 - Standard Practice for Sampling Aggregates.
43. D2103 - Standard Specification for Polyethylene Film and Sheeting.
44. D3665 - Standard Practice for Random Sampling of Construction Materials.
45. D4791 - Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.
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D. NSF International (NSF):
1. 61 - Drinking Water System Components - Health Effects.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Alkali: The sum of sodium oxide and potassium oxide calculated as sodium oxide.
2. Alkali load: Amount of alkalies contributed by the Portland cement in a concrete mixture, expressed in pounds per cubic yard (lb/yd3 ) and calculated
by multiplying the Portland cement content of the concrete in lb/yd3 by the alkali content of the Portland cement, or the Portland cement portion of a blended cement, divided by 100.
3. Architectural concrete: Concrete surfaces that will be exposed to view in the finished work.
a. For purposes of this Section, includes only those surfaces that receive paint or coatings.
b. Exposed concrete surfaces in open basins, channels, and similar liquid containing structures: Surfaces will be considered exposed to view if located above the water line as defined in Section 03366 - Concrete Finishes.
c. Exterior concrete surfaces with portions above and below grade: Surface will be considered exposed to view of located above the grade line as defined in Section 03366 - Concrete Finishes.
4. Average daily temperature: Calculated by summing hourly measurements of air temperature in the shade at the face of the concrete and dividing that sum by 24. In calculating the sum of the temperatures recorded, any measurement less than 50 degrees Fahrenheit shall be recorded as 0 degrees Fahrenheit and included in the sum.
5. Cementitious materials: Portland cement and supplementary cementitious materials.
6. Class of concrete: Refers to a mix with characteristics, proportions, and constituents (including a specific combination of admixtures) as specified in this Section.
a. Any change in the source or characteristics of constituent materials, in the proportions of materials, or in the admixtures included in a mix shall be considered as creating a new and separate class of concrete. b. Any mix to be placed by pumping shall be considered as creating a new and separate class of concrete.
7. Cold weather: Includes one or more of the following conditions:
a. Current air temperature is 45 degrees Fahrenheit and falling. b. Air temperature during the first 24 hours after placement is expected to fall into the range of 45 degrees Fahrenheit to 40 degrees Fahrenheit. c. A period when, for more than 3 consecutive days, the following conditions exist:
1) The average daily air temperature drops below 40 degrees Fahrenheit.
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8. Cold weather concreting: Operations for placing, finishing, curing, and protecting concrete during cold weather.
9. Green concrete: Concrete that has not yet achieved 100 percent of the minimum specified compressive strength, f’c, for that mix.
10. Hairline crack: Crack with a crack width of less than 4 thousandths of an inch (0.004 inches).
11. Hot weather: Any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than 0.2 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI PRC-305 and in this Section, Attachment A - Menzel Formula and Nomograph.
12. Hot weather concreting: Operations for placing, finishing, curing, and protecting concrete during hot weather.
13. Paste content: The total concrete volume minus the volume of aggregate, expressed as a percentage of total volume. Paste volume includes volume of cementitious materials, water, air, admixtures materials, and any fibers.
14. Supplemental cementitious material: Inorganic material such as fly ash, natural pozzolans, silica fume, or slag cement that reacts pozzolanically or hydraulically.
1.04 DELEGATED DESIGN
A. As specified in Section 01357 - Delegated Design Procedures.
B. Concrete mix designs.
1.05 SUBMITTALS
A. Furnish Submittals as specified in Section 01330 - Submittal Procedures.
B. General:
1. Data for concrete mixes and mix constituents supplied to the Work shall be coordinated through a single supplier.
2. A maximum of 2 mix designs will be reviewed by the Engineer for each class of concrete required.
a. Review of additional mix designs shall be at the expense of the Contractor.
C. Product data:
1. Submit data completely describing products and demonstrating compliance with the requirements of this Section.
2. Data for all products in the mix for each class of concrete shall be submitted concurrently with that mix design.
3. Where products conforming to NSF 61 are required, submit evidence of testing and listing under NSF 61 for use in direct contact with potable water. Testing and listing shall be by a nationally recognized agency acceptable to the Engineer.
4. Admixtures:
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5. Curing compound: Submit complete data on proposed compound.
D. Delegated Design Submittals:
1. Concrete mix designs:
a. Submit full details, including mix design calculations and plots, for concrete mixes proposed for use for each class of concrete. b. Include mix design calculations of proportions by both weight and volume. c. Determine and include the alkali load of the proposed mix. d. Include information on correction of batching for varying moisture contents of fine aggregate.
e. Submit source quality test records with mix design Submittal. f. Provide calculations demonstrating that the mixes proposed provide the required average compression strength of concrete (f’cr) based on source quality test records.
g. For each Class A mix design submitted, plot the mix design Attachment B - Coarseness Factor Chart and submit.
h. For each Class A mix design submitted, plot the combined aggregate gradation on the chart Attachment C - Combined Aggregate Gradation Chart and submit.
E. Concrete mixes - Trial batches:
1. Drying shrinkage test results.
a. Submit results of testing.
2. Compression strength test results.
a. Submit results of testing. Provide data for each cylinder tested. b. Submit data indicating trial batch mix designator, slump, and specimen number for each test cylinder.
c. Submit test specimens from compression strength tests for trial batches. 1) Using indelible marker, clearly label each cylinder with concrete class, trail batch number, and specimen number.
3. If there is any change in suppliers or in quality of concrete mix constituents, submit new test data.
F. Test reports:
1. Dated not more than 24 months prior to the date of Submittal.
2. Aggregate:
a. Submit certified copies of commercial laboratory tests proposed for use in concrete.
b. Sieve analyses:
1) During construction, submit sieve analyses of coarse, fine, and combined aggregates used any time there is a change in supplier, or a significant change in the character and/or grading of materials, and when requested by the Engineer.
c. Aggregates - coarse:
1) Physical properties:
a) Sieve analysis.
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c) Abrasion loss.
d) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles content.
b) Materials finer than No. 200 sieve (percentage).
c) Shale and chert content.
d) Coal and lignite content.
3) Alkali reactivity.
4) Deleterious substances:
a) Clay lumps and friable particles content.
b) Chert and shale content.
c) Coal and lignite content.
d) Materials finer than No. 200 sieve.
5) Alkali reactivity.
d. Aggregates - Fine:
1) Physical properties:
a) Sieve analysis and fineness modulus.
b) Soundness.
2) Deleterious substances:
a) Clay lumps and friable particles (percentage).
b) Materials finer than No. 200 sieve (percentage).
c) Coal and lignite (percentage).
d) Shale and chert.
e) Organic impurities (“Color” as determined by ASTM C40). 3) Alkali reactivity.
e. Aggregates - Combined:
1) Test combined gradation for the following sieve sizes: 1.5 inches, 1 inch, 3/4 inch, 1/2 inch, 3/8 inch, No. 4, No. 8, No. 16, No. 30, No. 100, No. 200.
2) Bulk density in accordance with ASTM C29.
3) Void content in accordance with ASTM C29.
4) Submit at:
a) Initial mixture design Submittal.
b) Intervals of not more than 4 weeks.
c) Any time there is a change in character or grading of constituent materials.
d) When requested by the Engineer.
3. Cement:
a. Mill tests, including alkali content measured as equivalent alkalies, for each shipment of cement included in the Work.
1) During construction, submit mill certificates for cement being used at intervals of not more than 90 days, any time there is a change in supplier or a significant change in the character of the materials, and when requested by the Engineer.
4. Supplemental cementitious material:
a. Fly ash: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C618 and this Section.
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b. Slag cement: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C989 and this Section. c. Silica fume: Identify source and provide testing results to demonstrate compliance with requirements of ASTM C1240 and this Section.
G. Certificates:
1. Current NRMCA certification for all plants and trucks that will be used to supply concrete.
H. Source Quality Control Submittals:
1. Truck batch tickets for each load of concrete delivered to the site, whether accepted or rejected.
2. Concrete supplier’s quality control plan. Include the following elements, at a minimum:
a. Names and qualifications of key quality control personnel:
1) Quality control manager.
2) Testing and inspection personnel.
b. Names and qualifications of testing laboratories:
1) Each laboratory shall hold current accreditation from the AASHTO Accreditation Program, or other accreditation program acceptable to the Engineer, for each test performed.
c. Example forms for: Inspection reports, certificates of compliance, and test results.
d. Quality control procedures: Method and frequency of performing each procedure, including inspections and materials testing. At a minimum, the plan shall include:
1) Daily testing of aggregate gradation.
2) Monthly testing of cement quality.
3) Monthly testing of fly ash quality.
e. Procedures to control quality characteristics, including standard procedures to address properties outside the specified operating limits, and example reports to document non-conformances and corrective actions taken. Include procedure for notifying the Contractor and Engineer of non-conformances.
f. Procedures for verifying that:
1) Materials are properly stored during concrete batching operations. 2) Batch plants have the ability to maintain concrete consistency during periods of extreme heat and of low temperatures.
3) Admixtures are dispensed in the correct dosages within the accuracy requirements specified.
4) Delivery trucks have a valid NRMCA certification card. g. Procedures for verifying that weighmaster certificate for each load of concrete shows:
1) Cement and supplementary materials are from sources designated in the approved Submittals.
2) Concrete as-batched complies with the constituent weights designated in the approved Submittals.
3) Corrections for aggregate moisture are being correctly applied.
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h. Procedures for visually inspecting concrete during discharge.
I. Field Quality Control Submittals:
1. Contractor’s notifications of readiness for concrete placement.
2. Contractor’s reports of field quality control testing. a. Include with each report the concrete batch ticket number and identification numbers for associated cylinders used for compressive strength testing. b. Testing results for slump, temperature, unit weight, and air entrainment. c. Testing results for compressive strength at 7 and 28 days, and for any compressive strength tests after 28 days.
d. Note on batch ticket the amount of water that was withheld and the maximum amount that can be added on site as “Max add water.” Record on the batch ticket the volume of water actually added at site. e. Note on the batch ticket the concrete mix classification as defined in Table 3 of this Section.
J. Special procedure Submittals:
1. Sequence of concrete placing:
a. Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements. Submittal shall include plans sections and details to address all pours.
2. Cold weather concreting plan.
3. Hot weather concreting plan.
4. Repair of defective concrete: Submit mix design for repair materials to be used.
1.06 QUALITY ASSURANCE
A. Pre-installation meetings:
1. Schedule and conduct pre-installation meeting at least 10 days prior to batching and placing of concrete.
a. Provide additional meetings if necessary, to discuss specific concrete Submittals, mixes, or placing and curing conditions.
b. Notify the Engineer of location and time of each conference.
2. Required attendees:
a. Contractor, including Contractor’s superintendent and key personnel. b. Concrete supplier.
c. Technical representative(s) of supplier(s) of concrete admixtures. d. Subcontractor(s) providing pumping, placing, finishing, and curing. e. Subcontractor(s) providing embedded items (structural embedded plates, electrical conduit).
f. Sampling and testing personnel.
g. Engineer.
h. On-site inspectors representing the Engineer.
i. Other persons deemed by the Engineer and the Contractor to be critical to the quality and efficiency of the Work.
3. Agenda:
a. Review of requirements of Drawings and Specifications. b. Project and product safety requirements.
c. Discussion of points of interface and coordination between various trades or products to be used in the Work.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) d. Contractor’s schedule for cast-in-place concrete work. e. Mix designs, mix tests, and Submittals.
f. Admixture types, dosing, performance, requirements for monitoring, and limits on dosing or re-dosing at the site.
g. Placement and consolidation methods, techniques, and equipment and the effects of those methods on form pressures.
h. Slump and limits on placing time or conditions to maintain placeability. 1) Field adjustment of slump and air content.
i. Procedures for finishing, curing, and retention of moisture during these operations.
j. Procedures and protection for hot and cold weather conditions. k. Requirements and coordination for inspections.
1) Responsibility for test specimen curing and storage. 2) Distribution of test reports.
l. Other Specification requirements requiring coordination between parties to the Work.
4. Prepare and submit minutes of the pre-installation meeting as specified in Section 01312 - Project Meetings.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:
1. Deliver, store, and handle concrete materials in a manner that prevents damage and inclusion of foreign substances.
2. Deliver and store packaged materials in original containers until ready for use.
3. Deliver aggregate to mixing site and handle in such manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.
4. For Class M concrete:
a. Store coarse and fine aggregate in covered area. Shade aggregates to prevent heating by direct sunlight.
b. Store cementitious materials in covered, shaded silos to prevent heating by direct sunlight.
B. Acceptance at site:
1. Reject material containers or materials showing evidence of water or other damage.
2. Concrete mixes: Do not accept or incorporate into the Work concrete mixes that do not comply with the specified requirements for water content, slump, temperature, and air content.
1.08 PROJECT CONDITIONS
A. Cold weather concreting: During periods of cold weather as defined in this Section, implement cold weather concreting procedures in this Section.
B. Hot weather concreting: During periods of hot weather as defined in this Section, implement hot weather concreting procedures in this Section.
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1.09 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in a manner that completes all placing operations from one construction, contraction, or expansion joint to another construction, contraction, or expansion joint.
B. Joints at each end of the placement shall be as indicated on the Drawings, or as identified and accepted in advance by the Engineer.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Provide concrete with a homogeneous mixture, that, when hardened, will have required strength, watertightness, and durability.
B. Provide a workable, low-shrinkage concrete mix that maximizes aggregate content and minimizes paste content.
C. Performance requirements:
1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, supplemental cementitious materials, aggregate, admixtures and water, proportioned and mixed to produce a plastic, workable mixture in accordance with requirements of this Section, and suitable to specific conditions of placement.
b. Proportion aggregates to produce a gradation of aggregate that combines fine and coarse aggregate in well-graded proportions that maximizes the aggregate content and minimizes the paste content of the mix. Gradation should maximize long-term durability and strength of the concrete mixture. c. Durability requirements will be deemed to be satisfied when:
1) Mixture is proportioned with a well-graded combined aggregate. 2) Specified water-cement ratio is satisfied.
3) Concrete contains the specified range of air content. 4) Maximum specified paste content is satisfied.
d. Proportion materials in a manner that will secure the lowest cement content, water-cementious materials ratio, and paste volume that is consistent with good workability that provides a plastic and cohesive mixture, and that provides a slump that is within the specified range. e. Construction and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods have been specified, for purpose of to reduce the number and size of cracks, resulting from normal expansion and contraction expected from the concrete mixes specified. f. Remove and replace, or repair as specified in this Section, non-conforming work and surfaces with cracks, voids and honeycombs, or surface wetness.
2. Workmanship and methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI CODE-318, and ACI CODE-350.
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2.02 MATERIALS - GENERAL
A. Water and ice:
1. Water for concrete mixes, for washing aggregate, and for curing concrete:
Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances from a municipal potable water source.
2. Water from non-potable sources shall comply with the limits of ACI CODE-350, Table 3.4.3.5. Water from non-potable sources shall comply with the optional chemical limits of ASTM C1602.
3. Do not use water from concrete production operations, or combined water from concrete production operations as defined in ASTM C1602.
2.03 MATERIALS - CONCRETE MIX CONSTITUENTS
A. Water and ice:
1. As specified in the preceding paragraphs.
B. Cementitious materials:
1. Portland cement:
a. In accordance with ASTM C150.
1) Type II.
b. Single source: To provide uniformity of appearance, for each structure use only one source, type, and brand of Portland cement for walls and slabs that will be exposed in the finished work.
1) Confirm adequate supply of cement over duration of project before making trial batches or beginning concrete placements.
c. Cement for finishing: Provide cement from the same source and of the same type as concrete to be finished or repaired.
d. In accordance with NSF 61.
C. Supplementary cementitious materials:
1. Fly ash:
a. Class C or Class F fly ash in accordance with the requirements of ASTM C618, except as modified in this Section.
1) Class C may be used in concrete made with Type II Portland cement. 2) Class F required if used in concrete mixes containing aggregates classified as potentially reactive based on ASTM C1293 or ASTM C1260.
a) CaO content: Less than 18 percent.
b. Loss on ignition: Not exceeding 3 percent.
c. In accordance with NSF 61.
d. Replace Portland cement at ratio of 1.0 pound fly ash for each pound of cement, up to minimum and maximum replacement as specified in “Requirements for Mix Proportioning.”
2. Slag cement:
a. Grade 80, 100, or 120 in accordance with ASTM C989, except as modified below:
1) Fineness: Amount retained on a No. 325 sieve: 20 percent maximum.
2) Total alkalies Na2O + 0.658 K2O:
a) Minimum: 0.60 percent.
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b. In accordance with NSF 61.
3. Silica fume:
a. Provide silica fume in accordance with ASTM C1240, except as modified below:
1) Moisture content: 3 percent maximum.
2) Loss on ignition: 6 percent maximum.
3) Reactivity with cement alkalies: 80 percent minimum. 4) Sulfate resistance: Maximum 0.10 percent expansion at 6 months. b. In accordance with NSF 61.
D. Admixtures:
1. General:
a. Do not include admixtures, other than those specified, unless written acceptance has been obtained from the Engineer during Submittal of mix designs.
b. Compatible with concrete constituents and with other admixtures. 1) All admixtures in a given mix shall be products of the same manufacturer to ensure compatibility.
2) Manufacturers: One of the following or equal.
a) Euclid Chemical.
b) GCP Applied Technologies (formerly W.R. Grace).
c) Master Builders Solutions/Sika.
d) Sika Corp.
c. Tested and listed under NSF 61 for use in direct contact with potable water.
d. Do not use admixtures containing chlorides, calculated as chloride ion, in excess of 0.5 percent by weight of cement.
e. Use in accordance with manufacturer’s recommendations. Add each admixture to concrete mix separately.
f. Admixtures used shall be the same products used in concrete trial batches, or the same products used in concrete represented by submitted field test records.
2. Air entraining admixture (AEA):
a. In accordance with ASTM C260 and dosed to provide entrained air percentages specified in this Section.
b. Provides entrained air as bubbles, evenly dispersed at the time of placement and during curing.
3. Water reducing admixture (WRA):
a. May be used at the Contractor’s option.
b. Conforming to ASTM C494, Type A (water-reducing).
1) ASTM C494, Type D (water-reducing and retarding) may be used during periods of hot weather with prior acceptance by the Engineer. c. Not containing air-entraining agents.
d. Liquid form before adding to the concrete mix.
4. High-range water reducing admixtures (“super-plasticizers”) (HRWR):
a. Not permitted without acceptance by the Engineer.
5. Shrinkage reducing admixture (SRA):
a. May be used at the Contractor’s option.
1) Provide shrinkage reducing admixture in sufficient dosage so as to produce shrinkage within the limits specified.
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c. In accordance with ASTM C494, Type S (specific performance). d. One of the following or equal:
1) Euclid Chemical: Eucon SRA Series.
2) GCP Applied Technologies: Eclipse Series.
3) Master Builders Solutions/Sika: SRA Series.
6. Set-controlling admixtures:
a. Shall not be used without prior acceptance from the Engineer.
E. Coloring admixtures:
1. Conduit encasement coloring agent:
a. Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
b. Manufacturers: One of the following or equal:
1) Davis Co., #100 Utility Red.
2) Euclid Chemical Co., Increte Division, “Colorcrete Brick Red”. 3) I. Reiss Co., Inc., equivalent product.
c. Conduit encasement concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.
F. Aggregate:
1. General:
a. Provide concrete aggregates that are sound, graded as specified, and free of deleterious material in excess of allowable amounts specified. b. Provide aggregates to produce in place concrete with unit weight as follows:
1) Normal weight concrete: Not less than 140 pounds per cubic foot. c. Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, and other construction materials.
d. Do not use aggregate recycled from fresh concrete returned to the batching facility.
e. In accordance with NSF 61.
2. Alkali-silica reactivity:
a. Provide aggregate classified as aggregate-reactivity class of R0 in accordance with ASTM C1778 with expansion not greater than
0.10 percent at 14 days when tested in accordance with ASTM C1260, and not greater than 0.04 percent at 1 year when tested in accordance with ASTM C1293.
3. Fine aggregate:
a. Material graded such that 95 to 100 percent of material passes the No. 4 (4.75 mm) sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Provide fine aggregate consisting of clean, natural sand, or sand prepared from crushed stone or crushed gravel.
c. In accordance with ASTM C33 requirements for grading, deleterious substances, soundness, and alkali reactivity, except as modified in the following paragraphs:
1) Grading: For sieve sizes listed in ASTM C33 for fine aggregate, not more than 45 percent passing any sieve and retained on the next consecutive sieve.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) 2) Deleterious substances: Not in excess of the percentages by weight specified in Table 1 of this Section.
Table 1: Fine Aggregate, Limits on Deleterious Substances Item Test Method Percent (maximum)
Materials finer than No. 200 sieve(2) ASTM C117 3.00(2) Clay lumps and friable particles ASTM C142 1.00
Lightweight particles (SG < 2.40) ASTM C123 1.00
• Chert or shale(1) ASTM C295 1.00(1)
Coal and lignite ASTM C123 0.50
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40. ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage of lightweight particles (sum of shale, chert, coal and lignite) not greater than 1.00, testing under ASTM C295 will not be required. (2) For manufactured sand, if material finer than the No. 200 sieve consists of crusher dust and the aggregate is essentially free of clay or shale, maximum percentage may be increased to 5.0 percent. 3) Organic impurities: Free of injurious amounts of organic matter and producing a supernatant liquid with color not darker than “standard color” when tested in accordance with ASTM C40.
4) Soundness: In accordance with requirements of ASTM C33 when tested in accordance with ASTM C88 using sodium sulfite solution.
4. Coarse aggregate:
a. Materials graded such that not more than 10 percent of material passes the 3/8-inch sieve, when sampled in accordance with ASTM D75 and D3665 and tested in accordance with ASTM C136.
b. Consisting of gravel, crushed gravel, crushed stone, or a combination of these materials having clean, hard, durable particles free from calcareous coatings, organic matter, or other deleterious substances. c. Conforming to the requirements of ASTM C33, Class 4S for physical properties, deleterious substances, and alkali reactivity, except as modified in the following paragraphs:
1) Grading:
a) Size number as specified in ASTM C33, and as indicated in Table 3 of this Section, except as otherwise specified or accepted by the Engineer.
b) Weights of flat or elongated particles (particles having a length greater than 3 times average width or thickness) not exceeding 15 percent when tested in accordance with ASTM D4791.
2) Deleterious substances: Not in excess of the percentages by weight specified in Table 2 of this Section and having total of all deleterious substances exceeding 2 percent.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) Table 2: Coarse Aggregate, Limits on Impurities
Item Test Method Percent (maximum)
Clay lumps and friable particles ASTM C142 0.50
Lightweight particles (SG < 2.40) ASTM C123 1.25
• Chert or shale(1) ASTM C295 1.00(1)
Materials finer than No. 200 sieve ASTM C117 0.50(2)
Coal and lignite ASTM C123 0.25
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40. ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage (sum of shale, chert, coal and lignite) not greater than 1.25, testing under ASTM C295 will not be required. (2) When material finer than No. 200 sieve consists of crusher dust, maximum percentage may be increased to 1.00 percent. When mix design complies with provisions of ASTM C33, Table 4, footnote C, the maximum percentage may be increased in accordance with the equation in footnote C, up to a maximum of 1.5 percent.
3) Abrasion loss: Loss not greater than 45 percent after 500 revolutions when tested in accordance with ASTM C131.
4) Soundness: Loss not greater than 10 percent when tested in accordance with ASTM C88 using sodium sulfate solution.
2.04 MATERIALS FOR PLACING, CURING AND FINISHING
A. General:
1. Materials shall be compatible with concrete and with other materials.
2. Materials for placing, curing and finishing concrete that will be in contact with potable water:
a. Non-toxic and shall not impart taste or odor to the water. b. Listed under NSF 61 for use in contact with potable water.
B. Cement grout:
1. Use: For spreading over surface of construction and cold joints in concrete before placing additional concrete above those joints.
2. As specified in Section 03600 - Grouting.
C. Concrete sealer:
1. As specified in Section 03366 - Concrete Finishes.
2. Not for use in water-containment structures.
D. Evaporation retardant:
1. Tested and listed under NSF 61 for use direct contact with potable water.
2. Use: For mitigating surface moisture evaporation from freshly placed concrete during rapid drying conditions. Placed after screeding.
3. Waterborne, monomolecular, spray-applied compound, with fugitive dye to indicate coverage.
4. Manufacturers: One of the following or equal:
a. Euclid Chemical Co., Eucobar.
b. Master Builders Solutions/Sika, MasterKure ER 50.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) E. Nonslip abrasive:
1. Aluminum oxide abrasive size 8/16, having structure of hard aggregate that is, homogenous, nonglazing, rustproof, and unaffected by freezing, moisture, or cleaning compounds.
2. Manufacturers: One of the following or equal:
a. Abrasive Materials, Inc.
b. Exolon Co.
c. “Non-Slip Aggregate”, Euclid Chemical Co.
F. Plastic membrane for curing:
1. Polyethylene film: In accordance with ASTM C171.
2. Properties:
a. Color: White.
b. Thickness: Nominal thickness of polyethylene film shall not be less than
0.0040 inches when measured in accordance with ASTM D2103.
Thickness of polyethylene film at any point shall not be less than
0.0030 inches.
c. Loss of moisture: Not exceeding 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.
G. Sprayed membrane curing compound:
1. Tested and listed under NSF 61 for use direct contact with potable water.
2. Combination curing and sealing products (“cure and seal”) will not be permitted.
3. Properties:
a. Clear type with fugitive dye conforming with ASTM C309, Type 1D and containing no wax, paraffin, or oils.
b. For concrete placed or cured during hot weather, curing compound shall be as specified, except that:
1) It shall include a white, reflective fugitive dye.
2) Moisture loss during a 72-hour period shall not exceed 9 pounds per cubic yard when tested in accordance with ASTM C156.
H. Surface-applied sealing system:
1. Tested and listed under NSF 61 for use direct contact with potable water.
2. Manufacturers: One of the following or equal:
a. Euclid Chemical Co., Vandex Super.
b. Kryton International, Inc., Krystol T1.
c. Xypex Chemical Corp., Xypex Concentrate.
3. Where surface-applied sealing system is placed over concrete containing permeability reducing admixture for concrete exposed to hydrostatic conditions (PRAH), provide products of same manufacturer providing the admixture.
2.05 EQUIPMENT
A. General:
1. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material into mixers.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) B. Batching equipment, or batch plant.
1. Capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.
C. Mixing equipment:
1. Mixers may be of stationary plant, paver, or truck mixer type, as appropriate to the Work.
2. Capable of combining aggregates, water, and cementitious materials, and admixtures within specified time into a thoroughly mixed and uniform mass, and of discharging the mixture without segregation.
a. Maintain concrete mixing equipment in good working order, and operate at loads, speeds, and timing recommended by manufacturer or as specified. b. Proportion cementitious materials and aggregate by weight.
3. If bulk cementitious materials are used, weigh them on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.
4. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water.
5. Procedure of mixing cementitious materials with sand or with sand and coarse aggregate for delivery to the Project Site, for final mixing and addition of mixing water will not be permitted.
6. Retempering of concrete will not be permitted.
7. Discharge entire batch before recharging.
8. Volume of mixed material per batch: Not to exceed manufacturer’s rated capacity of mixer.
9. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.
10. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing:
a. Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.
11. Transit-mixed concrete:
a. Mix and deliver in accordance with ASTM C94.
b. Total elapsed time between addition of water at batch plant and discharging completed mix.
c. Not to exceed 90 minutes.
d. Elapsed time at Project Site shall not exceed 30 minutes. e. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the Engineer.
f. Equip each truck mixer with device interlocked to prevent discharge of concrete from drum before required number of turns and furnish device that is capable of counting number of revolutions of drum.
12. Continuously revolve drum after it is once started until it has completely discharged its batch:
a. Do not add water until drum has started revolving.
b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. Contractor will not be entitled to additional compensation because of such increase or decrease.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) D. Other types of mixers: For other types of mixers, mixing shall be as follows:
1. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.
2. Neither speed nor volume loading of mixer shall exceed manufacturer’s recommendations.
3. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than 1 cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.
2.06 CONCRETE MIXES
A. General:
1. Develop and provide mix designs for each concrete class listed in Table 3 of this Section.
2. Select and proportion mixes and document properties using one of the 2 methods that follow. Procedures and requirements for use of each alternative are specified in subsequent paragraphs of this Section. a. Field experience method.
b. Trial batch method.
3. Organize and submit mix designs with data on all constituent materials and products for that mix for the Engineer’s review.
4. Do not place concrete until the mix design for that concrete class has been accepted by the Engineer.
5. After acceptance, do not modify accepted mixes or provide new mixes without the Engineer’s prior review and acceptance of the proposed alternative. a. Exception: At all times, adjust batching of water to compensate for free moisture content of the fine aggregate used.
b. For any change to approved mixes, the Engineer may require new trial batching and testing program as specified in this Section before acceptance and use.
c. For any change to approved mixes, make modifications within limits set forth in this Section.
d. If there is change in source or quality of any constituent of the concrete class or mix, the revised mix will be considered a new class of concrete and shall require full re-submittal of all data describing mix constituents, design, and testing.
6. Material sampling, mix designs, trial batch preparation and testing, modifications to mix designs, and any re-testing required to satisfy the requirements of this Section or to obtain satisfactory performance shall be at the Contractor’s expense and shall not be considered cause for delay.
B. Measurements of materials:
1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer.
2. Furnish apparatus for weighing aggregates and cementitious materials that is suitably designed and constructed for this purpose.
3. Accuracy of weighing devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within 1 percent of desired amount of that material.
4. Measuring or weighing devices: Subject to review by the Engineer. Shall bear valid seal of the Sealer of Weights and Measures having jurisdiction.
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5. Weighing cementitious materials:
a. Weigh cementitious materials separately.
b. Cement in unbroken standard packages (sacks): Need not be weighed. c. Weigh bulk cementitious materials and fractional packages.
6. Measure mixing water by volume or by weight.
C. Requirements for mix proportioning:
1. Develop and provide mixes that:
a. Can be readily worked into corners and angles of forms and around reinforcement, without excessive vibration, and without permitting materials to segregate or free water to collect on surface. b. Prevent unnecessary or haphazard changes in the consistency of the concrete supplied.
2. Constituent materials:
a. Provide concrete mixes composed of Portland cement, blended aggregates, admixtures and water.
1) Admixtures required for each concrete class are indicated in Table 3 of this Section. Admixtures not specifically required by that table for a specific concrete class are optional and may be included at the discretion of the Contractor based on the Contractor’s planned means and methods of construction.
b. In no case shall returned fresh concrete or its constituents be incorporated into concrete batched for the Work.
3. Minimum specified compressive strength:
a. Minimum specified compressive strength is designated at 28 days, unless otherwise indicated in Table 3 of this Section.
b. For locations where the placed concrete is adequately protected and is not subjected to loads for an extended period during construction, the Contractor may request that the period for achieving the minimum specified compressive strength be extended to 56 days. If accepted by the Engineer, provide mixes that achieve at least 75 percent of their minimum specified compressive strength after 28 days.
4. Proportions and consistency:
a. Ratio of water to cementitious materials, and cementitious materials content:
1) Conform to maximum and minimum cementitious material content requirements specified in Table 3 of this Section.
2) Cementitious materials content: Consisting of Portland cement as indicated in Table 3 of this Section, plus supplemental cementitious materials if aggregate testing indicates potentially reactive aggregates:
a) Fly ash content:
(1) Minimum: 15 percent of the total weight of cementitious materials.
(2) Maximum: 25 percent of the total weight of cementitious materials.
b) Slag cement content:
(1) Minimum: 20 percent of the total weight of cementitious materials.
(2) Maximum: 30 percent of the total weight of cementitious materials.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) c) Silica fume content:
(1) Minimum: 4 percent of the total weight of cementitious materials.
(2) Maximum: 10 percent of the total weight of cementitious materials.
b. Aggregate size and content:
1) Blend aggregates to produce an optimized gradation that combines well-graded coarse, intermediate, and fine aggregates in proportions that maximize the aggregate content of the mix, and that minimize the cement paste content of the mix.
a) Percentage of individual fractions of the combined aggregate gradation retained on individual sieve sizes: Within the range shown in Attachment C - Combined Aggregate Gradation Chart (“Tarantula Curve”).
b) Sum of the percentages of individual fractions retained on the No. 8, No. 16, and No. 30 sieves: Greater than 20 percent. c) Sum of the percentages of individual fractions retained on the No. 30, No. 50, No. 100, and No. 200 sieves: Within the range of 25 percent to 40 percent.
c. Determine bulk density and void content of the combined gradation of aggregates in accordance with ASTM C29. Results for combined aggregates shall not be the summation of results of testing of the individual gradations.
1) Sample the combined aggregate from a flowing aggregate stream or conveyor in accordance with ASTM D75. Take care to ensure that the sample is representative of the proportions of the combined aggregate of the proposed mix.
2) Reduce sample of combined aggregate to test sample size in accordance with ASTM C702, Method A - mechanical splitter or Method B - quartering.
3) Perform bulk density test of combined aggregate in accordance with ASTM C29, Procedure A - rodding.
4) Determine void content of the combined aggregate in accordance with ASTM C29, Procedure A - rodding. Specific gravity of the combined aggregate shall be determined in accordance with ASTM C136.
d. Paste content: Limited to the following:
1) Class A mixes without air entrainment: Maximum 28 percent measured by volume.
2) Class A mixes with air entrainment: Maximum 28 percent measured by volume plus the target air content.
3) Paste content shall be limited to 175 percent of the void content of the combined aggregate gradation determined by ASTM C29. e. Total water content:
1) Not exceeding the water to cementitious material ratio specified in Table 3 of this Section.
f. Coarseness/workability (Shilstone Method):
1) Proportion mixes to fall into the “Optimal” zone (Zone II) when plotted on the Coarseness Factor Chart (“Coarseness Factor” versus “Workability Factor”) included as Attachment B - Coarseness Factor Cast-in-Place Concrete
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) Chart to this Section. Provide plot for each Class A mix to be used in the Work.
2) Coarseness factor (CF) for each mix shall be calculated as the percent of the combined aggregate gradation retained on the 3/8-inch sieve, divided by the percent of the combined aggregate gradation retained on the No. 8 sieve, multiplied by 100, or:
CF = (% retained on 3/8 in sieve) x 100 (% retained on No. 8 sieve) 3) Workability factor (WF) for each mix shall be the percent of the combined aggregate gradation retained on the No. 8 sieve, adjusted for cement content in the mix.
a) Determine volume of total cementitious material in the mix. b) For each 94 pounds of cement content above 564 pounds per cubic yard, increase workability factor by 2.5 units.
c) For each 94 pounds of cement below 564 pounds per cubic yard, decrease workability factor by 2.5 units.
d) Proportion adjustment factor by linear interpolation for each fraction of 94 pounds above or below the 564 pound basis. e) Example:
650 pounds per cubic yard = 564 pounds + 86 pounds.
Adjustment = (86 lb / 94 lb) x 2.5 = + 2.28.
D. Concrete classes for use in the Work:
1. Provide concrete classes listed in Table 3 of this Section.
2. Provide normal weight concrete, having minimum weight of 140 pounds per cubic foot, unless otherwise noted.
3. Pumped concrete:
a. Provide pumped concrete that complies with all requirements of this Section.
b. Mixes placed by pumping shall be considered a sub-class of each concrete class listed in Table 3 of this Section. Prepare and submit a separate mix design for each mix to be placed by pumping.
4. Class PM concrete: In addition to the requirements of Table 3 of this Section, conform to the following:
a. Minimum 28 day flexural strength: 650 psi when tested in accordance with ASTM C293.
b. Cementitious materials content: 75 percent Portland cement plus 25 percent Class F fly ash (by weight).
c. Aggregate:
1) Minimum 55 percent coarse aggregate conforming to ASTM C33 size number 357 or size number 467.
2) Substitute ASTM C33 size number 57, or size number 67 if mechanical paving equipment is not used.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) Table 3: Concrete Classes
Concrete Class(1)Minimum Specified Compressive Strength at 28 days, f'c (2)(pounds per square inch)Ratio of water to cementitious materials(3)(minimum - maximum).Cementitious Materials Content(pounds per cubic yard of concrete by weight)(4)Cement TypeMaximum Chloride Content(percent by weight of cement)Maximum Size of Coarse Aggregate (ASTM C33)Air Entrainment (percent),(n/a: not applicable)Admixtures required(4,5,6)Slump Range(inches) A 4,000 0.40 to
0.42 535
to 575
ASTM C150,
Type II(MH)
0.30 #57 6+1.5 AEA
WRA
2 to 4
A-NA 4,000 0.40 to
0.45 535
to 575
ASTM C150,
Type II(MH)
0.30 #57 n/a WRA 2 to 4
C 2,500 0.62 max. 423 min. ASTM C150,
Type II(MH)
No limit #57 6+1.5 AEA
WRA
3 to 6
CE 3,000 0.62 max. 423 min. ASTM C150,
Type II(MH)
No limit #8 5+1.5 AEA
WRA
3 to 6
PM 5,000 0.40 535
to 575
ASTM C150,
Type II(MH)
0.15 #57 5+1.5 AEA
WRA
3 to 6
Notes:
(1) Sub classes within major concrete classes are designated as follows:
NA: Without air entrainment.
(2) At locations where concrete will not be subjected to load from other elements of the structure or from the Contractor’s placing and/or backfilling operations, maximum time period for achievement of specified compressive strength may be extended to 56 days when accepted by the Engineer. (3) W/C Ratio = Ratio of water to cementitious materials by weight. Include weight of admixtures in the water content of the mix when the quantity of the admixtures exceeds 10 ounces per 100 pounds of cement. (4) Admixtures are designated as follows:
AEA: Air entraining admixture.
HRWR: High-range water-reducing admixture.
PRAH: Permeability-reducing admixture for concrete exposed to hydrostatic conditions.
SFR: Synthetic fiber reinforcement.
SRA: Shrinkage-reducing admixture.
WRA: Water-reducing admixture.
E. Install concrete classes in accordance with the following requirements, unless otherwise indicated on the Drawings.
1. Class A concrete: Structural concrete.
a. Use at all locations unless other Classes are specified or indicated on the Drawings.
2. Class A-NA concrete: Structural concrete without air entrainment. a. May be used in lieu of Class A at indoor slabs (not subject to freezing and thawing) where inclusion of an air-entraining admixture makes it difficult to achieve the specified concrete finish.
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3. Class C concrete: Miscellaneous concrete fill and encasement. a. May be used for fill for unauthorized excavation, for thrust blocks and ground anchors for piping, for bedding of pipe, and where indicated on the Drawings.
4. Class CE concrete: Use for electrical conduit encasements.
5. Class PM concrete: Use for concrete pavement, cart paths, curbs, gutters, and sidewalks.
F. Concrete mix design documented by field experience:
1. Mix design:
a. Prepare preliminary mix design for each concrete class. Submit mix design with product and testing data for materials to be used in the mix for the Engineer’s review.
2. Historical records for similar mix.
a. Determinations of similarity of materials and proportions between historical and proposed mixes shall be by the Engineer, and that shall be final. b. Historical record - Materials:
1) Submit with each mix design the following data for a previously-supplied concrete mix similar to that proposed for this Work.
2) Records demonstrating that the previously supplied mix included similar materials and proportions as those of the proposed mix. a) Documentation that the same concrete supplier will provide both mixes.
b) Documentation that the materials used was from the same suppliers and had essentially the same properties,
demonstrated by test data, as those proposed.
c) Documentation that proportions of materials in the record mix are essentially the same as those proposed and that the specified compressive strength of the record mix is within 1,000 pounds per square inch of that required by this Section. d) Concrete supplier’s statement describing any changes made to production of the record mix during the time period reported. e) Concrete supplier’s statement that preparation and quality control procedures for the record mix were essentially the same as those to be employed for this Work.
c. Historical record - Testing:
1) Submit with each record mix, corresponding test data for slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage.
2) Only records satisfying the following requirements will be accepted. a) All tests were conducted within a period of 1 year preceding the date of the Submittal.
b) All tests were conducted over a period including not less than 45 days.
c) Record of compressive strength testing includes at least 30 tests for slump and 28-day compressive strength.
d) Record of compressive strength tests is consecutive. In other words, it includes all tests conducted on the subject mix within the 1-year time period described above (not just selected tests during that period).
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) e) Submit concrete supplier’s sworn statement confirming that all tests for the record mix have been reported.
f) Tests for drying shrinkage are described in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing”.
g) Provide supplementary testing if requested by the Engineer. d. For mixes determined to be similar and to have an acceptable test history, acceptance criteria shall be as follows:
1) Acceptance criteria:
a) Slump: All tests within limits specified for record mix. b) Compressive strength: Average compression strength for tests, as determined by ACI CODE-350 not less than minimum
required average strength.
c) Drying shrinkage: Within limits stated in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing”.
G. Concrete mix design documented by trial batch preparation and testing:
1. Mix design and trial batches:
a. Prepare preliminary mix design for each concrete class. Submit mix design with product and testing data for each combination of materials and proportions to be used for the Engineer’s review.
1) Determine water content of the mix based on curves showing the relation between water-cementitious materials ratio and the 7- and 28-day compressive strength of the concrete.
2) Determine each curve using 4 or more points, each representing the average compressive strength value of at least 3 specimens tested at each age.
b. After materials and proposed mix designs have been accepted by the Engineer, have trial batches for each concrete mix design prepared by the Contractor’s testing laboratory.
1) Prepare trial batches using the cementitious materials, aggregates, and admixtures proposed to be used for the Work.
2) Provide batches of sufficient quantity to determine slump, workability, consistency, and finishing characteristics, and to provide sufficient specimens for testing.
c. For each trial batch, make and test specimens to determine and report slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage.
1) If trial batches do not produce concrete conforming to the specified requirements for slump, strength, workability, consistency, drying shrinkage, restrained shrinkage, and finishing, change mix proportions and, if necessary, sources of materials.
2) Make additional trial batches and perform additional tests until a batch that conforms to requirements of this Section is produced.
2. Testing - Slump:
a. Determine slump in accordance with ASTM C143.
b. Acceptance criterion: Slump within range specified.
3. Testing - Compressive strength:
a. Prepare 4-inch diameter by 8-inch long cylinders in accordance with ASTM C31 for tests specified in this Section.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) b. Determine average compressive strength:
1) Test at least 12 cylinders from each trial batch for compressive strength in accordance with ASTM C39.
2) Test 4 cylinders at 7 days, another 4 at 28 days, and another 4 at 56 days.
3) Calculate average compression strength for 7 day tests, for 28 day tests, and for 56 day tests.
4) Calculate ratios for:
a) Average 7 day strength to average 28 day strength.
b) Average 28 day strength to average 56 day strength.
c. Determine the required average compressive strength for each mix, f’cr, as described in the following paragraphs:
1) Calculate required average compressive strength (f’cr) based on the minimum specified 28-day compressive strength, f’c, plus a standard deviation determined from the test history available for that mix. 2) Determine f’cr as specified in ACI CODE-350, except as modified in the following paragraphs:
a) Where 15 or more 28-day compressive strength tests are available, calculate standard deviation as described in the preceding paragraphs for “concrete mix design documented by field experience”. Add this standard deviation to the specified minimum compressive strength to determine the required
average compressive strength (f’cr) for the mix.
b) Where fewer than 15 compressive strength tests at 28 days are available, determine minimum required compressive strength, (f’cr) from Table 4 of this Section.
Table 4: Required Average Compressive Strength, Fewer than 15 Tests Available Minimum Specified
Compressive Strength, f’c
(pounds per square inch)
Required Average
Compressive Strength, f’cr
(pounds per square inch)
Less than 3,000 f’c + 1,000
3,000 to 5,000 f’c + 1,200
Over 5,000 f’c + 1,400
d. Acceptance criterion: Average compressive strength of the 4 cylinders tested at 28 days, or of the 4 cylinders tested at 56 days when permitted by the Engineer, shall equal or exceed the required average compression strength, f’cr for that concrete mix design.
4. Testing - Chloride content:
a. Submit test results showing that the concrete mix contains water-soluble chloride ion content contributed from the constituents including water, aggregates, cementitious materials, and admixtures is less than the limit specified in Table 3 of this Section. Test shall be performed in accordance with ASTM C1218 at age between 28 and 42 days.
5. Testing - Drying shrinkage - Prism specimens:
a. Class A (including A, A-NA, A-SP, and A-NA-SP) and Class PM: From trial batch for each mix, prepare 10 drying shrinkage specimens in accordance with ASTM C157 Divide specimens into 2 groups of Cast-in-Place Concrete
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b. Prepare, cure, and test both groups in accordance with ASTM C157, except as modified in the following paragraphs.
1) Remove drying shrinkage specimens from molds at age of 23 hours, plus or minus 1 hour, after trial batching.
a) Immediately place them in lime-saturated water maintained at 73 degrees Fahrenheit, plus or minus 3 degrees, for at least 30 minutes.
b) Remove specimens from the water and wipe with a damp cloth. c) Measure to nearest 0.0001 inch to determine original length. d) Record measurements and re-submerge specimens in
lime-saturated water at 73 degrees Fahrenheit, plus or minus 3 degrees, for moist curing.
2) Maintain submerged curing conditions at 73 degrees Fahrenheit, plus or minus 3 degrees, for 7 days. 7 days after batching, remove specimens from water and repeat measuring procedures.
3) Immediately store specimens in a humidity controlled room maintained at 73 degrees Fahrenheit, plus or minus 3 degrees, and at 50 percent relative humidity plus or minus 4 percent for remainder of the test.
4) At periods of 14, 21, 28, and 56 days after batching, remove specimens from curing room and repeat measurements.
c. Drying shrinkage test report:
1) Report measurements of all specimens at 1, 7, 14, 21, 28, and 56 days after batching.
2) Using measured length at 7 days as base length for drying shrinkage, calculate the following for each measuring period:
a) Drying shrinkage of each specimen. Determine as difference between the 7-day base length and measured length for each period.
b) Average of these differences. If drying shrinkage of any specimen departs from the average of the measurements for each period by more than 0.0004 inch, disregard results obtained from that specimen.
c) Percentage of drying shrinkage from batching to date of measurement.
d. Drying shrinkage acceptance criteria:
1) Average shrinkage of trial batch concrete specimen group at 28 days after batching, when measured and cured as indicated, shall not exceed 0.035 percent.
e. Mixes accepted by the Engineer:
1) Retain drying shrinkage test specimens. Bag in re-sealable plastic bags and submit to the Engineer.
2) Indicate trial batch identifier, specimen number, and date of final measurements on each specimen bag.
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2.07 SOURCE QUALITY CONTROL
A. Sample and test materials in accordance with the following requirements:
1. Sampling, testing, and reporting frequency:
a. In preparation for mix design submittals and trial batch tests. b. Whenever there is a change in source of the material, or a significant change in the characteristics or quality of materials from the same source. c. For each 10,000 cubic yards of concrete mix produced. d. At intervals not exceeding 90 calendar days, unless otherwise specified in the following paragraphs.
2. Supplemental cementitious materials.
a. Sample and test fly ash in accordance with ASTM C311. b. Sample and test slag cement in accordance with ASTM C989. c. Sample and test silica fume in accordance with ASTM C1240.
3. Aggregate:
a. Sample combined aggregate in accordance with ASTM D75 and D3665, and test for gradation in accordance with ASTM C136.
b. At least once every 30 days, and when requested by the Engineer. c. Submit test results.
4. Cementitious materials:
a. Sample and test cementitious materials and provide mill certificates demonstrating compliance with ASTM C150 and additional requirements of this Section.
1) Determine alkali content by method set forth in ASTM C114. b. At least once every 90 days, and when requested by the Engineer. c. Submit test results.
B. Batch materials in accordance with the following requirements:
1. Concrete batch weights: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.
2. Aggregates:
a. Obtain aggregate from a source capable of providing uniform quality, moisture content, and grading during any single day’s operation. b. Furnish satisfactory means at batching plant for checking moisture content of fine aggregate for each batch.
3. Admixtures:
a. Batch solutions using mechanical batcher capable of accurate measurement.
b. Air entraining admixture: Add to batch in portion of the mixing water, unless otherwise recommended by the admixture manufacturer.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare and submit mix designs for each concrete class indicated in Table 3 of this Section.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) B. Submit proposed sequence of concrete placements. After acceptance, adhere to proposed sequence of placing concrete, except when specific changes are requested by the Contractor and accepted by the Engineer.
1. Use construction methods and sequence work to allow concrete placement to reach adequate strength and to be constructed with required support to prevent overstress of the concrete structure during construction.
C. Make provisions for monitoring weather conditions:
1. Install an outdoor weather station capable of measuring and recording ambient temperature, wind speed, and humidity. Furnish instruments accurate to within 2 degrees Fahrenheit, 5 percent relative humidity, and 1 mile per hour wind speed.
2. Monitor the weather forecast beginning at least 48 hours prior to any concrete placement and make provisions for cold weather concreting or hot weather concreting if those conditions exist or are forecast to exist during the period of placement, finishing, and curing.
a. Record temperature, relative humidity, and wind speeds for each placement beginning at least 24 hours before scheduled delivery of concrete.
D. Place no concrete without the Engineer’s prior acceptance of conditions.
E. Notify the Engineer in writing that preparations are complete and ready for placement of concrete. Such notification shall indicate readiness - not just intention - to place concrete for the designated portion of the Work.
1. Submit notification to the Engineer on forms provided by or acceptable to the Engineer and bearing the signature of the Contractor’s superintendent. a. Sample form is included at the end of this Section, see Attachment B - Coarseness Factor Chart.
2. Submittal of notification will be the Contractor’s certification that preparations are complete and in accordance with the Contract Drawings and Specifications.
3. Provide notification for the Engineer to make final observations at the locations of concrete placements not less than 24 hours before commencing placement of concrete.
3.02 CONCRETE JOINTS
A. Locations of joints are indicated on the Drawings.
1. In order to preserve strength and watertightness of structures, make no other joints, except as authorized by the Engineer.
2. Construct joints where indicated, and as indicated on the Drawings.
3. Where joint locations are not indicated on the Drawings, submit the Contractor’s proposed locations for the Engineer’s review and acceptance.
Provide construction joints in slabs and walls at intervals not greater than 35 feet.
B. Time between placements of adjacent concrete separated by joints.
1. Provide not less than 3 days (72 hours) between placement of adjacent sections for the following:
a. Slabs.
b. Walls.
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2. Provide not less than 7 days (168 hours) between placement of the lower and upper pours for the following:
a. Walls over slabs.
b. Slabs over walls.
c. Slabs keyed into the sides of walls.
C. Edges of joints:
1. Provide joints have edges detailed as indicated on the Drawings.
2. Protect wall and slab surfaces at edges from concrete splatter. Thoroughly clean adjacent surfaces after completion of each placement.
D. Joint construction:
1. Preparation of forms:
a. Provide cleanout holes at base of each wall and column for inspection and cleaning.
b. Wash forms and adjacent joint surfaces of sawdust, chips, and other debris after forms are built, and immediately before concrete or grout placement. c. Should formwork confine sawdust, chips, or other loose matter in such manner that it is impossible to remove them by flushing with water, use a vacuum cleaner for their removal and then flush cleaned surfaces with water.
2. Before placing concrete against previously placed concrete, thoroughly clean the prior placement of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter by means of pressure washing.
3. Provide and install waterstops, expansion joint material, and other similar materials as indicated on the Drawings and as specified. a. Take special care to ensure that waterstops are secured in proper position. b. Take special care to ensure that concrete is well consolidated around and against waterstops during placement.
4. Horizontal joints:
a. As initial placement over cold joints, thoroughly spread bed of cement grout as specified in Section 03600 - Grouting.
1) Thickness: Not less than 1/2 inch or more than 1 inch. b. For wall placements above planned cold joints, placement of cement grout will not be required for locations where the wall mix includes high-range water-reducing admixture (“superplasticizers”), and the Contractor can demonstrate dense concrete joints without voids or honeycomb after the forms are removed.
3.03 MEASURING AND BATCHING MATERIALS
A. Measurements of materials:
1. Proportion and measure cementitious materials and aggregates by weight. a. Weigh cementitious materials separately.
b. If bulk cementitious materials are used, weigh them on separate visible scale that will accurately register scale load at any stage of weighing operation from zero to full capacity.
c. Cement in unbroken standard packages (sacks) need not be weighed.
2. Mixing water: Measure by volume or by weight.
3. Other mix constituents: Measure by weight, except as otherwise specified or accepted by the Engineer.
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4. Weighing and measuring devices:
a. Use equipment designed and constructed specifically for that purpose. b. Furnish devices capable of weighing successive quantities of individual material measured to within 1 percent of desired weight of that material. c. Bearing valid seal of the department of weights and measures for the authority having jurisdiction over the Work.
5. Measurements and measuring devices:
a. Subject to review by the Engineer.
B. Batching:
1. Admixtures shall be added at the concrete batch plant.
2. Addition of admixtures in the field is permitted only with prior acceptance by the Engineer, and only when the following conditions are satisfied:
a. Dosage and mixing is personally overseen by concrete supplier’s trained technologist.
b. Adequate mixing is provided after addition.
c. Maximum time to placement of concrete remains 90 minutes after water added to mix - not 90 minutes after any field additions/adjustments. d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.
3.04 MIXING AND TRANSPORTING
A. Machine mixing:
1. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer and ready for complete mixing with all mixing water.
2. Procedure of mixing cementitious materials with sand, or with sand and coarse aggregate, for delivery to the Project Site for final mixing and addition of mixing water is not permitted.
3. Remixing of concrete that has started to take its initial set (“retempering”)is not permitted.
4. Discharge entire batch before recharging.
5. Volume of mixed material per batch: Not exceeding manufacturer’s rated capacity of mixer.
B. Transit-mixed concrete:
1. Mix and deliver in accordance with ASTM C94, except as modified in this Section.
2. Total elapsed time between addition of water at batch plant and discharging completed mix:
a. Not to exceed 90 minutes or 300 revolutions of the mixing drum. b. Under conditions contributing to rapid setting, total elapsed time permitted may be reduced by the Engineer.
3. Temperature - minimum and maximum allowable during mixing and transporting:
a. Minimum: 50 degrees Fahrenheit.
b. Maximum: 90 degrees Fahrenheit.
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4. Continuously revolve drum after it is started until it has completely discharged its batch.
a. Do not add water until drum has started revolving.
b. Engineer reserves the right to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. Contractor will not be entitled to additional compensation because of such increase or decrease.
C. Concrete delivery:
1. Furnish to the Engineer a delivery ticket for each batch of ready mixed concrete within 24 hours after delivery. Include the following information on each ticket:
a. Time of day concrete was batched, and time of day that discharge from the truck is complete.
b. Printed record of the individual weight of each of the following constituents in the batch: Fine aggregate, coarse aggregate, cement, pozzolan, and water.
c. Concrete class as defined in Table 3 of this Section. d. Type, brand, and quantity of each admixture in the batch. e. Total volume of water allowed in the mix, volume of mixing water added at the batch plant, volume of mixing water withheld from the mix during batching, and total volume of any water added to the mix after leaving the batch plant.
1) In no case shall volume of mixing water withheld result in a water/cementitious materials ratio less than the minimum values specified in Table 3 of this Section.
f. Number of revolutions of transit truck at arrival on site, and total number of revolutions when discharge is complete.
g. Volume of concrete delivered in the batch.
h. Numerical sequence of the batch delivered for that placement.
2. Additional water may only be added to the mix when the following conditions are fully satisfied:
a. Batch ticket showing total volume of water already added and maximum volume of water that may be added is available for the Engineer’s observation before any additional water is added.
b. Total volume of water in the mix after the addition will be less than the maximum allowable volume of water indicated on the ticket. c. Full concrete load is still within the truck’s mixing drum, and truck has not begun to discharge the load. Under no conditions shall water be added in the field to a partial truckload of concrete.
d. Volume of water added, and time of addition are clearly marked for record on the batch ticket delivered to the Engineer.
3. Addition of admixtures in the field is permitted only with prior approval by the Engineer, and when the following conditions are satisfied:
a. Dosage and mixing is personally overseen by the concrete supplier’s trained technologist and the admixtures supplier’s representative. b. Adequate mixing time is provided after addition of admixtures. c. Maximum time to placement of concrete remains 90 minutes after water is added to the mix - not 90 minutes after any field additions/adjustments. d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) D. Conveying concrete:
1. Convey concrete from mixer to location of final deposit by methods that prevent separation or loss of materials.
2. Use equipment for chutes, pumps, and conveying of concrete of such size and design as to ensure practically continuous flow of concrete, from delivery to the point of placement, without separation of materials.
3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from chute or conveying device.
4. Keep equipment for conveying concrete thoroughly clean by washing and scraping upon completion of any day’s placement.
3.05 PLACING AND CONSOLIDATING
A. Preparation:
1. Obtain the Engineer’s acceptance of completed preparations before placing concrete.
a. Notify the Engineer in writing that all preparations are complete and ready for placement of concrete. Such indication shall indicate readiness, not just intention, to place concrete for the designated portion of the Work. b. Submit completed Attachment D - Contractor’s Concrete Placement Checklist Form.
2. Confirm completeness of the following before notification of readiness is given to the Engineer:
a. Place forms, reinforcement, screeds, anchors, ties, and inserts in final position.
b. Reinforcement is secure and properly fastened in its correct position. c. Loose form ties at construction joints have been retightened. d. Dowels, bucks, sleeves, hangers, pipes, conduits, anchor bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.
e. Forms have been cleaned of debris and form release agents are applied as specified.
3. Preparation for placement of footings and slabs on grade:
a. Do not place concrete on ground or compacted fill until subgrade is in moist condition acceptable to the Engineer.
b. If necessary, sprinkle subgrade with water not less than 6 or more than 20 hours in advance of placing concrete.
c. If subgrade surface becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.
d. Do not place concrete if subgrade is muddy or soft.
4. Keep sufficient protective coverings on hand at all times for protection of concrete during and after placement.
a. Protect concrete placed before rain to prevent water from coming in contact with such concrete.
b. Protect concrete placed before winds to prevent excessive drying or embedment of debris in the finished surfaces.
B. Concrete placement:
1. Do not place concrete:
a. With slump outside the limits specified in Table 3 of this Section.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) b. In which initial set has occurred, or that has been retempered. c. During rainstorms or high velocity winds.
2. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
a. Do not deposit concrete in large quantities in one place, and then work material along forms with vibrator or by other methods.
3. Do not drop concrete freely into place from height greater than 5 feet. Use tremies for placing concrete where drop is over 5 feet.
4. Place concrete on slopes starting from bottom of slope and working upward.
5. Place concrete in horizontal lifts not exceeding 24 inches in depth and bring up evenly in all parts of forms.
6. After concrete placement begins, continue in a continuous operation without significant interruption until the end of the placement. Plan and implement precautions to prevent any delay, between layers or adjacent volumes, from exceeding 20 minutes.
7. If concrete is to be placed over previously placed concrete and more than 20 minutes has elapsed, spread layer of cement grout over surface before placing additional concrete. Provide grout layer thickness of not less than 1/2 inch or more than 1 inch.
8. Placement of concrete for slabs, beams, or walkways:
a. If cast monolithically over walls or columns, do not commence until concrete in walls or columns has been allowed to set and shrink. b. Allow set time of not less than 1 hour for shrinkage. 1) During waiting time, keep top surface of concrete moist, but not wet. 2) Do not permit water to pond or stand on the surface. 3) Do not coat surface with evaporation retarders or curing agents. c. Start placement above wall or column with layer of cement grout as described in the preceding paragraph.
C. Consolidating concrete:
1. Consolidate concrete with aid of acceptable mechanical vibrators.
2. Thoroughly consolidate concrete around reinforcement, pipes, or other shapes built into the Work.
3. Provide sufficiently intense vibration to cause concrete to flow and settle readily into place and to visibly affect concrete over radius of at least 18 inches.
4. Vibrators:
a. Keep sufficient vibrators on hand at all times to vibrate concrete as placed. b. In addition to vibrators in actual use while concrete is being placed, have on hand a minimum of 1 spare vibrator in operable condition. c. Do not place concrete until it has been confirmed that all vibrating equipment, including spares, are in operable condition.
5. Place concrete solidly against forms and concrete surfaces, leaving no voids or honeycomb.
6. Make concrete solid, compact, and smooth. If for any reason surfaces or interiors have voids or are in any way defective, repair such concrete in manner acceptable to the Engineer.
7. Do not over-vibrate so as to produce segregation.
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3.06 FINISHING CONCRETE
A. Provide concrete finishes in accordance with Section 03366 - Concrete Finishes, unless otherwise indicated on the Drawings.
B. Liquid evaporation retardant:
1. Under conditions that result in rapid evaporation of moisture from the surface of the concrete, coat the surface of the concrete with a liquid evaporation retardant immediately after screeding.
2. Conditions that result in rapid evaporation of moisture are defined as any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than
0.1 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI PRC-305 and included as Attachment A - Menzel Formula and Nomograph to this Section.
3. Apply evaporation retardant again after each finishing operation as necessary to prevent drying shrinkage cracks.
4. Do not work evaporation retardant into the surface of the concrete.
5. Do not use evaporation retardant as finishing aid (to rehydrate surface a creamy state for finishing).
C. Concrete sealer:
1. Floors and slabs to receive concrete sealer: See Room Finish Schedule on the Drawings, and Section 03366 - Concrete Finishes.
3.07 CURING
A. Cure concrete by methods specified in this Section.
B. Cure period: Keep concrete continuously moist and at an average daily temperature of at least 50 degrees Fahrenheit for a minimum of 7 days after placement.
1. If hourly temperatures at any surface of a concrete placement drop below 50 degrees Fahrenheit during the curing period, count the period below 50 degrees Fahrenheit as zero degrees, and extend the curing time to compensate.
C. Schedule of curing methods:
1. Cure the following concrete surfaces using water curing, or plastic membrane curing.
a. Floor surfaces of water containment structures.
b. Surfaces where additional concrete will be placed over or against the surface, including concrete joints.
c. Surfaces where grout or other toppings will be placed over the surface. d. Slabs scheduled to receive concrete sealer, or other bonded or adhered architectural finishes.
e. Formed surfaces scheduled to receive coatings, paint, adhered masonry, cementitious materials, or other similar finishes, and where formwork is removed within the specified cure period after concrete placement. f. Horizontal concrete surfaces at tops of walls.
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2. Cure the following concrete surfaces by water curing, plastic membrane curing, or sprayed curing membrane. Selection of methods shall be at the Contractor’s option.
a. Surfaces not listed in the preceding paragraph.
D. Water curing:
1. Keep surfaces of concrete constantly and visibly wet, day and night, for not less than the specified cure period.
a. Each day forms remain in place will be counted as 1 day of water curing. b. Do not loosen form ties during period when concrete is cured by leaving forms in place. No further curing credit will be allowed for forms remaining in place after contact has been broken between concrete surface and forms.
2. Begin water curing as soon as concrete attains initial set.
3. Maintain a wet surface by ponding, continuous sprinkling, covering with saturated burlap, or otherwise saturating the surface by means acceptable to the Engineer.
a. Flood top of walls with water at least 3 times per day and keep surfaces moist at all times during the curing period.
b. Provide plastic sheet material over surfaces if required to maintain a wet surface during arid or windy conditions. See plastic membrane curing requirements for additional details.
4. Use water having a temperature within 20 degrees Fahrenheit of the temperature of concrete, and not lower than the minimum temperature allowed for the concrete surface during curing.
E. Plastic membrane curing:
1. Install plastic membrane as soon as concrete is finished and can support limited pedestrian traffic without damage.
2. Cover entire surface of finished concrete with membrane.
3. Anchor membrane to prevent uplift from wind or air trapped below the sheet.
4. Fully seal joints and edges to provide full seal around perimeter.
5. Keep concrete under plastic membrane moist, regularly monitoring surfaces and adding supplemental moisture if necessary. Add water as specified for water curing.
F. Sprayed membrane curing compound:
1. Apply curing compound to concrete surface after repairing and patching, and within 1 hour after forms are removed.
a. If more than 1 hour elapses after removal of forms, do not use membrane curing compound. Instead, provide water curing for not less than the specified cure period.
b. Do not remove sprayed membrane curing compound from concrete before the end of the specified cure period.
c. When application of curing compound at concrete joints is accepted by the Engineer, take care to apply curing compound to all surfaces along full profile of joints.
2. Apply curing compound by mechanical, power operated sprayer with mechanical agitator that will uniformly mix all pigment and compound. a. Apply curing compound in at least 2 coats.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) b. Apply each coat in direction turned 90 degrees from application direction of the preceding coat.
c. Apply curing compound in sufficient quantity so that concrete has uniform appearance and its natural color is effectively and completely concealed immediately after spraying.
d. Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces.
3. Thickness and coverage of curing compound:
a. Provide curing compound having film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours. b. Contractor is cautioned that method of applying curing compound specified in this Section may require more curing compound than normally suggested by manufacturer of curing compound and is more than is customary in the trade. Apply amounts specified in this Section, regardless of manufacturer’s recommendations or customary practice.
4. If the Contractor desires to use a curing compound other than specified product, coat sample areas of concrete wall with proposed curing compound, and also coat similar adjacent area with the specified compound in the manner specified, for comparison:
a. If proposed sample is not equal or better, in the opinion of the Engineer, the proposed substitution will not be allowed.
5. Removal of curing compound.
a. After curing period is complete, remove curing compound placed on surfaces that will receive additional concrete, including all concrete joint surfaces, by heavy sandblasting or by other means acceptable to the Engineer. Complete removal and cleanup prior to placing any new concrete against the surface.
b. Where additional finishes will be applied over concrete surfaces, unless otherwise recommended by the manufacturer of the finish to be applied, remove curing compound by sandblasting. Provide blasting as necessary to fully remove curing compound.
6. Prior to final acceptance of the Work, remove, by sandblasting or by other method acceptable to the Engineer, any curing compound on surfaces exposed to process water or exposed to view, so that only natural color of finished concrete is visible and uniform over the entire surface.
3.08 PROTECTION
A. General:
1. Keep forms in place, as specified in Section 03102 - Concrete Formwork, to provide curing and to protect concrete surfaces and edges from damage.
2. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified.
B. Loading of concrete members:
1. Placement of loads on or against green concrete is not permitted.
2. Do not place soil against walls, or fill over the top of concrete until conditions designated in the following paragraphs are satisfied:
a. Walls have been cast to their full height in the structure and have achieved their minimum specified 28-day compressive strength.
Cast-in-Place Concrete
03300-38 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) b. Connecting slabs and beams that brace the walls are in place, are complete, and (in the case of concrete) have achieved their minimum specified 28-day compressive strength.
3.09 HOT WEATHER CONCRETING
A. Implement hot weather concrete procedures during periods of hot weather as defined in this Section.
1. Comply with the recommendations of ACI PRC-305 and this Section.
B. If placements during hot weather are expected, and when requested by the Engineer, prepare a hot weather concreting plan.
1. Maintain at least 1 copy on site.
2. Provide plan for review if requested by the Engineer. a. Include procedures for batching, delivery, placement, curing, protection, and monitoring and recording the temperature of the concrete and the surrounding environment.
b. Describe procedures to be implemented in the event of abrupt changes in weather conditions, or in the event of equipment failure. c. Review hot weather concreting plan during pre-construction meeting.
Make provisions to address any concerns expressed by the Engineer before beginning concrete placements.
C. Preparation:
1. Do not place concrete against forms, reinforcement, or embedments with a surface temperature greater than 120 degrees Fahrenheit. a. If necessary, to maintain maximum concrete temperature during placing, cool forms and reinforcement to temperature below 90 degrees Fahrenheit using water or shades.
b. Do not allow water to puddle in forms or placement areas.
2. Moisten forms or subgrade to maintain a saturated surface without standing water or soft spots.
3. Provide windbreaks, shades, fog spray, sprinkling, wet cover, or other means required to protect concrete from premature loss of moisture and rapid temperature gain.
D. Batching and delivery:
1. Retarding admixtures will not be permitted.
2. Temperature of concrete delivered for placement shall not exceed 90 degrees Fahrenheit.
a. Maintain uniform temperature in the mix below this level during batching, delivery, placing, and consolidation.
b. Temperature of mix, even if below the maximum allowable temperature specified, shall be maintained at a level to avoid loss of slump, flash setting, or cold joints in placements.
3. If necessary:
a. Mix water may be chilled or replaced with ice to maintain mix temperature.
Where mix water is replaced with ice, provide replacement at a 1-to-1 ratio by weight.
b. Shade transit mixed concrete trucks, or cool mixing outside of container with water to control temperature of concrete.
Cast-in-Place Concrete
03300-39 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) E. Placing and finishing:
1. Place and finish concrete promptly. Place so that vertical lift lines will not be visible in exposed concrete surfaces.
2. Provide plastic sheeting, fog nozzles, shades, or other means to reduce concrete temperature and protect from moisture loss.
F. Protection and curing:
1. Furnish and locate maximum/minimum temperature recording thermometers in sufficient numbers to confirm concrete temperatures over full area and edges of concrete.
2. Flatwork: Protect and cure using water curing methods as specified in this Section.
a. Water curing:
1) Keep concrete continuously wet and make provisions for runoff. 2) For sprinkling or soaker hoses, maintain temperature of water as close as possible to the temperature of the concrete to minimize effects of thermal shock.
3. Formed surfaces: Protect and cure using forms left in place or membrane curing methods as specified in this Section.
a. Cover forms and keep continuously moist for at least 24 hours after placement.
b. Loosen forms as soon as this can be accomplished without damaging the concrete.
c. Maintain continuously moist surfaces by fogging or spraying with water, or by application of curing compound as specified.
3.10 FIELD QUALITY CONTROL BY CONTRACTOR
A. Provide quality control over the Work of this Section as required by Section 01450 - Quality Control.
B. Field tests:
1. During progress of construction, provide testing to determine whether the concrete, as being produced, complies with requirements specified.
2. Sampling and testing shall be performed by the Contractor’s testing laboratory.
See Section 01455 - Regulatory Quality Assurance - Special Tests and Inspections for requirements.
a. Cooperate in testing by allowing free access to the Work for testing laboratory to sample and test materials.
b. Provide full access for the Engineer to observe concrete sampling and testing at any time.
c. Contractor is responsible for providing care of and curing conditions for test specimens in accordance with ASTM C31 until specimens are collected by testing laboratory.
d. Provide 4 firmly braced, insulated, heated, closed wooden curing boxes, each sized to hold 10 specimens. Include cold weather temperature and hot weather temperature control thermostat for initial curing and storage from time of fabrication through shipment to the Owner’s testing laboratory.
3. Testing shall include:
a. Sampling of concrete in accordance with ASTM C172.
Cast-in-Place Concrete
03300-40 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) b. Temperature of concrete at delivery in accordance with the requirements of ASTM C1064 and as specified in this Section.
c. Slump of concrete using slump cone in accordance with requirements of ASTM C143. Test slump at the following intervals:
1) At the beginning of each placement.
2) As often as necessary to keep slump within the specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Observe concrete during slump test for signs of segregation. a) Observe concrete to see if mortar or moisture flows from slumped concrete.
b) Reject concrete if mortar or moisture flows out of mix. d. Unit weight of concrete in accordance with ASTM C138. e. Air entrainment in accordance with ASTM C173. Test air content at the following intervals:
1) At beginning of each placement.
2) As often as necessary to keep entrained air within specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Test air entrainment in concrete in accordance with ASTM C173. If air entraining admixtures used for the Work require alternate testing procedures, advise the independent testing laboratory well in advance of the dates of testing, and confirm that appropriate equipment and personnel are provided for the test.
5) Make air test at point of delivery (discharge from mixer). For pumped concrete, make air tests at point of delivery and at point where expelled after pumping for placement.
f. Compressive strength in accordance with ASTM C39. Required number of cylinders is as follows:
1) Not less than 6 cylinder specimens, 4 inches in diameter by 8 inches long, will be tested for each 150 cubic yards of each class of concrete, with minimum of 6 specimens for each class of concrete placed; not less than 6 specimens for each half day’s placement; and not less than 2 sets of 6 specimens for each structure. 2) 1 cylinder will be broken at 7 days, 1 at 14 days, and 3 at 28 days. 6th cylinder may be used to evaluate strength after 28 days if requested by the Engineer.
3) Retain and store “6th cylinders” (tested and untested) at testing laboratory until 56 days. Break “6th cylinder” when directed by the Engineer.
g. Provide full access for the Engineer to observe concrete sampling and testing at any time.
C. Test completed liquid containment structures for watertightness.
3.11 FIELD QUALITY CONTROL BY OWNER
A. As specified in Section 01450 - Quality Control.
B. Special tests and inspections: As specified in Section 01455 - Regulatory Quality Assurance.
Cast-in-Place Concrete
03300-41 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) C. Field inspections:
1. Observe construction for conformance to the Contract Documents and the accepted submittals.
2. Records of inspections:
a. Provide a record of each inspection.
b. Submit copies to the Contractor upon request.
D. Field tests:
1. Engineer may request, at any time, additional testing to confirm materials being delivered and placed conform to the requirements of the Contract Documents.
a. If such additional testing shows that the material do not conform to the specified requirements, the Contractor shall pay the cost of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, the Owner will pay the cost of these tests.
3.12 NON-CONFORMING WORK
A. Remove and replace or repair non-conforming and defective work.
1. Provide repairs having strength equal to or greater than specified concrete for areas involved.
2. Provide replacement or repair of non-conforming work by means acceptable to the Engineer and at no additional cost to the Owner.
3. Project schedule will not be extended based on work to address non-conforming concrete.
B. Concrete not conforming to the specified requirements for properties of plastic concrete: Remove from the site and replace with conforming materials at no additional cost to the Owner.
1. Temperature: Do not use concrete having a temperature above or below the limits specified in this Section.
2. Slump: Do not place concrete that does not conform to requirements for slump.
3. Air entrainment: Do not use concrete that does not conform to requirements for percentage of entrained air.
C. Concrete not conforming to the specified requirements for compressive strength:
1. Concrete is expected to reach a compressive strength equal to or greater than the minimum specified compressive strength f’c in Table 3 of this Section.
2. Strength of concrete will be considered acceptable if the following conditions are satisfied.
a. Averages of all sets of 3 consecutive strength test results is greater than or equal to the specified compressive strength f’c.
b. No individual strength test (average of 3 cylinders) falls below the strength specified in Table 6 of this Section.
c. Where relationships between 7-day and 28-day compressive strength, or between 28-day and 56-day compressive strength, have been provided as part of the mix design submittals:
1) 7-day strength may be considered as an indication of 28-day strength provided effects of temperature and humidity between 7 days and 28 days are taken into account.
Cast-in-Place Concrete
03300-42 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) 2) 28-day strength may be considered as indication of 56-day strength provided effects of temperature and humidity between 28 days and 56 days are taken into account.
Table 6: Strength Compliance Requirements
Minimum Specified
Compressive Strength, f’c
(pounds per square inch)
Lower Bound of an Individual
Compressive Strength Test
(pounds per square inch)
Less than 5,000 f’c - 500
Over 5,000 f’c - (0.10 x f’c)
3. Non-compliant strength tests.
a. Mark non-compliant strength test reports to highlight the non-complying results, and immediately forward copies to all parties on the test report distribution list.
b. Initial treatment may consist of additional curing of affected portion(s) followed by not less than 3 cores at each affected area, taken in accordance with ASTM C42 and ACI CODE-318. Obtain the Engineer’s acceptance of proposed coring locations before proceeding with that work. c. Submit report of compressive strength testing for the Engineer’s review. d. If requested by the Engineer, provide additional cores, and obtain petrographic testing in accordance with ASTM C856. Submit results for the Engineer’s review.
e. If additional curing does not bring the average strength of 3 cores taken in affected area to at least specified compressive strength f’c, designate such concrete in affected area will be considered defective. f. Engineer may require the Contractor to strengthen defective concrete by means of additional concrete, additional reinforcing steel, or replacement of defective concrete, all at the Contractor’s expense.
D. Concrete sections or surfaces with honeycombing and voids:
1. Provide repairs having surface appearance and finish consistent with that of the surrounding work and acceptable to the Engineer.
2. Do not patch, repair, or cover defective Work without prior inspection by the Engineer.
3. Preparation of concrete for repair:
a. Make no repair until the Engineer has accepted methods for preparing surfaces and for making and curing repairs.
b. Chip out and key-in imperfections in the Work to make them ready for repair.
c. Coat bonding surfaces and edges of repair area with one of the following bonding agents as accepted by the Engineer.
1) Epoxy bonding agent as specified in Section 03071 - Epoxies. 2) Epoxy resin/Portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent.
4. Methods of repair:
a. Dry pack mortar method:
1) Use for holes having depth nearly equal to or greater than least surface dimension of hole, for cone-bolt holes, and for narrow slots cut for repair.
Cast-in-Place Concrete
03300-43 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal) 2) Smooth holes: Clean and roughen by heavy sandblasting before repair.
3) Install dry-pack mortar as specified in Section 03600 - Grouting. b. Cement mortar method:
1) Use for holes too wide to dry pack and too shallow for concrete replacement; and for comparatively shallow depressions, large or small, that extend no deeper than nearest surface reinforcement. 2) Install cement mortar as specified in Section 03600 - Grouting. c. Concrete replacement:
1) Use when holes extend entirely through the concrete section or when holes are more than 1 square foot in area and extend halfway or more through the section.
2) Form, place, consolidate, and cure concrete of same mix as the surrounding work.
E. Leaking construction joints and cracks in concrete walls and slabs:
1. Repair cracks that develop in walls or slabs, and repair cracks that show any signs of leakage until all leakage is stopped.
2. Pressure inject visible cracks in the following areas, other than hairline cracks and crazing, with repair products and methods acceptable to the Engineer. a. Floors and walls of water bearing structures.
b. Walls and overhead slabs of passageways and occupied spaces where the opposite face of the member is exposed to weather or may be washed down and where the opposite face does not receive a separate waterproofing membrane.
c. Other items not specified to receive separate waterproofing membrane including slabs over water channels, wet wells, reservoirs, and other similar surfaces.
3. Continue pressure injection of cracks as specified until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion or date of final repair, whichever occurs later in time.
F. Leaking expansion joints in concrete walls or slabs that include waterstops:
1. Repair any signs of leakage until all leakage is stopped.
2. Pressure inject visible leaks with hydrophilic polyurethane foam resin.
3. Continue pressure injection along joints lines as specified until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion or date of final repair, whichever occurs later in time.
G. Walls and slabs at overhead channels that leak or sweat because of porosity or cracks too small for successful pressure injection with epoxy.
1. Seal on water or weather side by coating using surface-applied sealing system as specified in this Section.
2. Apply as recommended by manufacturer published instructions. Where concrete continues to sweat or leak, apply additional coats of surface-applied sealing system until the sweating or leaks stop.
3. Continue application of surface-applied sealing system until structure is watertight and remains watertight for not less than 1 year after date of Substantial Completion, or date of final repair, whichever occurs later in time.
END OF SECTION
Cast-in-Place Concrete
03300-Attachment A 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH
Cast-in-Place Concrete
03300-Attachment A-1 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
MENZEL FORMULA AND NOMOGRAPH
Source: ACI PRC-305
Cast-in-Place Concrete
03300-Attachment B 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
ATTACHMENT B - COARSENESS FACTOR CHART
Cast-in-Place Concrete
03300-Attachment B-1 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
COARSENESS FACTOR CHART
Source: ACI PRC-302.1-15, Figure 8.9.2.2.
Cast-in-Place Concrete
03300-Attachment C 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART
Cast-in-Place Concrete
03300-Attachment C-1 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
COMBINED AGGREGATE GRADATION CHART
Cast-in-Place Concrete
03300-Attachment D 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST
Cast-in-Place Concrete
03300-Attachment D-1 11843A10 December 2024 - DRAFT FINAL pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03300 (DraftFinal)
CONCRETE PLACEMENT CHECKLIST
Project: ______________________________ Class of Concrete: ______________________ Project No: ___________________________ Test Cylinders Taken? Yes: _____ No: _____ Location of Placement
The Contractor certifies the above-proposed concrete placement is prepared as indicated and is in accord with the Contract Drawings and Specifications. The Contractor requests permission to begin placement of concrete on the date of _______________ at ____________. The estimated number of yards is ____________. The estimated duration of the placement is _______________.
By: ______________________________
Contractor
Released for placement by: ______________________________ Engineer
Preparation Slab Contractor N/A
Compaction Subgrade
Filter Fabric/Drain RockABC/Separator Fabric
Drain Rock, Pea Gravel &
Void Form
Starter Wall Forms
Reinforcing Steel
Screeds
Embedded Items Contractor N/A
A. Anchor Bolts
B. Water Stop
C. Rebar
D. Electrical
E. Plumbing Rough-in
F. Mechanical
G. HVAC
Prep Wall Concrete Contractor N/A
Access To Work
Ladders Secured
Clean up and Washed Out
Reinforcing Steel
Forms Contractor N/A
A. Alignment & Grade
B. Scaffolding
C. Sleeves & Wall Castings
D. Embedded Items
E. Electrical
F. Plumbing Rough-in
G. Piping
Record of Curing Conditions During Placement
Start: Finish:
Date:
Time:
Weather:
Temperature:
Comments:
Concrete Placement Equip. Contractor N/A
A. Crane
B. Buckets
C. Hoppers
D. Vibrators
E. Elephant trunks
F. Floodlights
G. Pump Truck
Building Department Notification
Date: Time:
Concrete Finishes
03366-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) SECTION 03366
CONCRETE FINISHES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Concrete finishes.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 117-10 - Specification for Tolerances for Concrete Construction and Materials and Commentary.
B. International Concrete Repair institute (ICRI):
1. Guideline No. 301.2: Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Architectural concrete:
a. Concrete surfaces that will be exposed to view in the finished work. 1) For purposes of this Section, includes exposed concrete surfaces that are designated to receive paint or coatings.
2) Exposed concrete in open basins, channels, and similar liquid-containing structures: Surfaces will be considered exposed to view if located above the water line as defined in this Section.
2. Grade line: A reference line that separates surfaces considered to be above grade from those considered to be below grade. Located 12 inches below finished grades at the perimeter of the structure.
3. Water line: A reference line that separates surfaces considered to be above the water level (and visible in the finished work) from those considered to be below the water level (and not visible in the finished work). For each waterbearing cell of a structure, defined as a line located 2 feet below the normal operating water level in that cell.
1.04 QUALITY ASSURANCE
A. Qualifications:
1. Finishing personnel:
a. Use qualified flatwork finishers.
b. Finishing supervisor must have at least 5 years of experience finishing concrete.
Concrete Finishes
03366-2 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) B. Mockups:
1. Construct mockup panels showing finishing of formed surfaces for review by the Engineer.
a. Construct mockup panels demonstrating concrete finishes for vertical surfaces:
1) Construct mockup panels for F4 and F5 finishes and tie-hole repairs for review by the Engineer.
2. Construct mockup slabs showing finishing of unformed surfaces for review by the Engineer.
a. Construct mockup slabs demonstrating concrete finishes for horizontal surfaces:
1) Construct mockup slabs for S1, S2, S4, and S5 finishes.
3. Include the following elements in mockup panels and slabs. a. Concrete joints:
1) Horizontal and vertical joints of the types included in the Work. b. Concrete repairs:
1) Repairs using materials and procedures proposed for the Work.
4. Construct mockup panels and slabs at beginning of project for review by the Engineer.
5. Panels and portions thereof accepted by the Engineer will serve as the standard of quality and workmanship for the Work.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:
1. Deliver and store packaged materials in original containers until ready for use.
PART 2 PRODUCTS
2.01 MATERIALS
A. Materials for mortar:
1. As specified in Section 03300 - Cast-in-Place Concrete, unless otherwise noted.
2. Where finished surfaces will be visible in the finished work, use same cement used for concrete batches in that area. Add white cement if required to obtain color match between base concrete and finishing mortars.
2.02 MIXES
A. Cement mortar:
1. As specified in Section 03600 - Grouting.
B. Dry-pack mortar:
1. As specified in Section 03600 - Grouting.
C. Mortar mix for F4 finish (“F4 Mortar”):
1. Consisting of 1 part cement and 1-1/2 parts of fine sand passing Number 100 screen. Mix with enough water and emulsified bonding agent to have consistency of thick cream.
Concrete Finishes
03366-3 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) D. Mortar mix for F5 finish (“F5 Mortar”):
1. Consisting of 1 part cement to 1-1/2 parts of sand passing Number 16 screen.
2.03 EVAPORATION RETARDANT
A. As specified in Section 03300 - Cast-in-Place Concrete.
2.04 NON-SLIP ABRASIVE
A. Type: Aluminum oxide abrasive of size 8/16, having structure of hard aggregate.
Homogeneous, non-glazing, rust-proof, and unaffected by freezing, moisture, and cleaning compounds.
B. Manufacturers: One of the following, or equal:
1. Abrasive Materials Incorporated, Hillsdale MI.
2. Exolon Company, Tonawanda NY.
2.05 CONCRETE SEALERS
A. Floor sealer and dust-proofer:
1. Non-membrane forming, breathable, non-yellowing, penetrating sealer designed to densify and seal a cured concrete surface.
2. Low odor, VOC content of 0 grams per liter, and stable when exposed to ultraviolet radiation from sunlight.
3. Manufacturers: One of the following, or equal:
a. Dayton Superior: Day-Chem Sure Hard Densifier (J-17). b. Euclid Chemical Company: Euco Diamond Hard.
c. L&M Construction Chemicals: Seal Hard.
d. W.R. Meadows: Liqui-Hard.
PART 3 EXECUTION
3.01 CONCRETE FINISHING - FORMED SURFACES
A. Scope:
1. Finish formed surfaces with one of the finishes specified in the following paragraphs and as indicated in the Schedule of Concrete Finishes in this Section.
2. Formed surfaces are those surfaces that the plastic concrete is placed against a temporary containment surface that will be removed after the concrete sets and takes its final form.
B. General:
1. Provide setting and curing time from casting of concrete to removal of forms as specified in Section 03300 - Cast-in-Place Concrete.
2. Provide curing after removal of forms as specified in Section 03300 - Cast-in-Place Concrete.
3. Materials and mixes for finishes.
a. Cement: Add white cement to mortars and grouts used for finishing if required to match color of repairs to surrounding surfaces.
Concrete Finishes
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal)
4. Grinding:
a. Grinding of architectural concrete is not permitted, unless demonstrated on the sample panel and accepted in advance by the Engineer. b. Where grinding of concrete surfaces is permitted:
1) Perform grinding using an iron-free wheel, such as an aluminum oxide wheel, to avoid entrapment of particles that produce rust stains. 2) At locations where plastic-protected reinforcing bar supports are used, limit grinding to a maximum depth of 1/16 inch.
C. F1 finish: “Rough Form Finish”:
1. Repair defective work.
2. Remove fins and other projections larger than 1 inch.
3. Fill tie holes using dry-pack mortar.
4. After removal of any curing compounds, fill depressions larger than 1 1/2-inch wide or 1/2-inch deep using dry-pack mortar.
5. Leave surface with texture imparted by forms.
6. Surface irregularity: Not exceeding a 1-inch gap when measured over the length of a 5-foot straightedge.
D. F2 finish: “Form Finish”:
1. Repair defective work.
2. Remove fins and other projections larger than 1/4 inch.
3. Fill tie holes using dry-pack mortar.
4. Fill depressions.
a. Fill after removal of any curing compounds.
b. Fill depressions larger than 3/4 inch in width or 1/2 inch in depth using cement mortar.
c. Fill larger voids and depressions, use dry-pack mortar.
5. Leave surfaces with texture imparted by forms.
6. Surface irregularity: Not exceeding a 1/4-inch gap when measured over the length of a 5-foot straightedge.
E. F3 finish: “Smooth Form Finish”:
1. Repair defective work.
2. Repair rough or irregular surface finishes resulting from failure of form release agent or other form conditions and provide a smooth, uniform surface appearance.
3. Remove fins: Grind offsets, projections, and rough spots larger than 1/8 inch.
4. Fill tie holes using dry pack mortar.
5. Fill depressions:
a. Fill after removal of any curing compounds.
b. Fill depressions 1/2 inch and larger in depth or 3/4 inch in width using cement mortar.
c. For larger depressions, fill using dry pack mortar.
6. Top coat tie holes and filled depressions with cement mortar to provide uniform appearance.
7. Leave surfaces with texture that is generally smooth and uniform in appearance.
8. Surface irregularity: Not exceeding a 1/8 inch gap when measured over the length of a 5-foot straightedge.
Concrete Finishes
03366-5 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) F. F4 finish: “Rubbed Finish”:
1. As specified for F3 finish, except prepare surfaces and fill depressions 1/16 inch or larger in depth or width as follows.
2. Fill depressions.
a. “Brush-off” sandblast surfaces to expose all depressions and voids near the surface of the concrete.
b. Thoroughly wet surfaces and begin filling depressions while surfaces are still damp.
c. Use clean burlap, sponge rubber floats, or trowels to rub plastic F4 mortar over the entire surface to be finished. Fill pits, holes, and depressions. d. Wipe surfaces clean. Do not leave any mortar on the surface, except that within the depressions.
e. Cure: Moist cure surfaces.
G. F5 finish: “Stoned Finish”:
1. As specified for F3 finish, except add stoned finish as follows.
2. Fill depressions:
a. Wet surfaces thoroughly with brush.
b. Rub wetted surfaces with a hard wood float dipped in water containing 2 pounds of Portland cement per gallon of water.
c. Rub surfaces until form marks and projections are removed. d. Using a brush, spread plastic grindings from the rubbing operation uniformly over the surface. Work the material in to fill pits and small voids. e. Cure: Moist cure brushed surfaces for at least 72 hours.
3. Finish surfaces:
a. After curing, obtain final finish by rubbing with a No. 50 grit carborundum stone.
b. Continue rubbing until entire surface has a smooth texture and is uniform in color.
c. Cure: Continue curing for remainder of specified time.
4. Note: If surfaces have become too hard to finish as specified in the preceding paragraphs, the following alternative procedure may be used:
a. Sandblast and wash related surfaces exposed to view, whether finished or not.
b. While surfaces are still damp, rub surface with mortar mix for F5 finish. c. Finish by rubbing mortared surface with No. 60 grit carborundum stone.
Add F5 mortar until surface is evenly filled without excess mortar. Continue stoning until surface is hard.
d. Moist cure surface for 72 hours.
e. After curing, make surface smooth in texture and uniform in color by rubbing with a No. 50 or No. 60 grit carborundum stone. f. Continue curing until 7-day curing period is complete.
3.02 CONCRETE FINISHING - UNFORMED SURFACES
A. Scope:
1. Finish unformed surfaces with one of the finishes specified in the following paragraphs and as indicated in the Schedule of Concrete Finishes in this Section.
2. Unformed surfaces are those surfaces that are not cast against a temporary containment and the specified finish is achieved by tooling.
Concrete Finishes
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) B. General:
1. Concrete placement:
a. Place concrete at a rate that allows spreading, straight-edging, and initial floating before bleed water appears.
1) Consider characteristics of concrete mixes used, including potential for accelerating or retarding effects of admixtures, fly ash, and temperatures, on plans for and scheduling of placement and finishing. b. Place, consolidate, strike-off, and screed concrete level to bring surfaces to required planes and lines. Eliminate high and low spots. c. Strike tops of walls and similar surfaces smooth and finish as specified to a texture consistent with that of adjacent formed surfaces. d. After screeding, apply evaporation retardant to concrete surface if weather conditions will result in rapid evaporation of moisture from the surface of the concrete. Do not work evaporation retardant into the surface of the concrete.
2. Floating and re-straightening:
a. Float concrete to compact and consolidate the surface. b. Initial floating:
1) Provide initial floating immediately after screeding. 2) Perform by hand using a wide bull float, darby, or highway straightedge.
3) Complete before excess moisture or bleed water is present on the surface.
c. Wait for concrete to stiffen and for the bleed water to stop rising and dissipate before proceeding with edging, hand-tooled jointing, and second floating.
d. After initial floating, apply evaporation retardant to concrete surface if weather conditions will result in rapid evaporation of moisture from the surface of the concrete. Do not work evaporation retardant into the surface of the concrete.
e. Second floating:
1) Do not commence until bleed water has dissipated and concrete has stiffened enough to support weight of finishers and finishing equipment.
2) May be by hand, or, if accepted by the Engineer, may be done using a bladed power float equipped with float shoes, or a power disk float. 3) Float surfaces to a true, even plane, with no coarse aggregate visible. 4) Evaporation retardant may not be applied after second floating. f. Flatness:
1) Specified tolerances for flatness may require re-straightening of the surface between first and second floating operations and before steel troweling. Re-straighten concrete as required.
2) Modify power equipment with alternate float shoes or other equipment if required to achieve specified flatness.
3. Troweling: Where finishes require troweling, conform to the following requirements:
a. After surface moisture from floating has disappeared, steel trowel to a smooth, hard, dense concrete surface.
b. Provide at least 2 trowelings.
1) Avoid excessive troweling.
2) Use smaller trowels for successive troweling.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) 3) Make each successive troweling perpendicular to the previous pass. c. Do not add dry cement or additional water to the surface during troweling. d. In lieu of hand steel troweling, a power machine for finishing concrete may be used if accepted by the Engineer.
1) Do not use power machine if concrete has not attained the set necessary to permit finishing without introduction of high and low spots into the concrete surface.
2) Use equipment in full compliance with the manufacturer’s recommendations.
3) Use smaller blades or higher pressure for each successive troweling. 4) Hand trowel areas of the concrete not accessible to power equipment. 5) Tolerances for flatness specified may require re-straightening of the surface during finishing. Modify power equipment with alternate shoes or other equipment if required to achieve these requirements. e. Finishing with a fresno trowel or finishing to a “fresno finish” is not allowed.
4. Finishing tolerances:
a. Slabs sloped to drain: Finish surfaces to adequately drain toward designated points or lines, regardless of tolerances specified.
C. S1 finish: “Scratch Finish”:
1. Place, consolidate, and screed concrete level.
2. Provide initial floating of concrete.
3. Provide surface conforming to the “Conventional” floor flatness tolerance requirements of ACI 117 using the manual straightedge method (maximum 1/2-inch gap in 10 feet at 90 percent of locations; maximum 3/4-inch gap at any location), unless otherwise indicated.
4. Before final set, roughen the surface with rakes.
a. For sloped surfaces, rake grooves in the direction of drainage. b. Provide roughness equivalent to CSP 6 surface as designated by ICRI Guideline 310.2.
5. Pressure wash surface to remove laitance before placing grout or toppings.
D. S2 finish: “Floated Finish”:
1. Place, consolidate, and screed concrete to required elevations and slopes.
2. Provide initial and second floatings of concrete. Float to a uniform texture.
3. Provide surface conforming to the “Flat” floor flatness tolerance requirements of ACI 117 using the manual straightedge method (maximum 1/4-inch gap in 10 feet at 90 percent of locations; maximum 3/8-inch gap at any location), unless otherwise indicated.
4. Remove laitance and leave surface clean.
E. S3 finish: “Steel Trowel Finish”:
1. Place, consolidate, and screed concrete to required elevations and slopes.
2. Provide S2 Floated Finish.
3. Provide 2 trowelings:
4. Provide finish conforming to the “Flat” floor flatness tolerance requirements of ACI 117 (maximum 1/4-inch gap in 10 feet), unless otherwise indicated.
F. S4 finish: “Steel Trowel Finish - Free of Trowel Marks”:
1. Finish as specified for S3 Steel Trowel Finish, except that final troweling shall remove all trowel marks from the slab surface.
Concrete Finishes
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) G. S5 finish: “Broomed Finish”:
1. Finish as specified for S2 Floated Finish, except modify as follows.
2. Finish surface by drawing a fine-hair broom lightly across the freshly floated surface.
a. Provide resulting roughness for a non-skid surface. Finishing and roughness is subject to review and acceptance by the Engineer. b. Direction of brooming:
1) General:
a) In same direction of and parallel to expansion joints. b) Perpendicular to primary direction of traffic.
2) For sloped slabs, parallel to the direction of drainage. 3) For round roof slabs, in the radial direction.
H. S6 finish: “Non-Slip Abrasive Finish”:
1. Place, consolidate, and screed concrete to required elevations and slopes.
2. Provide initial floating of surface.
3. Prepare and apply abrasive as recommended by the manufacturer. a. Apply using a shake screen or other accepted method to ensure even coverage without segregation of the abrasive.
b. Install abrasive at a rate of 25 pounds for each 100 square feet of surface area.
4. After concrete has hardened enough to support the weight of a person, and unless otherwise indicated by the abrasive manufacturer, apply approximately 2/3 of the abrasive material required for coverage.
5. Finish as specified for S2 Floated Finish, except that re-floating is not required.
6. Apply remaining abrasive material at right angles to the first application and in locations necessary to provide the minimum specified thickness.
7. Immediately after the second application, re-float the surface to embed abrasive.
8. Finish as specified for S2 Steel Trowel Finish. Trowel abrasive into the surface, properly exposing material to produce a non-slip finish.
I. Concrete sealer:
1. See Room Finish Schedule Drawings for locations of floors and slabs receiving concrete sealer finish.
2. Apply sealer in accordance with manufacturer’s instructions.
3.03 FIELD QUALITY CONTROL
A. Provide field quality control for the Work of this Section as specified in Section 01450 - Quality Control.
B. Field quality control by Contractor:
1. Field inspections and testing:
a. Submit records of inspections and testing to Engineer within 24 hours after completion.
2. Manufacturer's services.
a. Non-slip abrasive finish. Before beginning installation, conduct pre-installation meeting with manufacturer's technical representative to review product use and installation requirements.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) C. Field quality control by Owner:
1. Special inspections, special tests, and structural observation:
a. Not required.
2. Field inspections:
a. Observe construction for conformance to the Contract Documents and the accepted Submittals.
b. Provide record of each inspection. Submit copies to Engineer upon request.
3.04 NON-CONFORMING WORK
A. Unsatisfactory finishes that have hardened will require removal, grinding, topping, or other correction acceptable to the Engineer.
B. Re-work or refinish unsatisfactory finishes at no additional cost to the Owner.
C. See Section 03300 - Cast-In-Place Concrete for requirements.
3.05 SCHEDULE OF CONCRETE FINISHES
A. Formed surfaces: See Table 03366-A.
B. Unformed surfaces: See Table 03366-B.
Concrete Finishes
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) Table 03366-A: Concrete Finishes - Formed Surfaces
Elements Location Surface Exposure Finish Notes
EXTERIOR SURFACES
Walls Wet structure: Above grade or water line:
Columns - Exposed to view F4
Slab edges - Covered F2 1a
Below grade or water line:
- No coating F1
- Bituminous coating F2
- Waterproofing F3
Dry structure: Above grade line:
- Exposed to view F4
- Covered F2 1a
Below grade line:
- No coating F1
- Bituminous coating F2
- Waterproofing F3
INTERIOR SURFACES
Walls Wet structure: Open basin:
Columns - Above water line F4
Slab edges - Below water line F3
Covered basin
- Above water line F3
- Below water line F3
Dry structure: Exposed to view F4
Covered F2 1b
Overhead Wet structure: Open basin F3 1c, 1d
slabs and
beams Covered basin F2 1d
Dry structure: Exposed F3 1c, 1d
Covered by ceiling F1 1d
Notes:
(1a) Coverings include additional surfaces applied over the concrete, such as veneer, stucco, plaster, etc. (1b) Coverings include additional surfaces applied over the concrete, such as veneer, stucco, plaster, furring strips with drywall, etc.
(1c) Applies to overhead surfaces visible from normal pedestrian travel routes. (1d) At overhead slabs and beams, patch tie holes on sides of members.
Concrete Finishes
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03366 (DraftFinal) Table 03366-B: Concrete Finishes - Unformed Surfaces
Element Location Exposure Finish Notes
EX
TERIOR SURFACES
Footings Extensions Exposed S3
Covered by soil S2
Slabs and beams
-
Walking or
possible
Tops of treatment
structures
S5 2a, 2b, 2g
exposed walking paths Stairs & landings S5
Roofs Exposed S5
Covered by roofing S2
Slabs and beams
- submerged
Unless otherwise
noted
All S3 2g
Walls, Top of wall or All S3 One troweling
Corbels corbel
Sidewalks All S5
Equipment All S5
Slabs
INTERIOR SURFACES
Floor slabs, Wet structure Exposed
includes flat and
sloping surfaces
- Basins & channels S3
Covered
- To receive basin bottom
grout
S1 2e
- To receive concrete fill S1 2f
Dry structure Exposed
- Pipe galleries S4 2c
- Stairs & landings S4 2d
- Shops & garages S4
- Equipment rooms S4
Covered
- Tile on mortar bed S2
- Resilient flooring S3
- Carpet S3
Notes:
(2a) Includes slabs covering tanks, basins, channels and similar structures. (2b) Includes tops of walls or beams that serve as walkways. (2c) In galleries with slabs subject to wetting, provide broom finish (S5) where indicated on the Drawings. (2f) Finish for concrete fill: See Floor slab, wet structure, exposed basins and channels. (2g) Slabs include flat and sloping surfaces.
C. Finish concrete surfaces in accordance with Finish Schedule indicated on the Drawings.
END OF SECTION
Grouting
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03600 (DraftFinal) SECTION 03600
GROUTING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Cement grout.
2. Cement mortar.
3. Dry-pack mortar.
4. Epoxy grout.
5. Grout.
6. Non-shrink epoxy grout.
7. Non-shrink grout.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2-inch cube specimens).
2. C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.
3. C531 - Standard Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.
4. C579 - Standard Test Method for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes.
5. C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).
6. C942 - Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.
7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).
8. C1181 - Standard Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.
B. International Concrete Repair Institute (ICRI):
1. 310.2R - Selecting and specifying Concrete Surface Preparations for Sealers, Coatings, Polymer Overlays, and Concrete Repair.
1.03 SUBMITTALS
A. Cement grout:
1. Mix design.
2. Material Submittals.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03600 (DraftFinal) B. Cement mortar:
1. Mix design.
2. Material Submittals.
C. Non-shrink epoxy grout:
1. Manufacturer's literature.
D. Non-shrink grout:
1. Manufacturer's literature.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in their original, unopened packages or containers, clearly labeled with manufacturer's product identification and printed instructions.
B. Store materials in cool dry place and in accordance with manufacturer's recommendations.
C. Handle materials in accordance with the manufacturer's instructions.
PART 2 PRODUCTS
2.01 MANUFACTURED UNITS
A. Non-shrink epoxy grout:
1. Manufacturers: One of the following, or equal:
a. Five Star Products, Inc., Five Star DP Epoxy Grout.
b. L&M Construction Chemicals, Inc., EPOGROUT.
c. Master Builder Solutions/Sika, MasterFlow 648.
2. Non-shrink epoxy grout shall be 100 percent solid, premeasured, prepackaged system containing 2-component thermosetting epoxy resin and inert aggregate.
3. Maintain flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.
4. Shrinkage or expansion: Less than 0.0006 inches per inch when tested in accordance with ASTM C531.
5. Minimum compressive strength: 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.
6. Compressive creep: Not exceed 0.0037 inches/per inch when tested under 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.
7. Coefficient of thermal expansion: Not exceed 0.000018 inches per inch per degree Fahrenheit when tested in accordance with ASTM C531, Method B.
B. Non-shrink grout:
1. Manufacturers: One of the following, or equal:
a. Five Star Products, Inc., Five Star Grout.
b. L&M Construction Chemicals, Inc., CRYSTEX.
c. Master Builder Solutions/Sika, MasterFlow 928.
2. In accordance with ASTM C1107.
3. Preportioned and prepackaged cement-based mixture.
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4. Contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings.
5. Require only addition of potable water.
6. Water for pre-soaking, mixing, and curing: Potable water.
7. Free from emergence of mixing water from within or presence of water on its surface.
8. Remain at minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230.
a. If at fluid consistency, verify consistency in accordance with ASTM C939.
9. Dimensional stability (height change):
a. In accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees Fahrenheit to 90 degrees Fahrenheit.
b. Have 90 percent or greater bearing area under bases.
10. Have minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by ASTM C1107.
2.02 MIXES
A. Cement grout:
1. Use same sand-to-cementitious materials ratio for cement grout mix that is used for concrete mix.
2. Use same materials for cement grout that are used for concrete.
3. Use water-to-cementitious materials ratio that is no more than that specified for concrete.
4. For spreading over surfaces of construction or cold joints.
B. Cement mortar:
1. Use same sand-to-cementitious materials ratio for cement mortar mix that is used for concrete mix.
2. Use same materials for cement mortar that are used for concrete.
3. Use water-to-cementitious materials ratio that is no more than that specified for concrete being repaired.
4. At exposed concrete surfaces not to be painted or submerged in water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.
C. Dry-pack mortar:
1. Proportions by weight: 1 part Portland cement to 2 parts concrete sand. a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.
D. Epoxy grout:
1. Consist of mixture of epoxy or epoxy gel and sand.
a. Epoxy: As specified in Section 03071 - Epoxies.
b. Epoxy gel: As specified in Section 03071 - Epoxies.
c. Sand: Clean, bagged, graded, and kiln-dried silica sand.
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2. Proportioning:
a. For horizontal work: Consist of mixture of 1 part epoxy with not more than 2 parts sand.
b. For vertical or overhead work: Consist of 1 part epoxy gel with not more than 2 parts sand.
E. Grout:
1. Mix in proportions by weight: 1 part Portland cement to 4 parts concrete sand. a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.
F. Non-shrink epoxy grout:
1. Mix in accordance with manufacturer's installation instructions.
G. Non-shrink grout:
1. Mix in accordance with manufacturer's installation instructions such that resulting mix has flowable consistency and is suitable for placing by pouring.
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations, and loose material or foreign matter likely to reduce bond or performance of grout or mortar.
3.02 PREPARATION
A. Surface preparation for grouting other baseplates:
1. Remove grease, oil, dirt, dust, curing compounds, laitance, and other deleterious materials that may affect bond to concrete and bottoms of baseplates.
2. Roughen concrete surfaces in contact with grout to ICRI CSP-6 surface profile or rougher.
a. Remove loose or broken concrete.
3. Metal surfaces in contact with grout: Grit blast to white metal surface.
3.03 INSTALLATION
A. Mixing:
1. Cement grout:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.
2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.
3. Dry-patch mortar:
a. Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.
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4. Non-shrink epoxy grout:
a. Keep temperature of non-shrink epoxy grout from exceeding manufacturer's recommendations.
5. Non-shrink grout:
a. May be drypacked, flowed, or pumped into place. Do not overwork grout. b. Do not retemper by adding more water after grout stiffens.
B. Placement:
1. Cement grout:
a. Exercise care in placing cement grout because it is required to furnish structural strength, impermeable water seal, or both.
b. Do not use cement grout that has not been placed within 30 minutes after mixing.
2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.
3. Epoxy grouts:
a. Wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grout.
4. Non-shrink epoxy grout:
a. Mix in complete units. Do not vary ratio of components or add solvent to change consistency of mix.
b. Pour hardener into resin and mix for at least 1 minute and until mixture is uniform in color. Pour epoxy into mortar mixer wheelbarrow and add aggregate. Mix until aggregate is uniformly wetted. Over mixing will cause air entrapment in mix.
5. Non-shrink grout:
a. Add non-shrink cement grout to premeasured amount of water that does not exceed the manufacturer's maximum recommended water content. b. Mix in accordance with manufacturer's instructions to uniform consistency.
C. Curing:
1. Cement based grouts and mortars:
a. Keep continuously wet for minimum of 7 days. Use wet burlap, soaker hose, sun shading, ponding, and in extreme conditions, combination of methods.
b. Maintain above 40 degrees Fahrenheit until it has attained compressive strength of 3,000 pounds per square inch, or above 70 degrees Fahrenheit for minimum of 24 hours to avoid damage from subsequent freezing.
2. Epoxy based grouts:
a. Cure grouts in accordance with manufacturers' recommendations. 1) Do not water cure epoxy grouts.
b. Do not allow any surface in contact with epoxy grout to fall below 50 degrees Fahrenheit for minimum of 48 hours after placement.
D. Grouting equipment bases, baseplates, soleplates, and skids: As specified in Section 15050 - Common Work Results for Mechanical Equipment.
E. Grouting other baseplates:
1. General:
a. Use non-shrink grout as specified in this Section.
Grouting
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/03600 (DraftFinal) b. Baseplate grouting shall take place from 1 side of baseplate to other in continuous flow of grout to avoid trapping air in grout. c. Maintain hydrostatic head pressure by keeping level of grout in headbox above bottom of baseplate. Fill headbox to maximum level and work grout down.
d. Vibrate, rod, or chain non-shrink grout to facilitate grout flow, consolidate grout, and remove trapped air.
2. Forms and headboxes:
a. Build forms using material with adequate strength to withstand placement of grouts.
b. Use forms that are rigid and liquidtight. Caulk cracks and joints with elastomeric sealant.
c. Line forms with polyethylene for easy grout release. Coating forms with 2 coats of heavy-duty paste wax is also acceptable.
d. Headbox shall be 4 to 6 inches higher than baseplate and shall be located on 1 side of baseplate.
e. After grout sets, remove forms and trim back grout at 45 degree angle from bottom edges of baseplate.
3.04 FIELD QUALITY CONTROL
A. Non-shrink epoxy grout:
1. Test for 24-hour compressive strength in accordance with ASTM C579, Method B.
B. Non-shrink grout:
1. Test for 24-hour compressive strength in accordance with ASTM C942.
END OF SECTION
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) SECTION 04055
ADHESIVE BONDING REINFORCING BARS AND ALL THREAD RODS IN MASONRY PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Bonding reinforcing bars and all thread rods in masonry using injectable, 2-component adhesive.
1.02 REFERENCES
A. American National Standards Institute (ANSI):
1. B212.15 - Cutting Tools - Carbide-Tipped Masonry Drills and Blanks for Carbide-Tipped Masonry Drills.
B. ICC Evaluation Service, Inc. (ICC-ES):
1. AC58 - Acceptance Criteria for Adhesive Anchors in Masonry Elements.
C. Society for Protective Coatings (SSPC):
1. Surface Preparation Standards (SP).
a. SP-1 - Solvent Cleaning.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Evaluation Report: Prepared by ICC-ES, or by other testing agency acceptable to the Engineer and to the Authority Having Jurisdiction, that documents testing and review of the adhesive product to confirm that it conforms to the requirements of ICC-ES AC58.
1.04 SUBMITTALS
A. Product data: Furnish technical data for adhesives, including:
1. Independent testing laboratory results indicating allowable loads in tension and shear for masonry walls of the types included in the Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.
2. Handling and storage instructions.
3. Installation instructions.
B. Quality Control Submittals:
1. Special inspection: Detailed instructions for special inspection to comply with the building code specified in Section 01410 - Regulatory Requirements and as required by the Evaluation Report for each product.
2. Evaluation Report confirming that the product complies with the requirements of ICC-ES AC58.
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-2 11843A10 December 2024 - DRAFT FINAL
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1.05 DELIVERY, STORAGE, AND HANDLING
A. Store and protect as follows, unless the manufacturer has more stringent requirements:
1. Store adhesive components on pallets or shelving in a covered-storage area protected from weather.
2. Control temperature to maintain storage within the manufacturer’s recommended temperature range.
a. If products are stored at temperatures outside the manufacturer’s recommended range, test components prior to use by methods acceptable to the Engineer to determine if the products still meet specified requirements.
3. Dispose of products that have passed their expiration date.
1.06 PROJECT CONDITIONS
A. As specified in Section 01850 - Design Criteria.
B. Seismic design category (SDC) for structures: As specified in Section 01850 - Design Criteria.
PART 2 PRODUCTS
2.01 GENERAL
A. Like items of materials: Use end products of one manufacturer to achieve structural compatibility and single-source responsibility.
2.02 ADHESIVE FOR SELF-CONTAINED CARTRIDGE SYSTEM
A. Shall have a current Evaluation Report demonstrating compliance with the requirements of ICC-ES AC58.
B. Materials:
1. 2-component structural adhesive, insensitive to moisture, and gray in color.
2. Cure temperature, pot life, and workability: Compatible with intended use and environmental conditions.
C. Packaging:
1. Furnished in disposable, side-by-side cartridges with resin and hardener components isolated until mixing through manufacturer’s static mixing nozzle. a. Nozzle designed to thoroughly blend the components, in the proper mixing ratio, for injection from the nozzle directly into prepared hole. b. Provide nozzle extensions as required to allow full-depth insertion and filling from the bottom of the hole.
2. Container markings: Include manufacturer’s name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-3 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) D. For installation in solid masonry and solid-grouted masonry (concrete or brick):
1. Manufacturers: One of the following or equal:
a. Hilti, Inc., HY-270 Adhesive Anchor System.
b. Simpson Strong-Tie Co., Inc., ET-HP Anchoring Adhesive. c. USP Structural Connectors, CIA-GEL 7000 Masonry Epoxy Adhesive.
E. For installation in un-grouted and partially-grouted masonry (concrete or brick) and in masonry containing voids or holes (concrete or brick):
1. Manufacturers: The following or equal:
a. Hilti, Inc., HY-270 Adhesive Anchor System.
1) Provide manufacturer’s plastic mesh sleeve for bonding reinforcing bar(s) or all thread rod(s) of the size and embedment indicated on the Drawings.
2.03 ALL THREAD RODS
A. Materials: As specified in Section 05120 - Structural Steel Framing.
2.04 REINFORCING BARS
A. As specified in Section 04090 - Masonry Accessories.
PART 3 EXECUTION
3.01 GENERAL
A. Unless otherwise required for “Conditions of Use” in the Evaluation Report submitted, prepare and install holes, adhesive, and inserts (all thread rods or reinforcing bars) in accordance with the manufacturer’s recommendations and this Section.
1. In the event of conflicts, the more restrictive provisions shall govern.
B. Do not install adhesive-bonded all thread rods or reinforcing bars in upwardly inclined and overhead applications.
3.02 PREPARATION
A. Prior to completing the manufacturer’s on-site training specified in this Section, do not:
1. Drill holes for reinforcing bars or all thread rods.
2. Mix or install adhesive in holes.
B. Review the manufacturer’s installation instructions and “Conditions of Use” stipulated in the Evaluation Report before beginning Work.
C. Confirm that adhesive and substrate receiving adhesive are within the manufacturer’s recommended temperature range and will remain so during the cure time for the product.
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3.03 HOLE LAYOUT AND INSTALLATION
A. Drilling holes:
1. Determine location of reinforcing bars or other obstructions with a non-destructive indicator device. Mark locations with on the surface of the masonry using removable construction crayon, or other method acceptable to the Engineer.
2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the masonry without prior acceptance by the Engineer.
B. Hole drilling equipment:
1. Electric or pneumatic rotary impact type.
a. Set drill to “rotation only” mode, or to “rotation plus hammer” mode in accordance with the manufacturer’s installation instructions and the requirements of the Evaluation Report.
2. Where edge distances are less than 2 inches and “rotation plus hammer” mode is permitted, use lighter impact equipment to prevent micro-cracking and spalling from drilling.
3. Drill bits: Carbide-tipped in accordance with ANSI B212-15.
4. Hollow drill bits with flushing air systems are preferred. Air supplied to hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.
C. Hole diameter: As recommend in the manufacturer’s installation instructions and the Evaluation Report.
D. Hole depth: As recommended by the manufacturer’s installation instructions to provide minimum effective embedment indicated on the Drawings.
E. Obstructions in drill path:
1. If an existing reinforcing bar or other obstruction is hit while drilling hole, stop drilling and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill to the required depth.
a. Allow dry-pack mortar to cure to strength equal to that of the surrounding masonry before resuming drilling in that area.
b. Epoxy grout may be substituted for dry-pack mortar when acceptable to the Engineer.
2. Avoid drilling an excessive number of adjacent holes that would weaken the structural member and endanger the stability of the structure. Obtain the Engineer’s acceptance of distance between abandoned and relocated holes.
3. When existing reinforcing steel is encountered during drilling and when acceptable to the Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter.
4. Bent bar reinforcing bars: Where edge distances are critical and interference with existing reinforcing steel is likely, and if acceptable to the Engineer, drill hole at 10 degree angle (or less) from axis of reinforcing bar or all thread rod being installed.
F. Cleaning holes:
1. Insert air nozzle to bottom of hole and blow out loose dust. a. Use compressed air that is free of oil, water, or other contaminants.
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-5 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.
2. Using a stiff bristle brush of diameter that provides contact around the full perimeter of the hole, vigorously brush the hole to dislodge compacted drilling dust.
a. Insert brush to the bottom of the hole and withdraw using a simultaneous twisting motion.
b. Repeat at least 4 times.
3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and as required by the manufacturer and the Evaluation Report.
4. Leave prepared hole clean and dry.
3.04 INSTALLATION OF ADHESIVE AND INSERTS
A. Clean and prepare inserts:
1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to bare metal. Inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.
2. Solvent-clean prepared reinforcing bars and all thread rods over their embedment length in accordance with SSPC SP-1. Provide an oil and grease-free surface for bonding of adhesive to steel.
B. Fill holes with adhesive:
1. Solid or solid-grouted masonry:
a. Only when dry. Do no fill with adhesive when the hole is filled with water or damp except with written authorization by the Engineer. b. Starting at the bottom of the hole: Before inserting the reinforcing bar or all thread rod.
c. Without creating air voids as nozzle is withdrawn.
d. Fill with sufficient adhesive so that excess is extruded out of the hole when the reinforcing bar or all thread rod is inserted into the hole. e. Where metal or plastic screens are required for use in masonry (units with hollow cells or holes, and multi-wythe brick walls), fill screen with adhesive and insert into hole in accordance with the manufacturer’s recommendations.
2. Masonry with holes or un-grouted cells:
a. Provide manufacturer’s mesh screen tubes (steel or plastic mesh), fill with adhesive, and install in compliance with the manufacturer’s instructions.
C. Install reinforcing bars and all thread rods:
1. Install to depth, spacing, and locations as indicated on the Drawings.
2. Insert into hole in accordance with the manufacturer’s recommended procedures. Confirm that insert has reached the designated embedment in the hole and that adhesive completely surrounds the embedded portion.
3. Clean excess adhesive from the mouth of the hole.
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-6 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) D. Curing and loading:
1. Provide curing conditions recommended by the adhesive manufacturer for the period required to fully cure the adhesive at the actual temperature of the masonry.
2. Do not disturb or load anchors until the manufacturer’s recommended cure time has elapsed.
3.05 FIELD QUALITY CONTROL
A. As specified in Section 01450 - Quality Control.
B. Manufacturers’ services:
1. Before beginning installation, furnish adhesive manufacturer’s representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods.
a. Provide notice of training to the Engineer and special inspector not less than 10 working days before training occurs. Engineer and special inspector may attend training sessions.
2. Submit record, signed by the Engineer, listing the Contractor’s personnel who completed the training. Only qualified personnel who have completed the manufacturer’s on-site training shall perform installations.
3. Do not install holes or adhesive until training is complete.
3.06 FIELD QUALITY ASSURANCE
A. Engineer will provide on-site inspection and field quality assurance.
B. Special inspection:
1. As specified in Section 01455 - Regulatory Quality Assurance.
2. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the “Conditions of Use” in the Evaluation Report for the product installed.
a. Provide continuous inspection of placement of adhesive and insertion of reinforcing bars and all thread rods into adhesive.
3. Provide a written record of each inspection using form acceptable to the Engineer and the Authority Having Jurisdiction.
4. Preparation:
a. Review Drawings and Specifications for the Work being observed. b. Review the adhesive manufacturer’s recommended installation and evaluation report’s special inspection procedures.
5. Provide an initial inspection by for each combination of masonry type and reinforcing bar or all thread rod being installed.
a. During initial inspection, observe the following for compliance with installation requirements. Furnish report of inspection that includes the following items:
1) Masonry construction: Type and thickness; whether fully or partially grouted; locations and types of voids and holes in units. 2) Environment: Temperature and moisture conditions of masonry base material and work area.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) 3) Holes: Locations, spacing, edge distances; verification of drill bit compliance with ANSI B212.15; cleaning equipment and procedures; cleanliness of hole.
a) Before placing adhesive, confirm that depth and preparation of holes conforms to requirements of the Contract Documents, installation recommendations of the manufacturer, and
“Conditions of Use” specified in the Evaluation Report. 4) Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedures. Note initial set times observed during installation. 5) Embedded reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment.
6. Subsequent installations of the same reinforcing bars or threaded rods in the same masonry may be performed without the presence of the special inspector, provided that:
a. There is no change in the personnel performing the installation, the type or details of the masonry receiving the insert, the adhesive or the reinforcing bars and all thread rods being used. Changes in any of these items shall require a new initial inspection.
b. For ongoing installations over a period of time, the special inspector visits the Site at least once per day during each day of installation to observe the Work for compliance with material requirements and installation procedures.
C. Special testing:
1. Proof test reinforcing bars and all thread rods before installing production work:
a. Owner’s independent testing firm will proof test all thread rods in tension after curing:
1) Test locations will be at the laboratory’s discretion, unless otherwise directed by the Engineer, subject to the following minimum requirements:
a) For each reinforcing bar type and anchor, perform a minimum of 5 proof tests.
b) Proof test each reinforcing bar type and anchor to 133 percent of its design value.
b. Tests shall be tension tests using test loads indicated in Table A. c. Report results of proof testing to the Engineer within 5 days after testing. 1) Should any reinforcing bar or all thread rod fail to meet these criteria, notify the Engineer immediately. Test additional reinforcing as directed by the Engineer.
2. Production testing for reinforcing bars and all thread rods:
a. Owner’s independent testing firm will provide quality control testing program for reinforcing bars and anchors bonded into masonry using adhesive.
b. Test locations and frequency will be at the laboratory’s discretion, unless otherwise directed by the Engineer, subject to the following minimum requirements:
1) Perform at least the minimum percentage of quality control tests specified in Table A for each reinforcing bar type.
Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-8 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04055 (DraftFinal) 2) Test a minimum of 5 reinforcing bars for each reinforcing bar type and anchor.
3) Perform tests at different locations and conditions to obtain a representative sample for each reinforcing bar type.
Table A - Testing Schedule
Insert Testing Notes
Group Size Spacing Embed
Depth
Load
(kips)
Frequency
(% of
installations)
No. of
proof
tests
Reference Section
or Detail on the
Drawings, and
other comments
c. Tests shall be tension tests:
1) Test loads in Table A may be modified by the Engineer based on the results of proof test load tests.
2) Maintain quality control test load for a minimum of 5 minutes. d. There shall be no loosening or movement of the reinforcing bar out of the hole and no cracking or spalling of the masonry in which the reinforcing bar is set.
e. For reinforcing bar failing to meet these criteria, increase quantity of quality control testing of similar reinforcing bars by 100 percent. If other failures occur during additional testing, test all similar reinforcing bars.
3. Contractor shall be responsible for the following:
a. Replacement of failed reinforcing bars, as directed by the Engineer at no additional cost.
b. Payment for increased quality control testing and reinforcing bar replacement caused by reinforcing bar failure.
c. Repair of the surface of the masonry, by means acceptable to the Engineer at no additional cost, if damage results from failed load test.
END OF SECTION
Masonry Accessories
04090-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04090 (DraftFinal) SECTION 04090
MASONRY ACCESSORIES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Reinforcing bars.
2. Wall tie screws.
1.02 REFERENCES
A. American Welding Society (AWS):
1. D1.4 - Structural Welding Code - Reinforcing Steel.
B. ASTM International (ASTM):
1. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
2. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.
3. A641 - Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.
4. A951 - Standard Specification for Masonry Joint Reinforcement.
5. A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.
6. C549 - Standard Specification for Perlite Loose Fill Insulation.
7. D2000 - Standard Classification System for Rubber Products in Automotive Applications.
8. D2287 - Standard Specification for Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures and the Agreement and Contract RFP in Volumes 1 and 2.
B. Reinforcing bars:
1. Changes to reinforcing steel Contract Drawing requirements:
a. Indicate in separate letter submitted with Shop Drawings any changes of requirements indicated on the Drawings for reinforcing steel. b. Such changes will not be acceptable unless the Engineer has accepted such changes in writing.
c. Reinforcement detail drawings:
1) Review of reinforcement Shop Drawings by the Engineer will be limited to general compliance with the Contract Documents. d. Welding procedures.
Masonry Accessories
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04090 (DraftFinal) C. Product data.
1.04 DELIVERY, STORAGE, AND HANDLING
A. As specified in the Agreement and Contract RFP in Volumes 1 and 2.
B. Packing and shipping:
1. Deliver bars bundled and tagged with identifying tags.
PART 2 PRODUCTS
2.01 GENERAL
A. Drawings contain notes concerning amount of reinforcement and placing, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in masonry.
2.02 MANUFACTURED UNITS
A. Anchor bolts:
1. Cast-in/built-in steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes anchor bolts, anchor rods, deformed bar anchors, and welded studs.
2. Post-installed steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes concrete anchors for concrete masonry, and screw anchors for concrete masonry.
B. Reinforcing bars:
1. Deformed bars in accordance with ASTM A615, Grade 60.
2. Provide reinforcing steel that is of quality specified, free from excessive rust or scale or any defects affecting its usefulness.
C. Sheet metal ties: Minimum 22 gauge corrosion resistant corrugated sheet metal, minimum 7/8-inch wide by 7-inches long, pre-punched for wire ties to wire joint reinforcement.
D. Wall tie screws.
2.03 FABRICATION
A. Reinforcing bars:
1. Cut and bend bars in accordance with the building code specified in Section 01410 - Regulatory Requirements.
2. Bend bars cold.
3. Provide bars free from defects, kinks and from bends not indicated on the Drawings.
Masonry Accessories
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3.01 EXAMINATION
A. Reinforcing bars:
1. Verify that bars are new stock free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings which adversely affect bonding capacity when placed in the Work.
3.02 PREPARATION
A. Reinforcing bars:
1. Thoroughly clean any bars that have rust scale, loose mill scale, or thick rust coat.
a. Thin coating of red rust resulting from short exposure will not be considered objectionable.
2. Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent masonry placement.
3.03 INSTALLATION
A. Reinforcing bars:
1. No field bending of bars will be allowed.
2. Welding:
a. Weld reinforcing bars where indicated on the Drawings or acceptable to the Engineer.
b. Perform welding in accordance with AWS D1.4.
c. Do not tack weld reinforcing bars.
B. Placing reinforcing bars:
1. Accurately place bars and adequately secure them in position.
2. Overlap bars at splices as indicated on the Drawings or specified.
3. If not indicated on the Drawings, lap splice bars in masonry in accordance with the building code specified in Section 01410 - Regulatory Requirements.
END OF SECTION
Mortar and Masonry Grout
04100-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04100 (DraftFinal) SECTION 04100
MORTAR AND MASONRY GROUT
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Mortar and grout for masonry construction.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C144 - Standard Specification for Aggregate for Masonry Mortar.
2. C150 - Standard Specification for Portland Cement.
3. C207 - Standard Specification for Hydrated Lime for Masonry Purposes.
4. C270 - Standard Specification for Mortar for Unit Masonry.
5. C404 - Standard Specification for Aggregates for Masonry Grout.
6. C476 - Standard Specification for Grout for Masonry.
7. C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry.
8. C1019 - Standard Test Method for Sampling and Testing Grout.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Alkali: Sum of sodium oxide and potassium oxide calculated as sodium oxide.
1.04 SUBMITTALS
A. Product data.
B. Shop Drawings.
C. Mortar color samples.
D. Design mixes for mortar and grout.
E. Test reports:
1. Mortar Strength Test Results.
2. Grout Strength Test Results.
1.05 QUALITY ASSURANCE
A. Materials for mortar and grout: Do not change source of materials which will affect the appearance of finished work after the work has started unless acceptable to the Engineer.
Mortar and Masonry Grout
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1.06 PROJECT CONDITIONS
A. Environmental requirements:
1. Cold weather requirements:
a. Cold weather construction: In accordance with the building code as specified in Section 01410 - Regulatory Requirements.
b. Provide adequate equipment for heating mortar and grout materials when air temperature is below 40 degrees Fahrenheit.
1) Temperatures of separate materials, including water, shall not exceed 140 degrees Fahrenheit when placed in mixer.
2) Maintain mortar temperature on boards above freezing.
2. Hot weather requirements:
a. Wet mortar board before loading and cover mortar to retard drying when not being used.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Compressive strength:
1. Mortar: Minimum 1,800 pounds per square inch at 28 days.
2. Grout: Minimum 2,000 pounds per square inch at 28 days.
B. Mortar color:
1. As selected by Owner.
2.02 MATERIALS
A. Portland cement:
1. Type II, low alkali, containing maximum 0.6 percent total alkali in accordance with ASTM C150.
B. Hydrated lime:
1. Type S in accordance with ASTM C207.
C. Aggregate for mortar:
1. Fine aggregate: Sand in accordance with ASTM C144.
D. Aggregate for grout:
1. Fine aggregate: Size Number 2 in accordance with ASTM C404.
2. Coarse aggregate: Size Number 8 in accordance with ASTM C404.
E. Admixtures:
1. Mortar color admixture:
a. Containing maximum 15 percent lime proof, inorganic compounds, unless recommended otherwise by manufacturer.
b. Maximum 3 percent carbon black by weight of cement.
c. Factory blend for full color saturation of mortar joint. d. Packaging for unitized jobsite mixing at ratio of 1 unit of color per sack of Portland cement.
Mortar and Masonry Grout
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2. Grout admixture:
a. Manufacturers: The following or equal:
1) Sika Corp., Sika Grout Aid, Type II.
3. Mortar water repellent admixture:
a. Manufacturers: One of the following, or equal:
1) Master Builder Solutions/Sika, MasterPel 240MA.
2) Sika Corp., Sikaproof A.
3) W.R. Grace, Dry Block Mortar.
4. Other admixtures:
a. Prohibited, unless accepted by the Engineer.
F. Water: Clean, clear, potable, free of oil, soluble salts, chemicals, and other deleterious substances.
G. Other materials:
1. Prohibited, unless acceptable to the Engineer.
2.03 MIXES
A. Mortar mix:
1. Portland cement-lime mortar.
2. Mortar mix proportions by volume: As indicated in the following table:
Mortar
Type
Parts by Volume of
Portland Cement
Parts by Volume of
Hydrated Lime
Aggregate Measured in a
Damp Loose Condition
S 1 Greater than 1/4 to 1/2 Not less than 2-1/4 and not more than 3 times the sum of the
separate volumes of
cementitious materials
N 1 Greater than 1/2 to
1-1/4
Not less than 2-1/4 and not more
than 3 times the sum of the
separate volumes of
cementitious materials
3. Mortar mixing:
a. Mix on jobsite in accordance with ASTM C270.
b. Mix in mechanical mixer and only in quantities needed for immediate use. c. Mix for minimum 3 minutes, and maximum of 5 minutes after materials have been added to mixer.
4. Measurement by volume: Measurement of constituents shall be accomplished by the use of a container of known capacity.
5. Water shall be mixed with the dry ingredients in sufficient amount to provide a workable mixture which will adhere to the vertical surfaces of masonry units. a. Use no mortar which has been standing for more than 1 hour after being mixed.
6. Whenever 90 minutes has elapsed since last batch was mixed, completely empty mixer drum of materials and wash down before placing next batch of materials.
Mortar and Masonry Grout
04100-4 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04100 (DraftFinal) B. Grout mix:
1. Grout mix proportions by volume: As indicated in the following table:
Type of
Grout
Parts by
Volume of
Portland
Cement
Parts by
Volume of
Hydrated
Lime
Aggregate Measured in a Damp Loose Condition
Fine Aggregate Coarse Aggregate
Fine
grout
1 0-1/10 2-1/4 to 3 times the sum
of the volumes of the
cementitious materials
-
Coarse
grout
1 0-1/10 2-1/4 to 3 times the sum
of the volumes of the
cementitious materials
1 to 2 times the sum of
the volumes of the
cementitious materials
2. Grout mixing:
a. Mix on jobsite or in a transit mix in accordance with ASTM C476. b. Slump: 8 to 11 inches, unless otherwise accepted by the Engineer. c. Use within 90 minutes after addition of mixing water. d. Mix for minimum of 5 minutes after ingredients are added and until uniform mix is attained. Grout shall have sufficient water added to produce pouring consistency without segregation.
3. Use coarse grout for hollow cell masonry units with minimum 4-inch cell dimensions in both horizontal directions.
a. Calculate cell dimension for this criterion by subtracting diameter(s) of any horizontal reinforcement crossing the cell from clear cell dimensions of the masonry unit.
4. Use coarse grout for collar joints horizontal dimension of 2 inches or more.
PART 3 EXECUTION
3.01 FIELD QUALITY CONTROL
A. Testing of grout and mortar:
1. During progress of construction, the Owner will have tests made to determine whether the grout and mortar, as being produced, complies with Specifications.
2. Compressive strength test for grout: In accordance with ASTM C1019.
3. Owner’s Representative will make and deliver test specimens to the laboratory and testing expense will be borne by the Owner.
4. Required number of tests:
a. At least 2 test specimens of grout and mortar will be made per week.
5. Do not use grout and mortar that does not meet specification. a. Remove such mortar and grout from Project site.
6. Make provisions for and furnish grout and mortar for test specimens and provide manual assistance to the Engineer in preparing test specimens.
7. Assume responsibility for care of and providing proper curing conditions for test specimens.
Mortar and Masonry Grout
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3.02 ADJUSTING
A. Repair of defective masonry:
1. Remove and replace or repair defective work.
2. Do not patch, repair, or cover defective work without inspection by the Engineer.
3. Provide repairs having strength equal to or greater than specified strength for areas involved.
END OF SECTION
Concrete Unit Masonry
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) SECTION 04220
CONCRETE UNIT MASONRY
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Concrete masonry units and accessories.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C90 - Standard Specification for Loadbearing Concrete Masonry Units.
2. C140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units.
3. C426 - Standard Test Method for Linear Drying Shrinkage of Concrete Masonry Units.
B. The Masonry Society (TMS):
1. 602 - Specification for Masonry Structures.
1.03 TERMINOLOGY
A. The words and terms listed below, are not defined terms that require initial capital letters, but, when used in this Section have the indicated meaning.
1. Grout lift height: The height of grout placed in a single continuous operation within the grout pour height.
2. Grout pour height: Entire height of the masonry to be grouted prior to the construction of additional masonry.
3. Mortar smears: Mortar paste smeared across the permanent masonry construction during construction and absorbed into the masonry pores.
4. Mortar splash: Mortar dropped splashed onto the permanent masonry construction at the base of the wall or off the scaffolding.
5. Mortar stains: Mortar paste left after mortar tags are removed.
6. Mortar tag: Excess mortar between masonry units worked out of the joints during tooling or striking.
1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Product data:
1. Submit manufacturer’s product data for split face block.
2. Submit manufacturer’s product data for proposed cleaning agent.
Concrete Unit Masonry
04220-2 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) C. Shop Drawings:
1. Include elevations of each wall indicating type and layout of units, including type of mortar joints, bond pattern, reinforcing steel, connecting dowels, joint reinforcement, grouted cells, and control joints.
D. Samples: Include samples of stretcher units in sufficient quantity to illustrate color range.
E. Test reports:
1. Compressive strength.
2. Linear shrinkage.
3. Moisture content as a percentage of total absorption.
4. Total absorption.
5. Unit weight.
F. Manufacturer’s instructions:
1. Submit printed or written recommendations from the masonry unit manufacturer of the cleaning procedures and cleaning agents appropriate for each type of masonry unit included in the Work.
G. Quality assurance Submittals:
1. If requested by the Engineer, submit a record of the installer’s evidence of qualifications.
2. If requested by the Engineer, submit a record of the masonry cleaner’s evidence of qualifications.
1.05 QUALITY ASSURANCE
A. Qualifications:
1. Installer:
a. Mason shall hold an appropriate contractor’s license in the state where the Work will be constructed.
b. Mason shall have not less than 5 years’ experience and completed a minimum of 20 projects, at least 5 of which included the type of masonry units specified for this Work.
2. Masonry cleaner qualifications:
a. Shall have not less than 5 years’ experience and completed a minimum of 20 projects, and at least 5 of which included the type of masonry units specified for this Work.
B. Mockup:
1. A minimum 2 weeks to starting construction of masonry, construct minimum 4 foot inches by 4 foot inches square mockup.
a. Mockup shall be constructed by the mason who will be performing the Work.
2. Intended for use as the project standard of workmanship, construction, quality, appearance, and material selection.
3. Use accepted materials containing each different kind and color of concrete masonry units to illustrate wall design.
4. Constructed by the mason who will be performing the Work.
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5. Cleaned with the exact equipment, products, and methods submitted and cleaned by the individual who will perform the Work.
6. When accepted, mockup will be standard of comparison for remainder of masonry work.
a. May be accepted by the Engineer with exceptions that will not be accepted in the final construction.
1) In such cases, those areas of the mockup not accepted will be clearly identified by the Engineer.
7. When not accepted by the Engineer, construct another mockup.
8. Upon completion of the Project, dispose of mockups in legal manner at offsite location.
C. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle concrete masonry units as required to prevent discoloration, chipping, and breakage.
B. Store masonry units off the ground in a dry location, covered and protected from absorbing moisture.
1. Locate storage piles, stacks, and bins to protect materials from heavy traffic.
2. If masonry units are delivered in shrink-wrapped packaging and condensation develops, remove shrink-wrap packaging.
C. Remove masonry units that are chipped, cracked, and otherwise defective from jobsite upon discovery.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Cold weather requirements:
1. Provide adequate equipment for constructing and protecting masonry when air temperature is:
a. Below 40 degrees Fahrenheit as follows:
1) Remove frozen snow and ice from surfaces to receive masonry. 2) Do not use masonry units having visible snow or ice on the surface or containing frozen moisture.
3) Do not lay masonry units that have a temperature of 20 degrees Fahrenheit or below.
b. 32 degrees Fahrenheit to 40 degrees Fahrenheit:
1) As required above and as follows:
a) Heat aggregates and/or mix water to provide mortar between 40 degrees Fahrenheit and 120 degrees Fahrenheit.
b) Heat aggregates and/or mix water to provide grout between 32 degrees Fahrenheit and 120 degrees Fahrenheit.
c) Do not heat any constituents above 140 degrees Fahrenheit. d) Protect newly constructed masonry work by covering surfaces with a weatherproof covering for 48 hours after completion.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) c. 25 degrees Fahrenheit to 32 degrees Fahrenheit:
1) As required above and as follows:
a) Furnish mortar at point of use above 32 degrees Fahrenheit until immediately prior to incorporation into the Work.
b) Heat aggregates and/or mix water to provide grout between 70 degrees Fahrenheit and 120 degrees Fahrenheit until
immediately prior to incorporation into the Work.
c) Protect newly constructed masonry work by covering surfaces with a weatherproof covering for 48 hours after completion. d. 20 degrees Fahrenheit to 25 degrees Fahrenheit:
1) As required above and as follows:
a) Heat masonry units and adjoining completed Work to a minimum temperature of 40 degrees Fahrenheit.
b) Use enclosures or wind breaks when wind speeds exceed 15 mph.
c) Heat masonry to a minimum of 40 degrees Fahrenheit and maintain prior to grouting.
d) Protect newly constructed masonry work by covering surfaces with weatherproof, insulating concrete blankets for 48 hours after completion.
e. Below 20 degrees Fahrenheit:
1) As required above and as follows:
a) Provide an auxiliary heated enclosure that maintains the ambient air temperature above 32 degrees Fahrenheit.
(1) Heat shall not vent combustion products into the enclosure. (2) Maintain specified temperature for a minimum 48 hours after completion of masonry work.
B. Hot weather requirements:
1. Provide adequate equipment for constructing and protecting masonry as follows:
a. When the air temperature exceeds 90 degrees Fahrenheit with a wind speed greater than 8 mph, or when the air temperature exceeds 100 degrees Fahrenheit:
1) Maintain sand for mortar and grout in damp, loose piles. Shade material stockpiles and mixing equipment from direct sunlight. 2) Provide mortar and grout below 120 degrees Fahrenheit. 3) Flush mixer and mortar containers with cool water before use. 4) Wet mortarboard before loading and cover mortar to retard drying when not being used.
5) Do not spread mortar beds more than 48 inches ahead of placing masonry units.
6) Place masonry units within 1 minute of spreading mortar. 7) Use mortar within 1 hour of initial mixing.
8) Protect masonry from drying by frequently fogging or sprinkling so walls will always be visibly damp for minimum 3 days.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) b. When the air temperature exceeds 105 degrees Fahrenheit with a wind speed greater than 8 mph, or when the air temperature exceeds 115 degrees Fahrenheit:
1) As required above and as follows:
a) Use water less than 70 degrees Fahrenheit to batch mortar and grout. Ice is permitted to precool the mix water but must be fully melted before adding to other constituents.
1.08 SEQUENCING AND SCHEDULING
A. Order concrete masonry units well before start of installation to ensure adequate time for manufacturing and minimum 28 days for curing and drying before start of installation. Protect from weather after curing period to avoid moisture increase.
PART 2 PRODUCTS
2.01 MANUFACTURED UNITS
A. Hollow load bearing concrete masonry units:
1. Density classification: Normal weight in accordance with ASTM C90, with minimum net area compressive strength as follows:
a. Average of 3 units: 2,000 pounds per square inch.
b. Any individual unit: 1,800 pounds per square inch.
2. Surface texture: Precision (smooth face) and split face.
3. Color: Integral.
4. Typical size: 8-inches wide by 8-inches high by 16-inches long, unless otherwise indicated on the Drawings, or other sizes as needed to minimize cutting.
5. Special sizes and shapes: As required for window and door openings, bond beams, piers, lintels, control joints, and other special applications to minimize cutting.
B. Anchor bolts: As specified in Section 05120 - Structural Steel Framing.
C. Steel reinforcement: As specified in Section 04090 - Masonry Accessories.
PART 3 EXECUTION
3.01 PREPARATION
A. Protection:
1. Protect adjacent construction with appropriate means from mortar droppings and other effects of laying of concrete masonry units.
B. Surface preparation:
1. Thoroughly clean foundations of laitance, grease, oil, mud, dirt, mortar droppings, and other matter that will reduce bond.
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2. Examine foundation to confirm it is constructed within tolerance for masonry Work. Confirm dowels are installed in correct locations and with proper projection for the required lap splice before beginning laying masonry units.
3. Place sand, straw, sawdust or other similar material on the floor around the base of walls to protect floors and walls.
3.02 INSTALLATION
A. General:
1. Standard level of quality: Furnish conventional quality work having no more than 5 percent of the units in the completed Work exhibiting one or more of the following defects:
a. Chips larger than 1 inch in any direction.
b. Cracks wider than 0.02 inch and longer than 25 percent of the nominal height of the unit.
c. Completed Work shall not show chips, cracks, or other imperfections when viewed from a distance of 20 feet under diffused lighting.
B. Temporary forms and shores:
1. Where required, construct forms to the shapes indicated on the Drawings:
a. Construct forms sufficiently rigid to prevent deflection which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout.
b. Do not remove supporting forms or shores until the supported masonry has acquired sufficient strength to support safely its weight and any construction loads to which it may be subjected.
1) Wait at least 24 hours after grouting masonry columns or walls before applying uniform loads.
2. Wait at least 72 hours before applying concentrated loads.
C. Laying of masonry units - General:
1. Lay concrete masonry units dry. Units having wet surfaces over 50 percent or more of its surface area may not be placed. Wet surfaces are distinguished from damp surfaces as those which do not darken when additional water is applied.
2. Lay units in uniform and true courses, level, plumb, and without projections or offset of adjacent units.
3. Lay units to preserve unobstructed vertical continuity of cells to be filled with grout or insulation.
4. When possible, use full units of the proper size in lieu of cut units. Cut units as required to form chases, openings, for anchorage, and for other appurtenances. a. Cut and fit units with power-driven carborundum or diamond disc blade saw.
5. Align vertical cells to be filled with grout to maintain clear, unobstructed continuous vertical cell measuring not less than 2.5 inches by 3 inches.
6. Lay concrete masonry units in running bond pattern, unless otherwise indicated on the Drawings.
7. Where practical, protect completed Work from mortar splash by placing thin plastic sheeting around the base of walls.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) D. Mortar joints:
1. Make joints straight, clean, smooth, and uniform in thickness. Bond shall be plumb throughout.
2. Make vertical and horizontal joints 3/8-inch thick.
3. Place mortar with full coverage of joints at webs of all cells and face shells. a. Ensure full mortar coverage of joints on webs of cells that will be grouted solid, and face shells.
4. Butter vertical head joints for thickness equal to face shell thickness of units, and shove joints tightly together so that mortar bonds to both masonry units.
5. Solidly fill joints from face of units to inside face of cells.
6. Where fresh masonry joins totally or partially set masonry, clean and roughen set masonry before laying new units.
7. Lay units to avoid formation of cracks when units are placed.
8. Keep cells of units as free of mortar as possible as masonry wall height increases.
9. When positions of units shift after mortar has stiffened, bond is broken, or cracks are formed, relay units in new mortar.
10. Tool exposed joints, slightly concave. Strike concealed joints flush.
E. Wire joint reinforcement:
1. Lap splice longitudinal wire joint reinforcement minimum 40 wire diameters, but not less than 6 inches.
2. Place longitudinal wires in approximate centers of mortar beds with minimum 5/8-inch mortar cover on exposed faces.
3. Provide intersecting masonry walls with prefabricated wire joint reinforcement tees.
4. Rake intersecting joints 1/2 inch and caulk joints.
5. Remove mortar, mortar droppings, debris, and other obstructions and materials from inside of cell walls.
F. Bond beams:
1. Starting courses at bottom of walls shall be bond beams.
2. Place horizontal reinforcement and solidly grout bond beam units in place.
3. Provide wire mesh at openings in bottom of bond beams to support grout where walls are not grouted solid.
G. Masonry control joints:
1. Provide in masonry walls at locations indicated on the Drawings.
2. Make full height and continuous in appearance.
3. Run bond beams and bond beam reinforcing bars continuously through control joints.
4. Insert control joint filler in joints as wall is constructed.
5. Apply sealant as specified in Section 07900 - Joint Sealants.
H. Openings and lintels:
1. Place horizontal reinforcement in fully grouted bond beam units.
2. Use lintel block units where underside of lintel will be exposed.
3. Provide minimum of 8-inch bearing at each end of lintel.
4. Embed reinforcing bars minimum 24 inches or 48-bar diameters, whichever is longer, into wall past edges of openings or as indicated on the Drawings:
a. At corners, provide 90-degree bend with equivalent total embedment.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) I. Embedments:
1. Steel door frames:
a. Anchor and fully grout jambs and head of steel doorframes connected to concrete unit masonry.
b. Fill frames with grout as each 2 feet of concrete unit masonry is laid.
2. Bearing plates:
a. Provide minimum of 12 inches of grouted concrete unit masonry below steel bearing plates and beams bearing on masonry walls.
3. Anchor bolts:
a. Hold in place with template during grouting to ensure precise alignment. b. Do not cut or ream members being anchored or use other means to accommodate misaligned anchor bolts in roof deck support angles.
4. Enclosures:
a. Where concrete masonry units enclose conduit, pipes, stacks, ducts, and similar items, construct chases, cavities, and similar spaces as required, whether or not such spaces are indicated on the Drawings. b. Point openings around flush mounted electrical outlet boxes with mortar, including flush joints above boxes.
c. Do not cover enclosures until inspected and when appropriate, tested.
5. Conduits and electrical boxes:
a. See Drawings for details of conduit installation in masonry.
6. Other embedded items:
a. Build in wall plugs, accessories, flashings, pipe sleeves, and other items required to be built-in as the masonry work progresses.
7. Miscellaneous:
a. Build in required items, such as anchors, flashings, sleeves, frames, structural steel, lintels, anchor bolts, and metal fabrications, as required for complete installation.
J. Daily cleaning:
1. Remove mortar tags and smears daily with a non-metallic tool. a. Removed after they initially set but shall not be permitted to remain more than 24 hours.
2. Turn scaffold planks over at the end of the workday to avoid mortar splashes from wet weather.
a. Cover tops of walls at the end of the workday and other work stoppages to prevent entry of water into the partially completed masonry.
3. Seal cleanouts after inspection and before grouting.
K. Grouting and reinforcement:
1. Where horizontal and vertical bars are spliced, the lap splice length shall be in accordance with TMS 602 and as indicated on the Drawings.
2. Hold vertical reinforcing bars in position at top and bottom and at intervals not exceeding 200-bar diameters.
a. Use steel wire bar positioners to position bars.
b. Tie reinforcing bars to dowels with wire ties.
3. Obtain acceptance of reinforcement placement before grouting. a. Grouting:
1) Grout pour height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review Concrete Unit Masonry
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) and acceptance that the requirements of TMS 602 as it relates to grout pour height can be met.
2) Grout lift height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review and acceptance that the requirements of TMS 602 as it relates to grout lift height can be met.
3) Slushing with mortar will not be permitted.
4) Allow hollow unit masonry to cure at least 24 hours prior to grouting. 5) Each lift shall be allowed to set for 10 minutes after initial consolidation of grout before successive lift is placed. 6) Full height of each section of wall shall be grouted in 1 day.
4. Placement:
a. Use a hand bucket, concrete hopper, or grout pump.
b. Do not pump grout through aluminum tubes.
c. Operate pumps to produce a continuous stream of grout without air pockets.
d. Upon completion of each day’s pumping, eject grout from pipeline without contamination or segregation of the grout. Remove from Site and dispose.
Do not incorporate into masonry work.
e. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
f. Remove grout spills immediately by hand washing with a bucket and brush.
g. Fill spaces and cells solidly with grout.
h. Grout in cells shall have full contact with surface of concrete footings. i. Time constraints:
1) When grouting stops for 1 hour or longer, form horizontal construction joints by stopping grout placement 1-1/2 inches below top of uppermost unit containing grout.
2) Place grout in final position within 1-1/2 hours after mixing. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
j. Consolidation:
1) Do not insert vibrators into lower grout placements that are in a semi-solidified state.
2) After placement, consolidate grout using mechanical immersion vibrators designed for consolidating grout.
3) Maintain at least 1 spare vibrator at the Site at all times. 4) Apply vibrators at uniformly spaced points not further apart than the visible effectiveness of the machine.
5) Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation.
3.03 TOLERANCES
A. Masonry tolerances: Lay masonry plumb, true to line, and with courses level. Keep bond pattern plumb throughout. Lay masonry within the following tolerances:
1. Maximum variation from the plumb in the lines and surfaces of columns, walls, and in the flutes and surfaces of fluted or split faced blocks:
a. In adjacent masonry units: 1/8 inch.
b. In 10 feet: 1/4 inch.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) c. In any story or 20 feet maximum: 3/8 inch.
d. In 40 feet or more: 1/2 inch.
2. Maximum variations from the level or grades indicated on the Drawings for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines:
a. In any bay or 10-feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.
3. Maximum variations of the linear building lines from established position in plan and related portion of columns, walls, and partitions:
a. In any bay or 20-feet maximum: 1/2 inch.
b. In 40 feet or more: 3/4 inch.
4. Maximum variation of top surface of bearing walls from level:
a. In any bay or 20-feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.
5. Maximum variation in cross sectional dimensions of columns and in thickness of walls:
a. Minus: 1/4 inch.
b. Plus: 1/2 inch.
6. Mortar bed joint thickness between masonry courses:
a. Plus or minus: 1/8 inch.
3.04 FINAL CLEANING
A. General:
1. Patch exposed concrete masonry units at completion of the Work and in such manner that patching will be indistinguishable from similar surroundings and adjoining construction.
2. Final cleaning shall be performed within 7 to 14 days after construction of masonry work.
3. Protect adjacent materials and equipment that may be damaged by cleaning.
4. Pre-wet masonry before applying cleaning agent but do not saturate masonry.
5. Remove mortar stains, smears, and splash, efflorescence, and grout stains on exposed surfaces with the submitted cleaning agent as directed by the masonry unit manufacturer’s recommendations.
6. Do not use muriatic acid as cleaning agent.
7. Cleaning agents shall be applied when the masonry surface and air temperatures are at least 50 degrees Fahrenheit.
a. Dilute cleaning agents in accordance with the manufacturer’s recommendations.
b. Do not allow cleaning agents to dry on the masonry.
8. Clean wall from the top to the bottom, without overlapping areas being cleaned for consistency.
9. If pressure cleaning equipment is used, the following limitations shall be observed:
a. Apply cleaning agent to pre-wetted wall with low pressure (less than 50 pounds per square inch).
b. Use a 25-degree to 50-degree flared-tip nozzle (not a pointed tip). c. Maintain a consistent distance from the spray nozzle to the masonry surface no closer than 12 inches.
1) Masonry cleaner shall use a combination of pressure, nozzle, and distance from tip to masonry that does not damage the masonry surface.
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10. Rinse cleaning agents off the wall with potable water.
11. Dispose of debris, refuse, and surplus material offsite legally.
3.05 FIELD QUALITY CONTROL
A. Site tests:
1. Owner will have tests performed by an independent laboratory.
2. Have minimum 3 concrete masonry units of each type proposed for Project tested in accordance with ASTM C90, C140, and C426 to verify conformance to Specifications.
3. Tests shall include compressive strength, linear shrinkage, moisture content as percent of total absorption, total absorption, and unit weight.
B. Special inspection:
1. As specified in Section 01455 - Regulatory Quality Assurance.
2. Owner will employ a qualified masonry special inspector for continuous special inspection of the masonry work.
a. Acceptance by a state or municipality having a program of examining and certifying masonry inspectors will be considered adequate qualifications. b. Masonry inspector shall be at the Site during masonry construction and perform the following duties:
1) Review Drawings and Specifications and meet with the Contractor to discuss requirements before Work commences.
2) Before masonry work commences, the Contractor and the Contractor’s Quality Control Representative shall attend meeting with the Engineer to review the requirements for surveillance and quality control of the masonry work.
3) Check brand and type of cement, lime (if used), and source of sand. 4) Verify that foundation is clean, rough, and ready to receive units. 5) Check reinforcing steel dowels for correct location, straightness, proper alignment, spacing, size, and length.
6) Observe field proportioning of mortar. Visually check aggregate to determine uniformity of grading, cleanliness, and moisture. 7) Verify that joints are full of mortar and kept tight during Work. a) Inspect grout cells to verify that fins will not interfere with grouting.
b) Verify that masons keep grout cells clean of mortar droppings and inspect to determine compliance.
8) Continuously observe placing of grout.
9) Perform or supervise performance of required sampling and testing.
3. Keep complete record of inspections. Report daily to the Building Official, Contractor’s Quality Control Representative, Engineer, and Owner the progress of the masonry inspection.
3.06 PROTECTION
A. Provide temporary protection for exposed masonry corners subject to damage.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04220 (DraftFinal) B. Bracing:
1. Unless wall is adequately supported by permanent supporting elements so wall will not overturn or collapse, adequately brace masonry walls over 8 feet in height to prevent overturning and to prevent collapse.
2. Keep bracing in place until permanent supporting elements of structure are in place.
C. Limited access zone:
1. Establish prior to start of masonry wall construction.
2. Zone shall be immediately adjacent to wall and equal to height of wall to be constructed plus 4 feet by entire length of wall on unscaffolded side of wall.
3. Limit access zone to workers actively engaged in constructing wall. Do not permit other persons to enter zone.
4. Keep zone in place until wall is adequately supported or braced by permanent supporting elements to prevent overturning and collapse.
END OF SECTION
Brick Masonry
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BRICK MASONRY
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Brick masonry units.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C62 - Standard Specification for Building Brick (Solid Masonry Units Made from Clay or Shale).
2. C67 - Standard Test Methods of Sampling and Testing Brick and Structural Clay Tile.
3. C216 - Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale).
4. C652 - Standard specification for Hollow Brick (Hollow Masonry Units Made from Clay or Shale).
1.03 SUBMITTALS
A. Product data.
B. Shop drawings: Include elevations of each wall indicating type and layout of units.
C. Samples: Include samples of stretcher units in sufficient quantity to illustrate color range.
D. Test reports.
1.04 QUALITY ASSURANCE
A. Continuous inspection:
1. Employ a qualified masonry inspector for continuous inspection of the masonry work.
a. Acceptance by a state or municipality having a program of examining and certifying masonry inspectors will be considered adequate qualifications. b. The masonry inspector shall be at the site during all masonry construction and perform the following duties:
1) Review drawings and specifications and meet with the Contractor to discuss requirements before work commences.
2) Before masonry work commences, Contractor and the Contractor's Quality Control Representative shall attend meeting with Engineer to review the requirements for surveillance and quality control of the masonry work.
3) Check brand and type of cement, lime (if used), and source of sand.
Brick Masonry
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04221 (DraftFinal) 4) Ensure that foundation is clean, rough, and ready to receive units. 5) Check reinforcing steel dowels for straightness, proper alignment, spacing, size, and length.
6) Observe field proportioning of mortar. Visually check aggregate to determine uniformity of grading, cleanliness, and moisture. 7) Ensure that joints are full of mortar and kept tight during work. a) Inspect grout cells to ensure that fins will not interfere with grouting.
b) Ensure that masons keep grout cells clean of mortar droppings and inspect to determine compliance.
8) Continuously observe placing of grout.
9) Perform or supervise performance of required sampling and testing.
2. Keep complete record of inspections. Report daily to the Contractor's Quality Control Representative the progress of the masonry inspection.
B. Mock-up:
1. Prior to starting construction of masonry, construct minimum 4-foot square mock-up.
2. Use accepted materials, containing each different kind and color of brick masonry units to illustrate wall design.
3. When not accepted, construct another mock-up.
4. When accepted, mock-up will be standard of comparison for remainder of masonry work.
5. Upon completion of Project, dispose of mock-ups in legal manner at offsite location.
C. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.
D. Masonry prism testing: Perform masonry prism testing in accordance with 2022 CBC.
E. A letter of certification from the supplier of the materials used to verify in accordance with building code, shall be provided at the time of, or prior to, delivery of the materials to the jobsite.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle brick masonry units as required to prevent discoloration, chipping, and breakage.
B. Locate storage piles, stacks, and bins to protect materials from heavy traffic.
C. Remove chipped, cracked, and otherwise defective units from jobsite upon discovery.
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1.06 PROJECT CONDITIONS
A. Cold weather requirements:
1. In accordance with the building code as specified in Section 01410 - Regulatory Requirements.
2. Provide adequate equipment for heating masonry materials when air temperature is below 40 degrees Fahrenheit.
B. Hot weather requirements:
1. When ambient air temperature exceeds 100 degrees Fahrenheit, or when ambient air temperature exceeds 90 degrees Fahrenheit and wind velocity is greater than 8 miles per hour, implement hot weather protection procedures.
2. Wet mortarboard before loading and cover mortar to retard drying when not being used.
3. Do not spread mortar beds more than 48 inches ahead of placing masonry units.
4. Place masonry units within 1 minute of spreading mortar.
1.07 SEQUENCING AND SCHEDULING
A. Order brick masonry units (8 weeks minimum) well before start of installation to ensure adequate time for manufacturing.
PART 2 PRODUCTS
2.01 HOLLOW LOAD BEARING BRICK MASONRY UNITS
A. Manufacturers: One of the following or equal:
1. Interstate Brick Co.
2. General Shale Brick Co.
B. Type: ASTM C652, Grade SW, Type HBS with minimum compressive strength of 2,500 pounds per square inch.
C. Surface texture: To be selected by Engineer from manufacturer’s full range of available textures.
D. Colors:
1. Soldier coursing: soldier coursing over windows and doors to be contrasting color as selected by Engineer from standard colors.
E. Size: 8 inches wide, by 4 inches high, by 12 inches long, unless otherwise indicated on the Drawings.
F. Coursing: 4 inches wide, by 8 inches high, by 8 inches deep.
G. Special sizes and shapes: As required for window and door soldier coursing and custom sills where indicated; bond beams, piers, lintels, control joints, and other special applications to minimize cutting.
Brick Masonry
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3.01 PREPARATION
A. Protect adjacent construction with appropriate means from mortar droppings and other effects of laying of brick masonry units.
B. Thoroughly clean foundations of laitance, grease, oil, mud, dirt, mortar droppings, and other objectionable matter.
3.02 BRICK MASONRY UNITS
A. Provide custom level of quality in accordance with ASTM C62 and C 216.
B. Lay masonry units damp. (Wet bricks with fine spray about 4 hours prior to their use).
C. Lay units in uniform and true courses, level, plumb, and without projections or offset of adjacent units.
D. Lay units to preserve unobstructed vertical continuity of cells to be filled with grout or insulation.
E. Align vertical cells to be filled with grout to maintain clear, unobstructed continuous vertical cell measuring not less than 2 by 3 inches.
F. Place mortar with full coverage of joints at webs of all cells and face shells.
G. Butter vertical head joints for thickness equal to face shell thickness of units, and shove joints tightly together so that mortar bonds to both masonry units.
H. Solidly fill joints from face of units to inside face of cells.
I. Lay units to desired height with joints of uniform thickness.
J. Bond shall be plumb throughout.
K. Lay units to avoid formation of cracks when units are placed. Keep cells of units as free of mortar as possible as masonry wall height increases.
L. Lay masonry plumb, true to line, with courses level. Keep bond pattern plumb throughout. Lay masonry within the following tolerances:
1. Maximum variation from the plumb in the lines and surfaces of columns, walls, and in the flutes and surfaces of fluted or split faced blocks:
a. In adjacent masonry units: 1/8 inch.
b. In 10 feet: 1/4 inch.
c. In any story or 20 feet maximum: 3/8 inch.
d. In 40 feet or more: 1/2 inch.
2. Maximum variations from the plumb for external corners, expansion joints, and other conspicuous lines:
a. In any story or 20 feet maximum: 1/4 inch.
b. In 40 Feet or More: 1/2 inch.
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3. Maximum variations form the level or grades indicated on the Drawings for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines:
a. In any bay or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.
4. Maximum variations of the linear building lines from established position in plan and related portion of columns, walls, and partitions:
a. In any bay or 20 feet maximum: 1/2 inch.
b. In 40 feet or more: 3/4 inch.
5. Maximum variation in cross sectional dimensions of columns and in thickness of walls:
a. Minus: 1/4 inch.
b. Plus: 1/2 inch.
6. When positions of units shift after mortar has stiffened, bond is broken, or cracks are formed, relay units in new mortar.
M. Remove mortar, mortar droppings, debris, and other obstructions and materials from inside of cell walls.
N. Seal cleanouts after inspection and before grouting or placing insulation.
3.03 LOOSE FILL INSULATION
A. Fill all brick masonry unit cells solidly with grout.
B. Place in lifts of 4 feet maximum when filling brick masonry unit cells.
C. Do not lay units more than 4 feet vertically ahead of units filled with loose insulation.
D. Ensure that no insulation gets into cells which are to be filled with grout.
3.04 MORTAR JOINTS
A. Make joints straight, clean, smooth, and uniform in thickness.
B. Pointing: Tool exposed joints, slightly concave. Strike concealed joints flush.
C. Joint thickness: Make vertical and horizontal joints 3/8-inch thick.
D. Where fresh masonry joins totally or partially set masonry, clean and roughen set masonry before laying new units.
3.05 BOND PATTERN
A. Lay brick masonry units in running bond pattern, unless otherwise indicated on the Drawings.
3.06 GROUTING AND REINFORCEMENT
A. Where horizontal and vertical bars are spliced and adjacent lap splices are separated by more than 3 inches, the lap splice length shall be 72 bar diameters.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04221 (DraftFinal) B. Where adjacent lap splices are separated by 3 inches or less, the lap splice length shall be increased by 1.3 times or the lap splices shall be staggered at least 24 bar diameters with no increase in length.
C. Hold vertical reinforcing bars in position at top and bottom and at intervals not exceeding 200 bar diameters. Use steel wire bar positioners to position bars and tie reinforcing bars to dowels with wire ties.
D. Obtain acceptance of reinforcement placement before grouting.
E. Fill all spaces and cells solidly with grout.
F. Low-lift grouting:
1. Hollow unit masonry to be grouted by the low lift method shall be constructed and grouted in lifts not exceeding 4 feet.
a. Double wythe masonry which will be grouted by the low-lift method shall be constructed and grouted in lifts not exceeding 8 inches. b. Slushing with mortar will not be permitted.
G. High-lift grouting:
1. If grouting is accomplished by the high-lift method, double wythe masonry shall be allowed to cure at least 72 hours and hollow unit masonry shall be allowed to cure at least 24 hours before grouting.
2. In double wythe construction, vertical grout barriers shall be built across the grout space to the height of the grout lift.
3. Grout barriers shall not be spaced more than 30 feet apart. a. Grout shall be placed in lifts not to exceed 5 feet in depth.
4. Each lift shall be allowed to set for 10 minutes after initial consolidation of grout before successive lift is placed.
5. The full height of each section of wall shall be grouted in 1 day.
H. Grout in cells shall have full contact with surface of concrete footings.
I. When grouting stops for 1 hour or longer, form horizontal construction joints by stopping grout placement 1-1/2 inches below top of uppermost unit containing grout.
J. After placement, consolidate grout using mechanical immersion vibrators designed for consolidating grout.
K. Placement:
1. Use a hand bucket, concrete hopper, or grout pump.
2. Place grout in final position within 1-1/2 hours after mixing.
3. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
4. Do not insert vibrators into lower grout placements that are in a semi-solidified state.
3.07 BOND BEAMS
A. Place horizontal reinforcement and solidly grout bond beam units in place.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04221 (DraftFinal) B. Provide wire mesh at openings in bottom of bond beams to support grout where walls are not grouted solid.
3.08 CUTTING BRICK MASONRY UNITS
A. When possible, use full units of the proper size in-lieu of cut units. Cut units as required to form chases, openings, for anchorage, and for other appurtenances.
B. Cut and fit units with power-driven carborundum or diamond disc blade saw.
3.09 CONTROL JOINTS
A. Provide in masonry walls where indicated on the Drawings.
B. Make full height and continuous in appearance.
C. Run bond beams and bond beam-reinforcing bars continuously through control joints.
D. Insert control joint filler in joints as wall is constructed.
E. Apply sealant as specified in Section 07900 - Joint Sealants.
3.10 OPENINGS AND LINTELS
A. Place horizontal reinforcement in fully grouted bond beam units.
B. Use lintel block units where underside of lintel will be exposed.
C. Provide minimum of 8-inch bearing at each end of lintel.
D. Embed reinforcing bars minimum 24 inches or 40 bar diameters, whichever is longer, into wall past edges of openings or as indicated on the Drawings:
1. At corners, provide 90-degree bend with equivalent total embedment.
3.11 STEEL DOOR FRAMES
A. Anchor and fully grout jambs and head of steel doorframes connected to brick unit masonry.
B. Fill frames with grout as each 2 feet of brick unit masonry is laid.
3.12 BEARING PLATES
A. Provide minimum of 12 inches of grouted brick unit masonry below steel bearing plates and beams bearing on masonry walls.
3.13 ANCHOR BOLTS
A. Hold anchor bolts in place with template during grouting to ensure precise alignment.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/04221 (DraftFinal) B. Do not cut or ream members being anchored or use other means to accommodate misaligned anchor bolts in roof deck support angles.
C. Provide minimum 6-inch wide grouted brick unit masonry entirely around anchor bolts and other attachment devices.
3.14 ENCLOSURES
A. Where brick masonry units enclose conduit, pipes, stacks, ducts, and similar items, construct chases, cavities, and similar spaces as required, whether or not such spaces are indicated on the Drawings.
B. Point openings around flush mounted electrical outlet boxes with mortar, including flush joints above boxes.
C. Do not cover enclosures until inspected and when appropriate, tested.
3.15 OTHER EMBEDDED ITEMS
A. Build in wall plugs, accessories, flashings, pipe sleeves, and other items required to be built-in as the masonry work progresses.
3.16 PATCHING
A. Patch exposed brick masonry units at completion of the Work and in such manner that patching will be indistinguishable from similar surroundings and adjoining construction.
3.17 WATER CURING
A. Protect brick masonry units from drying too rapidly by frequently fogging or sprinkling for minimum 3 days.
3.18 MISCELLANEOUS
A. Build in required items such as anchors, flashings, sleeves, frames, structural steel, lintels, anchor bolts, and metal fabrications as required for complete installation.
3.19 WATER REPELLENT
A. Apply water repellent as specified in Section 07190 - Water Repellents.
3.20 FIELD QUALITY CONTROL
A. Have minimum 3 masonry units of each type proposed for Project tested in accordance with ASTM C67 to verify conformance to specifications.
B. Tests shall include compressive strength, linear shrinkage, total absorption, moisture content as percent of total absorption, and unit weight.
C. Employ and pay acceptable independent testing laboratory to perform testing.
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3.21 CLEANING
A. Exercise extreme care to prevent mortar splotches.
B. Do not attach construction supports to masonry walls.
C. Wash off brick scum and grout spills before scum and grout set.
D. Remove grout stains from walls.
E. Clean exposed masonry. Remove scaffolding and equipment. Dispose of debris, refuse, and surplus material offsite legally.
F. Correct efflorescence on exposed surfaces with commercially-prepared cleaning solution acceptable to masonry unit manufacturer:
1. Apply cleaning solution in accordance with cleaning solution manufacturer's printed instructions.
2. Do not use muriatic acid as cleaning solution.
3. Do not use sandblast cleaning equipment.
3.22 FORMS AND SHORES
A. Where required, construct forms to the shapes indicated on the Drawings:
1. Construct forms sufficiently rigid to prevent deflection which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout.
2. Do not remove supporting forms or shores until the supported masonry has acquired sufficient strength to support safely its weight and any construction loads to which it may be subjected:
a. Wait at least 16 hours after grouting masonry columns or walls before applying uniform loads.
b. Wait at least 64 hours before applying concentrated loads.
3.23 PROTECTION
A. Provide temporary protection for exposed masonry corners subject to damage.
B. Bracing:
1. Adequately brace masonry walls over 8 feet in height to prevent overturning and to prevent collapse unless wall is adequately supported by permanent supporting elements so wall will not overturn or collapse.
2. Keep bracing in place until permanent supporting elements of structure are in place.
C. Limited access zone:
1. Establish limited access zone prior to start of masonry wall construction.
2. Zone shall be immediately adjacent to wall and equal to height of wall to be constructed plus 4 feet by entire length of wall on unscaffolded side of wall.
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3. Limit access to zone to workers actively engaged in constructing wall. Do not permit other persons to enter zone.
4. Keep zone in place until wall is adequately supported or braced by permanent supporting elements to prevent overturning and collapse.
3.24 GROUTING EQUIPMENT
A. Grout pumps:
1. Do not pump grout through aluminum tubes.
2. Operate pumps to produce a continuous stream of grout without air pockets.
3. Upon completion of each day's pumping, eject grout from pipeline without contamination or segregation of the grout:
a. Remove waste materials and debris from the equipment. b. Dispose of waste materials, debris, and all flushing water outside the masonry.
B. Vibrators:
1. Internal vibrators shall maintain a speed of not less than 5,000 impulses per minute when submerged in the grout.
2. Maintain at least 1 spare vibrator, at the site at all times.
3. Apply vibrators at uniformly spaced points no further apart than the visible effectiveness of the machine.
4. Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation.
3.25 EFFLORESCENCE TESTS
A. Perform efflorescence tests on mortar which will be exposed to weathering. Tests shall be scheduled far enough in advance of starting masonry work to permit retesting if necessary.
END OF SECTION
Structural Steel Framing
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05120 (DraftFinal) SECTION 05120
STRUCTURAL STEEL FRAMING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Structural steel shapes and plate.
2. Fasteners and structural hardware:
a. All thread rods.
b. High-strength bolts.
3. Welding.
4. Bolting.
1.02 REFERENCES
A. American Institute of Steel Construction (AISC):
1. 303 - Code of Standard Practice for Steel Buildings and Bridges.
2. 360 - Specification for Structural Steel Buildings.
B. American Iron and Steel Institute (AISI):
1. Steel and stainless steel alloys (“types”) as indicated.
C. American Welding Society (AWS):
1. A5.1 - Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding.
2. A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding.
3. A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding.
4. D1.1 - Structural Welding Code - Steel.
5. D1.6 - Structural Welding Code - Stainless Steel.
D. ASTM International (ASTM):
1. A6 - Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling.
2. A36 - Standard Specification for Carbon Structural Steel.
3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
4. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
5. A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.
6. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.
7. A276 - Standard Specification for Stainless Steel Bars and Shapes.
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8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.
9. A489 - Standard Specification for Carbon Steel Lifting Eyes.
10. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.
11. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.
12. A563 - Standard Specification for Carbon and Alloy Steel Nuts.
13. A992 - Standard Specification for Structural Steel Shapes.
14. B695 – Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.
15. F436 - Standard Specification for Hardened Steel Washers.
16. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
17. F594 - Standard Specification for Stainless Steel Nuts.
18. F959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.
19. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi Yield Strength.
20. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.
21. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.
E. Research Council on Structural Connections (RCSC):
1. Specification for Structural Joints Using High-Strength Bolts (RCSC Specification).
1.03 DEFINITIONS
A. Snugtight: At bolted joints, the tightness attained with a few impacts of an impact wrench, or by the full effort of an ironworker using a spud wrench to bring the connected plies into firm contact.
B. Stainless steel related terms:
1. Descaling: Removal of heavy, tightly adherent oxide films resulting from hot-forming, heat-treatment, welding, and other high-temperature operations.
2. Pickling: Chemical descaling of stainless steel using aqueous solutions of nitric and hydrofluoric acid, or various proprietary formulations as specified.
3. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.
1.04 SUBMITTALS
A. Product data:
1. Welding electrodes for field welds: Electrode manufacturer's data.
2. Compressible-washer-type direct tension indicators: Manufacturer’s detailed installation instructions including:
a. Requirements for type and frequency of pre-installation verification.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05120 (DraftFinal) b. Requirements for coordination with regular washers.
c. Instructions for assembling and tightening the joint so that work progresses from the most rigid part until the connected plies are in firm contact.
3. Stainless steel: Fabricator name and qualifications, member dimensions and structural section properties, and specifications and procedures used for pickling and passivating members.
B. Shop drawings:
1. Fabrication and erection drawings.
C. Quality control submittals:
1. Welding procedure specifications (WPS) in accordance with AWS D1.1 and D1.6.
a. Submit WPS for each type of welded joint used, whether prequalified or qualified by testing.
1) State electrode manufacturer and specific electrodes used. 2) Indicate required AWS qualification for joint.
b. Submit WPS with shop drawings that indicate those welds. c. Submit Procedure Qualification Record (PQR) in accordance with AWS D1.1 and D1.6 for welding procedures qualified by testing.
2. Welder qualifications: For each welding process and position:
a. Welder's qualification certificates.
b. Contractor's statement that certificate will be "in effect" at the time(s) welding will be performed based on the "Period of Effectiveness" provisions of AWS D1.1 and D1.6.
3. Steel fabricator's AISC certification.
D. Test reports:
1. Certified copies of mill tests and analyses made in accordance with applicable ASTM standards, or reports from a recognized commercial laboratory, including chemical and tensile properties of each shipment of structural steel or part thereof having common properties.
1.05 QUALITY ASSURANCE
A. Certification:
1. Steel fabricators shall be certified by the AISC or other certification acceptable to the Engineer and the building official having jurisdiction.
B. Welding:
1. Perform welding of structural metals in accordance with AWS D1.1 and D1.6 using welders who have current AWS qualification certificate for the process, position, and joint configuration to be welded.
2. Make Welding Procedure Specifications available at the locations where welding is performed.
3. Notify Engineer at least 24 hours before starting shop or field welding.
4. Engineer may check materials, equipment, and qualifications of welders.
5. Remove welders performing unsatisfactory Work, or require requalification.
6. Engineer may use gamma ray, magnetic particle, dye penetrant, trepanning, or other aids to visual inspection to examine any part of welds or all welds.
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7. Contractor shall bear costs of retests on defective welds.
8. Contractor shall also bear costs in connection with qualifying welders.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping: Deliver structural steel free from mill scale, rust, and pitting.
B. Storage and protection: Until erection and painting, protect from weather items not galvanized or protected by a shop coat of paint.
PART 2 PRODUCTS
2.01 MATERIALS
A. Unless otherwise specified or indicated on the Drawings, materials shall conform to the following:
2.02 FASTENERS AND STRUCTURAL HARDWARE
A. General:
1. Materials: Of domestic manufacture.
2. Where fasteners and hardware are specified to be galvanized, hot-dip galvanize in accordance with ASTM A153 or ASTM F2329, unless otherwise specified.
B. All thread rods:
1. Carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings.
b. High strength all thread rods: In accordance with ASTM F1554, Grade 55. c. Nuts: ASTM A194.
d. Washers: ASTM F436.
2. Galvanized carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings, and hot dip galvanized in accordance with ASTM A153. b. High strength galvanized all thread rods: In accordance with ASTM F1554, Grade 55, and galvanized in accordance with ASTM F2329. c. Nuts: ASTM A194, hot-dip galvanized in accordance with ASTM A153. d. Washers: ASTM F436, hot-dip galvanized in accordance with ASTM A153.
3. Stainless steel:
a. Units descaled, pickled, and passivated as specified in “Fabrication” in this Section.
b. Threaded rods and nuts to be the products of a single manufacturer/fabricator to ensure proper fit without galling. Ship all thread rods with properly fitting nuts attached.
c. Alloy Type 304 or Type 316 as indicated on the Drawings. d. Type 304:
1) Rod: ASTM F593, Group 1, Condition CW, coarse threads.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05120 (DraftFinal) 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 304 stainless steel.
e. Type 316:
1) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 316 stainless steel.
C. Anchor bolts, anchor rods, and post-installed steel anchors: As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
D. High-strength bolts:
1. Provide high-strength bolt assembly, with nuts, hardened flat washers, and compressible-washer-type direct tension indicators.
2. Carbon steel - Uncoated:
a. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1.
b. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade C. c. Washers:
1) Adjacent to normal, oversized, and short-slotted holes: Circular, square or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1. Flat circular washers unless otherwise indicated on the Drawings.
2) Adjacent to long slotted holes: Fabricated from 5/16-inch thick plate conforming to ASTM A36.
d. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt:
1) Compressible washer type direct tension indicators (“DTI”): In accordance with ASTM F959, Type 325-1.
2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852.
3. Carbon steel - Galvanized:
a. Bolt and nut assemblies fabricated, galvanized, tested for rotational capacity, and shipped accordance with the provisions ASTM F3125, Grade A325and the RCSC Specification.
b. Bolts, nuts, and washers: Hot-dip galvanized in accordance with ASTM F2329.
c. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1 and galvanized as specified.
d. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade DH, galvanized as specified, and lubricated in accordance with ASTM A563, Supplementary Requirement S1 to minimize galling.
e. Washers:
1) Adjacent to normal, oversized, and short-slotted holes: Circular, square or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1 and galvanized as specified.
Flat circular washers unless otherwise indicated on the Drawings. 2) Adjacent to long slotted holes: 5/16-inch thick plate washer fabricated from steel conforming to ASTM A36, and galvanized in accordance with ASTM A123.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05120 (DraftFinal) f. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt:
1) Compressible washer type direct tension indicators (“DTI”): In accordance with ASTM F959, Type 325-1, with mechanically deposited zinc coating conforming to ASTM B695, Class 55. 2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852 with mechanically deposited zinc coating conforming to ASTM B695, Class 55.
E. Stainless steel bolts (for use in stainless steel structures):
1. General:
a. Bolts and nuts shall be the products of a single manufacturer/fabricator to ensure proper fit without galling.
b. Units descaled, pickled and passivated as specified in “Fabrication."
2. Alloy: Type 304 or Type 316 to match alloy of structural members being connected.
3. Type 304:
a. Bolts: ASTM F593, Group 1, Condition CW, coarse threads. b. Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
c. Washers: Type 304 stainless steel.
4. Type 316:
a. Bolts: ASTM F593, Group 2, Condition CW, coarse threads. b. Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
c. Washers: Type 316 stainless steel.
2.03 ISOLATING SLEEVES AND WASHERS
A. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
2.04 GALVANIZED SURFACE REPAIR
A. Manufacturers: The following or equal:
1. Jelt, Galvinox.
2.05 THREAD COATING
A. Manufacturers: One of the following or equal:
1. Bostik, Never-Seez.
2. Oil Research, Inc., WLR No. 111.
2.06 SUPPLEMENTARY PARTS
A. Furnish as required for complete structural steel erection, whether or not such parts and Work are specified or indicated on the Drawings.
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2.07 FABRICATION
A. Shop assembly:
1. Fabricate structural steel in accordance with AISC 360 and AISC 303 unless otherwise specified or modified by applicable regulatory requirements.
2. Where anchors, connections, or other details of structural steel are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.
3. Round off sharp and hazardous projections and grind smooth.
4. Take measurements necessary to properly fit work in the field. Take responsibility for and be governed by the measurements and proper working out of all the details.
5. Take responsibility for correct fitting of metalwork.
6. Welded connections:
a. Comply with AWS requirements for the metals to be welded. b. Weld only in accordance with approved Welding Procedure Specifications.
c. Keep Welding Procedure Specifications readily available for welders and inspectors during fabrication processes.
B. Stainless steel shapes and assemblies:
1. For structural members such as W shapes, S shapes, channels, angles, and similar rolled shapes not available in quantity, size, and type of stainless steel specified or indicated on the Drawings:
a. Fabricate shapes using laser-fused, full penetration welds between pieces of plate to attain same or higher section modulus and moment of inertia as that of members indicated on the Drawings.
b. Fabricate shapes from dual grade stainless steel.
c. Fabricate beams and channels to ASTM A6 tolerances.
d. Manufacturers: The following or equal:
1) Stainless Structural, LLC.
2. Cleaning and passivation:
a. Following shop fabrication of stainless steel members and bolts, clean and passivate fabrications at point of manufacture.
b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a bright passive finished surface with no etching, pitting, frosting, or discoloration.
c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated.
1) Conduct sample runs using test specimens with proposed cleaning agents and procedures as required to avoid adverse effects on surface finishes and base materials.
d. Pre-clean, chemically de-scale (“pickle”), passivate, and final-clean fabrications in accordance with the requirements of ASTM A380. 1) If degreasing is required before cleaning (pickling) to remove scale or iron oxide, cleaning with citric acid treatments is permissible; however, such treatments shall be followed inorganic cleaners. 2) Pickle and passivate stainless steel using a nitric acid solution in accordance with ASTM A380, Annex A2, Table A2.1, Part II.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05120 (DraftFinal) 3) Pickling by citric acid treatment or sulfuric acid treatment is not considered to satisfy the requirements of this Section. e. Inspect after cleaning using methods specified for “gross inspection” in ASTM A380.
f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the site.
C. Galvanized carbon steel:
1. Where galvanizing is required, hot-dip structural steel after fabrication in accordance with ASTM A123.
2. Do not electro-galvanize or mechanically-galvanize unless specified or accepted by Engineer.
3. Re-straighten galvanized items that bend or twist during galvanizing.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions: Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.
3.02 ERECTION
A. General:
1. Fabricate structural and foundry items to true dimensions without warp or twist.
2. Form welded closures neatly, and grind off smooth where weld material interferes with fit or is unsightly.
3. Install structural items accurately and securely, true to level, plumb, in correct alignment and grade, with all parts bearing or fitting structure or equipment for which intended.
4. Do not shift out of alignment, re-drill, re-shape, or force fit fabricated items.
5. Place anchor bolts or other anchoring devices accurately and make surfaces that bear against structural items smooth and level.
6. Rigidly support and brace structural items needing special alignment to preserve straight, level, even, and smooth lines. Keep structural items braced until concrete, grout, or dry pack mortar has hardened for 48 hours minimum.
7. Erect structural steel in accordance with AISC 303 unless otherwise specified or modified by applicable regulatory requirements.
8. Where anchors, connections, and other details of structural steel erection are not specifically indicated on the Drawings or specified, form, locate, and attach with equivalent in quality and workmanship to items specified.
9. Round off sharp or hazardous projections and grind smooth.
10. Paint or coat steel items as specified in Sections 09910 - Painting and 09960 - High-Performance Coatings.
B. Stainless steel. Take all necessary precautions to avoid iron contamination of stainless steel during delivery, storage, and handling.
1. Segregate stainless steel from iron.
Structural Steel Framing
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2. Tools and handling devices.
a. Do not use iron tools clamps, chokes, working surfaces, or brushes when fabricating, handling, and erecting stainless steel.
b. Do not use tools that have been contaminated by contact with iron. c. Use stainless steel, polymer coated, or wood tools and handling equipment. Do not use tools that have been contaminated by contact with iron or steel.
C. Welding: General:
1. Make welds full penetration type, unless otherwise indicated on the Drawings.
2. Remove backing bars and weld tabs after completion of weld. Repair defective welds observed after removal of backing bars and weld tabs.
D. Welding: Carbon steel:
1. General: In accordance with AWS D1.1:
a. Weld ASTM A36 and A992 structural steel, and ASTM A500 and A501 structural tubing with electrodes in accordance with AWS A5.1, using E70XX electrodes; AWS A5.17, using F7X-EXXX electrodes; or AWS A5.20, using E7XT-X electrodes.
b. Field repair cut or otherwise damaged galvanized surfaces to equivalent original condition using a galvanized surface repair.
E. Welding - stainless steel:
1. General: In accordance with AWS D1.6.
F. Interface with other products:
1. Where steel members and fasteners come in contact with dissimilar metals (aluminum, stainless steel, etc.), separate or isolate the dissimilar metals with isolating sleeves and washers as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
G. Fasteners: General:
1. Install bolts to project 2 threads minimum, but 1/2 inch maximum beyond nut.
2. Anchor bolts and anchor rods: Install as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry. a. Unless otherwise specified, tighten nuts on anchor bolts and anchor rods specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry to the "snugtight" condition.
3. All thread rods in drilled holes bonded to concrete with adhesive: Install as specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.
4. All thread rods in drilled holes bonded to masonry with adhesive: Install as specified in Section 04055 - Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry.
H. Fasteners: High-strength carbon steel bolts:
1. Connections with high-strength bolts shall in accordance with RCSC Specification for Structural Joints Using High-Strength Bolts.
2. Provide slip-critical joints at bolted connections.
Structural Steel Framing
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3. Joints: Slip-critical.
a. Confirm that faying surfaces at connections are free of dirt and other foreign material, have been blast cleaned, and are free of coatings and inadvertent overspray in accordance with RCSC Specification. b. Furnish hardened flat washers in accordance with ASTM F436:
1) On outer plies with slotted holes.
2) When 1 or more plies of the connected material has a yield strength less than 40 ksi.
3) Under element, nut, or bolt head, turned in tightening. c. Install tension indicator washers, placed in accordance with ASTM F959 Figure X1, to confirm adequate tightening of bolts.
d. Tighten bolts to full pretension.
I. Fasteners: Stainless steel bolts:
2. Connections shall be snugtight joints unless otherwise indicated on the Drawings.
3. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.
4. Rotate nuts using a slow, smooth action without interruptions. Avoid over-tightening.
3.03 FIELD QUALITY CONTROL
A. Provide quality control as specified in Section 01450 - Quality Control.
3.04 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.
B. Special inspections, special tests, and structural observation:
1. Provide as specified in Section 01455 - Regulatory Quality Assurance.
END OF SECTION
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) SECTION 05190
MECHANICAL ANCHORING AND FASTENING TO CONCRETE AND MASONRY PART 1 GENERAL
1.01 SUMMARY
A. Section includes requirements for:
1. Cast-in anchors and fasteners.
2. Post-installed steel anchors and fasteners.
3. Appurtenances for anchoring and fastening.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 355.2 - Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary.
B. American National Standards Institute (ANSI):
1. B212.15 - Cutting Tools - Carbide-tipped Masonry Drills and Blanks for Carbide-tipped Masonry Drills.
C. American Welding Society (AWS):
1. D1.1 - Structural Welding Code - Steel.
2. D1.6 - Structural Welding Code - Stainless Steel.
D. ASTM International (ASTM):
1. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.
2. A108 - Standard Specification for Steel Bars, Carbon and Alloy, Cold Finished.
3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
4. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
5. A240 - Standard Specification for Chromium and Chromium Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.
6. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.
7. B633 - Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel.
8. B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.
9. E488 - Standard Test Methods for Strength of Anchors in Concrete Elements.
10. F436 - Standard Specification for Hardened Steel Washers.
11. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.
12. F594 - Standard Specification for Stainless Steel Nuts.
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13. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength.
14. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.
E. International Code Council Evaluation Service, Inc. (ICC-ES):
1. AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements.
1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Built-in anchor: Headed bolt or assembly installed in position before filling surrounding masonry units with grout.
2. Cast-in anchor: Headed bolt or assembly installed in position before placing plastic concrete around.
3. Overhead installations: Fasteners installed on overhead surfaces where the longitudinal axis of the fastener is more than 45 degrees above a horizontal line so the fastener resists sustained tension loads.
4. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.
5. Post-installed anchor: Fastener or assembly installed in hardened concrete or finished masonry construction, typically by drilling into the structure and inserting a steel anchor assembly.
6. Terms relating to structures or building environments as used with reference to anchors and fasteners:
a. Corrosive locations: Describes interior and exterior locations as follows:
1) Locations used for delivery, storage, transfer, or containment (including spill containment) of chemicals used for plant treatment processes.
2) Exterior and interior locations at the following treatment structures:
a) Water treatment facilities: Liquids stream:
(1) Misty Woods ASR Well.
(2) College Lake ASR Well.
b. Wet and moist locations: Describes locations, other than “corrosive locations,” that are submerged, are immediately above liquid containment structures, or are subject to frequent wetting, splashing, or wash down.
Includes:
1) Exterior portions of buildings and structures.
2) Liquid-containing structures:
a) Locations at and below the maximum operating liquid surface elevation.
b) Locations above the maximum operating liquid surface elevation and:
(1) Below the top of the walls containing the liquid.
(2) At the inside faces and underside surfaces of a structure enclosing or spanning over the liquid (including walls, roofs, slabs, beams, or walkways enclosing the open top of the structure).
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) 3) Liquid handling equipment:
a) Bases of pumps and other equipment that handles liquids. 4) Indoor locations exposed to moisture, splashing, or routine wash down during normal operations, including floors with slopes toward drains or gutters.
5) Other locations indicated on the Drawings.
c. Other locations:
1) Interior dry areas where the surfaces are not exposed to moisture or humidity in excess of typical local environmental conditions.
1.04 DELEGATED DESIGN
A. As specified in Section 01357 - Delegated Design Procedures.
B. Calculations.
1.05 SUBMITTALS
A. General:
1. Submit as specified in Section 01330 - Submittal Procedures and the Agreement and Contract RFP in Volumes 1 and 2.
B. Product data:
1. Cast-in anchors:
a. Manufacturer’s data including catalog cuts showing anchor sizes and configuration, materials, and finishes.
2. Post-installed anchors:
a. For each anchor type, manufacturer’s data including catalog cuts showing anchor sizes and construction, materials and finishes, and load ratings.
C. Delegated Design Submittals:
1. When requesting product substitutions for post installed anchors, submit calculations, indicating the diameter, effective embedment depth and spacing of the proposed anchors, and demonstrating that the substituted product will provide load resistance that is equal to or greater than that provided by the anchors listed in this Section.
D. Samples:
1. Samples of each type of anchor, including representative diameters and lengths, if requested by the Engineer.
E. Certificates:
1. Cast-in anchors:
a. Mill certificates for steel anchors that will be supplied to the site.
2. Post-installed anchors:
a. Manufacturer’s statement or certified test reports demonstrating that anchors that will be supplied to the site comply with the materials properties specified.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) F. Test reports:
1. Post-installed anchors: For each anchor type used for the Work:
a. Current ICC-ES Report (ESR) demonstrating:
1) Acceptance of that anchor for use under the building code specified in Section 01410 - Regulatory Requirements.
2) That testing of the concrete anchor included the simulated seismic tension and shear tests of AC193, and that the anchor is accepted for use in Seismic Design Categories C, D, E, or F, and with cracked concrete.
G. Manufacturer’s instructions:
1. Requirements for storage and handling.
2. Recommended installation procedures including details on drilling, hole size (diameter and depth), hole cleaning and preparation procedures, anchor insertion, and anchor tightening.
3. Requirements for inspection or observation during installation.
H. Qualification statements:
1. Post-installed anchors: Installer qualifications:
a. Submit list of personnel performing installations. Include letter of training from manufacturer indicating date of manufacturer’s training for each installer.
1.06 QUALITY ASSURANCE
A. Qualifications:
1. Post installed anchors shall be in accordance with building code specified in Section 01410 - Regulatory Requirements.
B. Special inspection:
1. Provide special inspection of post-installed anchors as specified in Section 01455 - Regulatory Quality Assurance and this Section.
1.07 DELIVERY, STORAGE, AND HANDLING
A. As specified in the Agreement and Contract RFP in Volumes 1 and 2.
B. Deliver post-installed anchors in manufacturer’s standard packaging with labels visible and intact. Include manufacturer’s installation instructions.
C. Handle and store anchors and fasteners in accordance with manufacturer’s recommendations and as required to prevent damage.
D. Protect anchors from weather and moisture until installation.
1.08 PROJECT CONDITIONS
A. As specified in Section 01850 - Design Criteria.
B. Seismic Design Category (SDC) for structures is indicated on the Drawings.
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2.01 MANUFACTURED UNITS
A. General:
1. Furnish threaded fasteners with flat washers and hex nuts fabricated from materials corresponding to the material used for threaded portion of the anchor. a. Cast-in anchors: Provide flat washers and nuts as listed in the ASTM standard for the anchor materials specified.
b. Post-installed anchors: Provide flat washers and nuts supplied for that product by the manufacturer of each anchor.
2. Size of anchors and fasteners, including diameter and length or minimum effective embedment depth: As indicated on the Drawings or as specified in this Section. In the event of conflicts, contact the Engineer for clarification.
3. Where anchors and connections are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.
B. Materials:
1. Provide and install anchors of materials as specified in this Section.
2.02 CAST-IN ANCHORS AND FASTENERS
A. Anchor bolts:
1. Straight steel rod having one end with an integrally forged head, and one threaded end. Embedded into concrete with the headed end cast into concrete at the effective embedment depth indicated on the Drawings or specified, and with the threaded end left to project clear of concrete face as required for the connection to be made.
2. Furnish anchor bolts with heavy hex forged head or equivalent acceptable to the Engineer.
a. Rods or bars with angle bend for embedment in concrete (i.e., “L” or “J” shaped anchor bolts) are not permitted in the Work.
3. Materials:
a. Ship anchor bolts with properly fitting nuts attached. b. Type 316 stainless steel:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Bolts: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
4) Washers: Type 316 stainless steel.
c. Type 304 stainless steel:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Bolts: ASTM F593, Group 1, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
4) Washers: Type 304 stainless steel.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) d. Stainless steel: Type 316:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of rods.
4) Washers: Type 316 stainless steel.
5) Plates (embedded): ASTM A240.
e. Stainless steel: Type 304:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Rod: ASTM F593, Group 1, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads or rods.
4) Washers: Type 304 stainless steel.
5) Plates (embedded): ASTM A240.
2.03 POST-INSTALLED ANCHORS AND FASTENERS - ADHESIVE
A. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in concrete:
As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.
B. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in masonry:
As specified in Section 04055 - Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry.
2.04 POST-INSTALLED ANCHORS AND FASTENERS - MECHANICAL
A. General:
1. Post-installed anchors shall hold a current ICC Evaluation Service Report demonstrating acceptance for use under the building code specified in Section 01410 - Regulatory Requirements.
a. Acceptance report shall indicate acceptance of the product for use under the following conditions:
1) In regions of concrete where cracking has occurred or may occur. 2) To resist short-term loads due to wind forces.
3) To resist short-term loading due to seismic forces for the Seismic Design Category of the structure where the product will be used.
B. Concrete anchors:
1. Post-installed anchor assembly consisting of a threaded stud and a surrounding wedge expansion sleeve that is forced outward by torquing the center stud to transfer loads from the stud to the concrete through bearing, friction, or both.
Sometimes referred to as “expansion anchors” or “wedge anchors.” a. Do not use slug-in, lead cinch, and similar systems relying on deformation of lead alloy or similar materials to develop holding power.
2. Concrete expansion bolts for anchorage to concrete:
a. Shall have a current ICC-ES Report demonstrating that the anchors have been tested and qualified for performance in both cracked and un-cracked concrete, and for short-term loading due to wind and seismic forces for Mechanical Anchoring and Fastening to Concrete and Masonry 05190-7 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) Seismic Design Categories A through F in accordance with ACI 355.2 and with ICC-ES AC193 (including all mandatory tests and optional tests for seismic tension and shear in cracked concrete).
b. Performance in the current ICC-ES Report shall be “Category 1” as defined in ACI 355.2.
c. Manufacturers: One of the following:
1) DEWALT/Powers, PowerStud.
2) Hilti, Kwik Bolt TZ2 Wedge Anchor.
3) Simpson Strong-Tie, Strong-Bolt 2 Wedge Anchor.
d. Materials. Integrally threaded stud, wedge, washer, and nut:
1) Stainless steel: Type 316.
a) Type 304 stainless steel acceptable for use at wet and moist locations when accepted in writing by the Engineer.
2) Galvanized: Carbon steel, zinc plated in accordance with ASTM B633, minimum 5 microns (Fe/Zn 5).
3. Concrete anchors for anchorage to concrete masonry (fully grouted cells):
a. Shall have a current ICC-ES Report demonstrating that the anchors have been tested and qualified in accordance with ICC-ES AC01, including all mandatory tests and optional seismic tests.
b. Manufacturers: One of the following or equal:
1) DEWALT/Powers, Power-Stud+ SD1.
2) Hilti, Kwik TZ2 Wedge Anchor.
3) Simpson Strong-Tie, Strong-Bolt 2 Wedge Anchor.
c. Materials. Integrally threaded stud, wedge, washer, and nut:
1) Stainless steel: Type 316.
a) Type 304 stainless steel acceptable for use at wet and moist locations when accepted in writing by the Engineer.
2.05 APPURTENANCES FOR ANCHORING AND FASTENING
A. Anchor bolt sleeves:
1. Having inside diameter approximately 2 inches greater than bolt diameter and minimum 10-bolt diameters long.
2. Plastic sleeves:
a. High-density polyethylene, corrugated sleeve, threaded to provide adjustment of location on the anchor bolt.
b. Manufacturers: The following or equal:
1) Portland Bolt & Manufacturing Co.
B. Isolating sleeves and washers:
1. Manufacturers: One of the following or equal:
a. Allied Corrosion Industries.
b. Central Plastics Co.
2. Sleeves: Mylar, 1/32-inch thick, 4,000 volts per mil dielectric strength, of proper size to fit bolts and extending half way into both steel washers.
3. One sleeve required for each bolt.
4. Washers: Inside diameter of washers shall fit over the isolating sleeve, and both the steel and isolating washers shall have the same inside diameter and outside diameter.
a. Proper size to fit bolts.
b. Two 1/8-inch thick steel washers for each bolt.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) c. G3 Phenolic: 2 insulating washers are required for each bolt:
1) Thickness: 1/8 inch.
2) Base material: Glass.
3) Resin: Phenolic.
4) Water absorption: 2 percent.
5) Hardness (Rockwell): 100.
6) Dielectric strength: 450 volts per mil.
7) Compression strength: 50,000 pounds per square inch. 8) Tensile strength: 20,000 pounds per square inch.
9) Maximum operating temperature: 350 degrees Fahrenheit.
C. Coating for repair of galvanized surfaces:
1. Manufacturers: The following or equal:
a. Jelt, Galvinox.
D. Thread coating: For use with threaded stainless steel fasteners:
1. Manufacturers: One of the following or equal:
a. Bostik, Never-Seez.
b. Oil Research, Inc., WLR No. 111.
PART 3 EXECUTION
3.01 EXAMINATION
A. Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.
3.02 INSTALLATION - GENERAL
A. Where anchors and fasteners are not specifically indicated on the Drawings or specified, make attachments with materials specified in this Section.
B. Substitution of anchor types:
1. Post-installed anchors may not be used as an alternative to cast-in/built-in anchors at locations where the latter are indicated on the Drawings.
2. Cast-in/built-in anchors may be used as an alternative to post-installed mechanical anchors at locations where the latter are indicated on the Drawings.
C. Protect products from damage during installation. Protect threads and threaded ends.
D. Accurately locate and position anchors and fasteners:
1. Unless otherwise indicated on the Drawings, install anchors perpendicular to the surfaces from which they project.
2. Install anchors so that at least 2 threads, but not more than 1/2 inch of threaded rod, projects past the top nut.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) E. Interface with other products:
1. Where steel anchors come in contact with dissimilar metals (aluminum, stainless steel, etc.), use stainless steel anchors and separate or isolate dissimilar metals using isolating sleeves and washers.
2. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.
3.03 INSTALLATION - CAST-IN ANCHORS
A. General:
1. Accurately locate cast-in and built-in anchors.
a. Provide anchor setting templates to locate anchor bolts and anchor rods.
Secure templates to formwork.
b. Brace or tie off embedments as necessary to prevent displacement during placement of plastic concrete or of surrounding masonry construction. c. Position and tie cast-in and built-in anchors in place before beginning placement of concrete or grout. Do not “stab” anchors into plastic concrete, mortar, or grout.
d. Do not allow cast-in anchors to touch reinforcing steel. Where cast-in anchors are within 1/4 inch of reinforcing steel, isolate the metals by wrapping the anchors with a minimum of 4 wraps of 10-mil polyvinyl chloride tape in area adjacent to reinforcing steel.
2. For anchoring at machinery bases subject to vibration, use 2 nuts, with 1 serving as a locknut.
3. Where anchor bolts or anchor rods are indicated on the Drawings as being for future use, thoroughly coat exposed surfaces that project from concrete or masonry with non-oxidizing wax. Turn nuts down full length of the threads, and neatly wrap the exposed thread and nut with a minimum of 4 wraps of 10-mil waterproof polyvinyl tape.
B. Anchor bolts:
1. Minimum effective embedment: 10-bolt diameters, unless a longer embedment is indicated on the Drawings.
2. Where indicated on the Drawings, set anchor bolts in plastic, galvanized steel or stainless steel sleeves to allow for adjustment.
3.04 [INSTALLATION - POST-INSTALLED ADHESIVE ANCHORS
A. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in concrete: As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.
B. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in masonry: As specified in Section 04055 - Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry.
3.05 INSTALLATION - POST-INSTALLED MECHANICAL ANCHORS
A. General:
1. Install anchors in accordance with the manufacturer’s instructions, ACI 355.2, the anchor’s ICC-ES Report. Where conflict exists between the ICC-ES Report Mechanical Anchoring and Fastening to Concrete and Masonry 05190-10 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) and the requirements specified in this Section, the requirements of the ICC-ES Report shall control.
2. Where anchor manufacturer recommends the use of special tools and/or specific drill bits for installation, provide and use such tools.
3. After anchors have been positioned and inserted into concrete or masonry, do not:
a. Remove and reuse/reinstall anchors.
b. Loosen or remove bolts or studs.
B. Holes drilled into concrete and masonry:
1. Do not drill holes in concrete or masonry until the material has achieved its minimum specified compression strength (f’c or f’m).
2. Accurately locate holes:
a. Before drilling holes, use a reinforcing bar locator to identify the position of reinforcing steel, conduit, and other embedded items within a 6-inch radius of each proposed hole.
b. If the hole depth exceeds the range of detection for the rebar locator, the Engineer may require radiographs of the area designated for investigation before drilling commences.
3. Exercise care to avoid damaging existing reinforcement and other items embedded in concrete and masonry.
a. If embedments are encountered during drilling, immediately stop work and notify the Engineer. Await the Engineer’s instructions before proceeding.
4. Unless otherwise indicated on the Drawings, drill holes perpendicular to the concrete surface into which they are placed.
5. Drill using anchor manufacturer’s recommended equipment and procedures:
a. Unless otherwise recommended by the manufacturer, drill in accordance with the following:
1) Drilling equipment: Electric or pneumatic rotary type with light or medium impact. Where edge distances are less than 2 inches, use lighter impact equipment to prevent micro-cracking and concrete spalling during drilling process.
2) Drill bits: Carbide-tipped in accordance with ANSI B212.15. Hollow drills with flushing air systems are preferred.
6. Drill holes at manufacturer’s recommended diameter and to depth required to provide the effective embedment indicated.
7. Clean and prepare holes as recommended by the manufacturer and as required by the ICC-ES Report for that anchor.
a. Unless otherwise recommended by anchor manufacturer, remove dust and debris using brushes and clean compressed air.
b. Repeat cleaning process as required by the manufacturer’s installation instructions.
c. When cleaning holes for stainless steel anchors, use only stainless steel or non-metallic brushes.
C. Insert and tighten (or torque) anchors in compliance with the manufacturer’s installation instructions.
1. Once anchor is tightened (torque), do not attempt to loosen or remove its bolt or stud.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) D. Concrete anchors: Minimum effective embedment lengths unless otherwise indicated on the Drawings:
Concrete Anchors
Nominal Diameter
Minimum Effective Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
3/8 inch 2 1/2 inch 2 5/8 inch 8 inch
1/2 inch 3 1/2 inch 3 1/2 inch 8 inch
5/8 inch 4 1/2 inch 4 1/2 inch 10 inch
3/4 inch 5 inch 5 1/4 inch 12 inch
E. Flush shell anchors:
1. Not permitted in the Work.
2. If equipment manufacturer’s installation instructions recommend the use of flush shell anchors, contact the Engineer for instructions before proceeding.
F. Sleeve anchors:
1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:
Sleeve Anchors
Nominal Diameter
Minimum Effective Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
M8 (1/2 inch) 70 mm (2 3/4 inch) Not accepted 100 mm (8 inch) M10 (5/8 inch) 76 mm (3 inch) Not accepted 250 mm (10 inch) M12 (3/4 inch) 80 mm (3 1/4 inch) Not accepted 300 mm (12 inch)
2. Install with the sleeve fully engaged in the base material.
G. Screw anchors:
1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:
Screw Anchors
Nominal Diameter
Minimum Effective Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
3/8 inch 2 1/2 inch 3 1/4 inch 8 inch
1/2 inch 3 1/4 inch 4 1/2 inch 8 inch
5/8 inch 4 inch 5 inch 10 inch
3/4 inch 5 1/2 inch 6 1/4 inch 12 inch
2. Install using equipment and methods recommended by the manufacturer.
Continue driving into hole until the washer head is flush against the item being fastened.
Mechanical Anchoring and Fastening to Concrete and Masonry 05190-12 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) H. Undercut concrete anchors:
1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:
Undercut Anchors
Nominal Diameter
(bolt)
Minimum Effective Embedment Length Minimum Member
Thickness(1) In Concrete In Grouted Masonry
M10 (3/8 inch) 100 mm (4 inch) Not accepted 200 mm (8 inch) M12 (1/2 inch) 125 mm (5 inch) Not accepted 350 mm (14 inch) M16 (5/8 inch) 190 mm (7 1/2 inch) Not accepted 460 mm (18 inch) M20 (7/8 inch) 250 mm (10 inch) Not accepted 510 mm (20 inch) Notes:
(1) Thickness indicated is for pre-set units. If through-set units are accepted, obtain minimum member thickness requirements from the Engineer.
2. Installations of undercut anchors shall not be allowed where edge distances are less than 12 times the nominal diameter of the anchor stud.
3. Undercut bottom of hole using cutting tools manufactured for this purpose by the manufacturer of the undercut anchors being placed.
3.06 FIELD QUALITY CONTROL
A. Provide quality control over the Work of this Section as specified in Section 01450 - Quality Control.
1. Expenses associated with Work described by the following paragraphs shall be paid by the Contractor.
B. Post-installed anchors:
1. Review anchor manufacturer’s installation instructions and requirements of the Evaluation Service Report (hereafter referred to as “installation documents”) for each anchor type and material.
2. Observe hole-drilling and cleaning operations for conformance with the installation documents.
3. Certify in writing that the depth and location of anchor holes, and the torque applied for setting the anchors conforms to the requirements of the installation documents.
3.07 FIELD QUALITY ASSURANCE
A. Engineer will provide on-site observation and field quality assurance for the Work of this Section.
1. Expenses associated with work described by the following paragraphs shall be paid by the Owner.
B. Field inspections and special inspections:
1. Required inspections: Observe construction for conformance to the approved Contract Documents, the accepted Submittals, and the manufacturer’s installation instructions for the products used.
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2. Record of inspections:
a. Maintain record of each inspection.
b. Submit copies to the Engineer upon request.
3. Statement of special inspections: At the end of the project, prepare and submit to the Engineer and the authority having jurisdiction inspector’s statement that the Work was constructed in general conformance with the approved Contract Documents, and that deficiencies observed during construction were resolved.
C. Special inspections: Anchors cast into concrete and built into masonry.
1. Provide special inspection during positioning of anchors and placement of concrete or masonry (including mortar and grout) around the following anchors:
a. Anchor bolts.
2. During placement, provide continuous special inspection at each anchor location to verify that the following elements of the installation conform to the requirements of the Contract Documents.
a. Anchor:
1) Type and dimensions.
2) Material: Galvanized steel, Type 304 stainless steel or Type 316 stainless steel, as specified in this Section or indicated on the Drawings.
3) Positioning: Spacing, edge distances, effective embedment, and projection beyond the surface of the construction.
4) Reinforcement at anchor: Presence, positioning, and size of additional reinforcement at anchors indicated on the Drawings.
3. Following hardening and curing of the concrete or masonry surrounding the anchors, provide periodic special inspection to observe and confirm the following:
a. Base material (concrete or grouted masonry):
1) Solid and dense concrete or grouted masonry material within required distances surrounding anchor.
2) Material encapsulating embedment is dense and well-consolidated.
D. Special inspections: Post-installed mechanical anchors placed in hardened concrete and in grouted masonry.
1. Provide special inspection during installation of the following anchors:
a. Concrete anchors.
2. Unless otherwise noted, provide periodic special inspection during positioning, drilling, placing, and torquing of anchors.
a. Provide continuous special inspection for post-installed anchors in “overhead installations” as defined in this Section.
3. Requirements for periodic special inspection:
a. Verify items listed in the following paragraphs for conformance to the requirements of the Contract Documents and the Evaluation Report for the anchor being used. Observe the initial installation of each type and size of anchor, and subsequent installation of the same anchor at intervals of not more than 4 hours.
1) Any change in the anchors used, in the personnel performing the installation, or in procedures used to install a given type of anchor shall require a new “initial inspection.”
b. Substrate: Concrete or masonry surfaces receiving the anchor are sound and of a condition that will develop the anchor’s rated strength.
Mechanical Anchoring and Fastening to Concrete and Masonry 05190-14 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) c. Anchor:
1) Manufacturer, type, and dimensions (diameter and length). 2) Material (galvanized, Type 304 stainless steel, or Type 316 stainless steel).
d. Hole:
1) Positioning: Spacing and edge distances.
2) Drill bit type and diameter.
3) Diameter, and depth.
4) Hole cleaned in accordance with the manufacturer’s required procedures. Confirm multiple repetitions of cleaning when recommended by the manufacturer.
5) Anchor’s minimum effective embedment.
6) Anchor tightening/installation torque.
4. Requirements for continuous special inspection:
a. Special inspector shall observe all aspects of anchor installation, except that holes may be drilled in their absence provided that they confirm the use of acceptable drill bits before drilling, and later confirms the diameter, depth, and cleaning of drilled holes.
E. Field tests:
1. Engineer may, at any time, request testing to confirm that materials being delivered and installed conform to the requirements of the Specifications. a. If such additional testing shows that the materials do not conform to the specified requirements, the Contractor shall pay the costs of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, the Owner shall pay the costs of these tests.
3.08 NON-CONFORMING WORK
A. Remove misaligned or non-performing anchors.
B. Fill empty anchor holes and repair failed anchor locations as specified in Section 03366 - Concrete Finishes using high-strength, non-shrink, non-metallic grout.
C. If more than 10 percent of all tested anchors of a given diameter and type fail to achieve their specified torque or proof load, the Engineer will provide directions for required modifications. Make such modifications, up to and including replacement of all anchors, at no additional cost to the Owner.
3.09 SCHEDULES
A. Stainless steel: Provide and install stainless steel anchors at the following locations:
1. “Corrosive locations” as defined in this Section: Type 316 stainless steel.
2. “Wet and moist locations” as defined in this Section: Type 316 stainless steel.
3. “Other locations:”
a. For connecting steel members to concrete or masonry: Type 304 stainless steel.
b. For connecting aluminum members to concrete or masonry.
Mechanical Anchoring and Fastening to Concrete and Masonry 05190-15 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05190 (DraftFinal) c. For connecting fiber-reinforced plastic (FRP) members to concrete or masonry.
4. At locations indicated on the Drawings.
B. Provide and install anchor materials as scheduled in the following table.
Required Anchoring Materials by Location
Location/Exposure Materials Notes
1. Anchors into concrete and grouted masonry for attachment of carbon steel, including structural steel and other steel fabrications:
a. Interior dry areas Carbon steel - galvanized
b. Locations with galvanized
steel structures or fabrications
Stainless steel - Type 304 or 316 1
c. Exterior and interior wet and
moist locations
Stainless steel - Type 316 1
d. Corrosive locations Stainless steel - Type 316 1
2. Anchors into concrete and grouted masonry for attachment of aluminum, stainless steel, or fiber-reinforced plastic (FRP) shapes and fabrications:
a. Interior dry areas Stainless steel - Type 304 or 316 1 b. Exterior and interior wet and
moist locations
Stainless steel - Type 316 1
c. Corrosive locations Stainless steel - Type 316 1
3. Anchors for attaching equipment and its appurtenances:
a. All locations Stainless steel - Type 316 (unless
Type 304 is specifically indicated in
the specifications for the equipment.)
1 Notes:
(1) Where anchors are in contact with a metal that differs from that of the anchor, provide isolation sleeves and washers.
END OF SECTION
Metal Fabrications
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) SECTION 05500
METAL FABRICATIONS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Aluminum grating stair tread.
2. Aluminum stair nosing.
3. Cast iron stop plank grooves.
4. Concrete inserts.
5. Handrails and guardrails.
6. Ladders.
7. Manhole frames and covers.
8. Manhole steps.
9. Metal gratings.
10. Metal tread plate.
11. Preformed channel pipe supports.
12. Stairs.
13. Miscellaneous metals.
14. Associated accessories to the above items.
1.02 REFERENCES
A. Aluminum Association (AA):
1. DAF-45: Designations from Start to Finish.
a. M12-C22-A41.
B. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
C. ASTM International (ASTM):
1. A36 - Standard Specification for Carbon Structural Steel.
2. A48 - Standard Specification for Gray Iron Castings.
3. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded, and Seamless.
4. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
5. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels for General Applications.
6. A276 - Standard Specification for Stainless Steel Bars and Shapes.
7. A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength.
8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.
9. A489 - Standard Specification for Carbon Steel Lifting Eyes.
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10. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.
11. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.
12. A635 - Standard Specification for Steel, Sheet and Strip, Heavy-Thickness Coils, Hot-Rolled, Alloy, Carbon, Structural, High-Strength Low-Alloy, and High-Strength Low-Alloy with Improved Formability, General Requirements for.
13. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
14. A992 - Standard Specification for Structural Steel Shapes.
15. B209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.
16. B221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.
17. B308 - Standard Specification for Aluminum-Alloy 6061-T6 Standard Structural Profiles.
18. B429 - Standard Specification for Aluminum-Alloy Extruded Structural Pipe and Tube.
19. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.
20. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.
D. American Welding Society (AWS):
1. A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination.
E. National Association of Architectural Metal Manufacturers (NAAMM):
1. Metal Finishes Manual.
F. Occupational Safety and Health Administration (OSHA).
1.03 DEFINITIONS
A. Passivation: Removal of exogenous iron or iron compounds from the surface of a stainless steel by means of chemical dissolution resulting from treatment with an acid solution that removes the surface contamination but does not significantly affect the stainless steel itself.
1.04 SUBMITTALS
A. Product Data:
1. Aluminum grating stair tread.
2. Aluminum stair nosing.
3. Cast iron stop plank grooves.
4. Handrails and guardrails.
5. Manhole frames and covers.
6. Manhole steps.
7. Metal grating.
Metal Fabrications
05500-3 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) B. Shop drawings:
1. Handrails and guardrails:
a. Including details on connection attachments, gates, kick plates, ladders, and angles.
b. Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories.
c. Include erection drawings, elevations, and details where applicable. d. Indicate welded connections using standard AWS A2.4 welding symbols.
Indicate net weld lengths.
2. Ladders.
3. Metal grating.
4. Metal tread plate.
5. Stairs.
6. Miscellaneous metals.
C. Samples:
1. Guardrails with specified finishes.
D. Quality control submittals:
1. Design data.
2. Test reports:
a. Guardrails: 3 copies of certified tests performed by an independent testing laboratory certifying that guardrails meet current State and OSHA strength requirements.
b. Gratings:
1) Grating manufacturers' calculations showing that gratings will meet specified design load, stress, and deflection requirements for each size grating for each span.
2) Reports of tests performed.
c. Planks:
1) Plank manufacturers' calculations showing that planks will meet specified load-bearing and deflection requirements for each size plank for each span.
2) Reports of tests performed.
Metal Fabrications
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2.01 MATERIALS
A. General: Unless otherwise specified or indicated on the Drawings, structural and miscellaneous metals in accordance with the standards of the ASTM, including the following:
Item
ASTM
Standard No.
Class, Grade
Type or Alloy No.
Cast Iron
Cast Iron A48 Class 40B
Steel
Galvanized sheet iron or steel A653 Coating G90
Coil (plate) A635 --
Structural plate, bars, rolled shapes, and
miscellaneous items (except W shapes).
A36 --
Rolled W shapes A992 Grade 50
Standard bolts, nuts, and washers A307 --
High strength bolts, nuts, and hardened
flat washers
F3125, Grade
A325
--
Eyebolts A489 Type 1
Tubing, cold-formed A500 --
Tubing, hot-formed A501 --
Steel pipe A53 Grade B
Stainless Steel
Plate, sheet, and strip A240 Type 304* or 316**
Bars and shapes A276 Type 304* or 316**
Bolts (Type 304) F593 Group 1 Condition CW
Bolts (Type 316) F593 Group 2 Condition CW
Aluminum
Flashing sheet aluminum B209 Alloy 5005-H14, 0.032 inches minimum thickness
Structural sheet aluminum- B209 Alloy 6061-T6
Structural aluminum B209
B308
Alloy 6061-T6
Extruded aluminum B221 Alloy 6063-T42
* Use Type 304L if material will be welded.
** Use Type 316L if material will be welded.
1. Stainless steels are designated by type or series defined by ASTM.
2. Where stainless steel is welded, use low-carbon stainless steel.
Metal Fabrications
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2.02 MANUFACTURED UNITS
A. Aluminum grating stair tread:
1. Manufacturers: One of the following or equal:
a. Harsco Industrial IKG, Aluminum Grating Stair Tread with Mebac® nosing.
b. McNichols Co., Type A-Standard with Corrugated Angle Nosing.
2. Material: Welded aluminum grating tread with non-slip nosing and integral end plates for bolt on attachment to stair stringers.
3. Size:
a. Tread width: To equal tread spacing plus 1 inch minimum. b. Tread length: Length to suit stringer-to-stringer dimension on the Drawings.
c. Depth: 1-3/4 inches.
4. Bolts: Type 316 stainless steel.
B. Aluminum stair nosing:
1. Manufacturers: One of the following or equal:
a. Wooster Products, Inc., Type 101 Nosing.
b. American Safety Tread Co., Inc., Style 801 Nosing.
2. Material: Cast aluminum abrasive nosings with aluminum oxide granules integrally cast into metal, forming permanent, nonslip, long-wearing surface.
3. For installation in cast-in-place stairs.
4. Configuration: 4 inches wide, fabricated with integrally cast stainless steel anchors at approximately 12-inch centers. Length to extend within 3 inches of stair edge on each side.
C. Cast iron stop plank grooves:
1. Manufacturers: One of the following or equal:
a. Neenah Foundry Co., R-7500 Series, Type A.
b. McKinley Iron Works, Type L.
2. Size: 2-inch wide groove opening by 1-1/2 inch deep, unless otherwise indicated on the Drawings.
3. Recess groove with the cast iron surface of the groove set flush with the concrete surface.
D. Concrete inserts:
1. Concrete inserts for supporting pipe and other applications are specified in Section 15061 - Pipe Supports.
E. Handrails and guardrails:
1. General:
a. Design and fabricate assemblies to conform to current local, State, and OSHA standards and requirements.
b. Coordinate layout of assemblies and post spacings to avoid conflicts with equipment and equipment operators:
1) Indicate on the shop drawings locations of such equipment. 2) Highlight locations where railings cannot be made continuous, and obtain Engineer’s directions on how to proceed before fabricating or installing railings.
Metal Fabrications
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2. Aluminum handrails and guardrails (nonwelded pipe):
a. Rails, posts, and fitting-assembly spacers:
1) In accordance with ASTM B429, 6005, 6063 or 6105, minimum Schedule 40, extruded aluminum pipe of minimum 1.89-inch outside diameter and 0.14-inch wall thickness.
b. Kick plates: 6061 or 6105 aluminum alloy.
c. Fastenings and fasteners: As recommended or furnished by the manufacturer.
d. Other parts: 6063 extruded aluminum, or F214 or F514.0 aluminum castings:
1) Fabrications: In accordance with ASTM B209 or ASTM B221 extruded bars:
a) Bases: 6061 or 6063 extruded aluminum alloy.
2) Plug screws or blind rivets: Type 305 stainless steel. a) Other parts: Type 300 series stainless steel.
e. Finish of aluminum components:
1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.
2) Pretreat aluminum for cleaning and removing markings before anodizing.
f. Fabrication and assembly:
1) Fabricate posts in single, unspliced pipe length.
2) Perform without welding.
3) Do not epoxy bond the parts.
4) Maximum clear opening between assembled railing components as indicated on the Drawings.
g. Manufacturers: One of the following or equal:
1) Moultrie Manufacturing Co., Wesrail.
2) Golden Railings, Riveted System.
3) Craneveyor Corp. Enerco Metals, C-V Rail.
3. Steel pipe handrails and guardrails:
a. Schedule 40 black steel pipe with minimum 1.9-inch outside diameter, or larger where indicated on the Drawings.
b. Fabricate posts in single, unspliced pipe length.
c. Kick plates: Galvanized steel.
d. Attachment devices: Provide clip angles and other fasteners necessary for securing handrails and guardrails to other construction as indicated on the Drawings.
e. Continuously weld joints and grind smooth.
f. Bend rails to profile indicated on the Drawings, without sharp bends or flat spots. Rails shall be round after bending.
g. Neatly weld intersection of rails and posts, and grind surfaces smooth.
4. Fastenings and fasteners: As recommended or furnished by guardrail manufacturer for use with this system.
F. Ladders:
1. General:
a. Type: Safety type conforming to local, State, and OSHA standards as minimum. Furnish guards for ladder wells.
Metal Fabrications
05500-7 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) b. Size: 18 inches wide between side rails of length, size, shape, detail, and location indicated on the Drawings.
2. Aluminum ladders:
a. Materials: 6063-T5 aluminum alloy.
b. Rungs:
1) 1-inch minimum solid square bar with 1/8-inch grooves in top and deeply serrated on all sides.
2) Capable of withstanding 1,000 pound load without failure. c. Side rails: Minimum 4-inch by 1/2-inch flat bars.
d. Finish of aluminum components:
1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.
2) Pretreat aluminum for cleaning and removing markings before anodizing.
e. Fabrication:
1) Welded construction, of size, shape, location, and details indicated on the Drawings.
2) For ladders over 20 feet high, furnish standard ladder cages or fall prevention system designed in accordance with State and OSHA requirements.
f. Fall prevention system: Include but not limit to railing, brackets, clamps, 2 sleeves, and 2 belts, satisfying OSHA safe climbing requirements:
1) Manufacturers: One of the following or equal:
a) North Consumer Products, Saf-T-Climb.
b) Swager Communications, Climbers Buddy System.
G. Manhole frames and covers:
1. Material: Gray iron castings, in accordance with ASTM A48, Class 30-B.
2. Type: Heavy-duty traffic type, with combined minimum set weight of 265 pounds.
3. Machine horizontal and vertical bearing surfaces to fit neatly, with easily removable cover bearing firmly in frame without rocking.
4. Frame:
a. Bottom flange type.
b. Approximately 4-1/2 inches frame height.
c. Dimensions as indicated on the Drawings.
1) Minimum inside clear dimension may not be smaller than nominal diameter minus 2 inches.
5. Cover:
a. Skid-resistant grid pattern design stamped with name of utility service provided by manhole, such as "ELECTRICAL," "SEWER,"
"TELEPHONE," or "WATER."
b. Solid type without ventilation holes.
6. Finish: Unpainted.
H. Manhole steps:
1. Type 316 stainless steel, of size, shape, and spacing indicated on the Drawings.
Metal Fabrications
05500-8 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) I. Metal gratings:
1. General:
a. Fabricate grating to cover areas indicated on the Drawings. b. Unless otherwise indicated on the Drawings, grating over an opening shall cover entire opening.
c. Make cutouts in grating where required for equipment access or protrusion, including valve operators or stems, and gate frames. d. Band ends of grating and edges of cutouts in grating:
1) End banding: 1/4 inch less than height of grating, with top of grating and top edge of banding flush.
2) Cutout banding: Full-height of grating.
3) Use banding of same material as grating.
4) Panel layout: Enable installation and subsequent removal of grating around protrusions or piping.
5) Openings 6 inches and larger: Lay out grating panels with edges of 2 adjacent panels located on centerline of opening.
6) Openings smaller than 6 inches: Locate opening at edge of single panel.
7) Where an area requires more than 1 grating section to cover area, clamp adjacent grating sections together at 1/4-points with fasteners acceptable to Engineer.
8) Fabricate steel grating sections in units weighing not more than 50 pounds each.
9) Fabricate aluminum grating sections in units of weighing not more than 50 pounds each.
10) Gaps between adjacent grating sections shall not be more than the clear spacing between bearing bars.
e. When requested by Engineer, test 1 section of each size grating for each span length involved on the job under full load:
1) Furnish a suitable dial gauge for measuring deflections. f. Grating shall be aluminum, unless otherwise specified or indicated on the Drawings.
2. Aluminum grating:
a. Material for gratings, shelf angles, and rebates: 6061-T6 or 6063-T6 aluminum alloy, except crossbars may be 6063-T5 aluminum alloy.
b. Shelf angle concrete anchors: Type 304 or Type 316 stainless steel. c. Grating rebate rod anchors: 6061-T6 or 6063-T6 aluminum alloy. d. Bar size and spacing: As determined by manufacturer to enable grating to support design load.
e. Design live load: A minimum of 100 pounds per square foot uniform live load on entire grating area, but not less than the live load indicated on the Drawings for the area where grating is located.
f. Maximum fiber stress for design load: 12,000 pounds per square inch. g. Maximum deflection due to design load: 1/240 of grating clear span. h. Maximum spacing of main grating bars: 1-1/8 inches clear between bars. i. Minimum grating height: 1-1/2 inches.
j. Manufacturers: The following or equal:
1) Harsco Industrial IKG, Swaged Aluminum I-Bar with striated finish.
3. Aluminum grating planks:
a. Materials: Meet requirements previously specified for aluminum grating.
Metal Fabrications
05500-9 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) b. Fabrication:
1) Meet requirements previously specified for aluminum grating. c. Have unpunched surface with cross hatched anti-skid surface. d. Minimum weight of 3-1/4 pounds per square foot.
e. Provide 1 inch diameter hole with smooth edges at each end for each plank.
f. Furnish planks in 2 foot widths.
g. Manufacturers: The following or equal:
1) Harsco Industrial IKG, Heavy Duty Aluminum Plank Grating HD-P. h. Planks shall not lock with adjacent planks allowing the removal of individual planks without disturbing the adjacent planks.
4. Steel gratings:
a. Hot-dip galvanized in accordance with ASTM A123.
b. Bar size and spacing: As determined by the manufacturer to support design load.
c. Design live load: A minimum of 100 pounds per square foot uniform live load on the entire area of the grating area, but not less than the live load indicated on the Drawings for the area where the grating is located. d. Maximum fiber stress for design load: 18,000 pounds per square inch. e. Maximum deflection under design load: 1/240 of grating clear span. f. Bar spacing: Maximum of 1-1/8 inches clear between bars. g. Manufacturers: The following or equal:
1) Harsco Industrial IKG, IKG Weldforged.
5. Heavy-duty steel grating:
a. Heavy-duty type, fabricated from structural steel and designed in accordance with AASHTO Standard Specifications for Highway Bridges, using H-20 loading.
b. Hot-dip galvanized after fabrication in accordance with ASTM A123. c. Manufacturers: One of the following or equal:
1) Reliance Steel Products Co., Heavy-Duty Steel Grating. 2) Seidelhuber Metal Products, Inc., equivalent product.
J. Metal tread plate:
1. Plate having a raised figured pattern on 1 surface to provide improved traction.
K. Preformed channel pipe supports:
1. Preformed channel pipe supports for pipe supports and other applications are specified in Section 15062 - Preformed Channel Pipe Support System.
L. Stairs:
1. Aluminum stairs:
a. Stringers: 6061-T6 aluminum alloy.
b. Stair treads:
1) Aluminum of same type specified under Aluminum Grating. 2) Of sizes indicated on the Drawings, and 1-3/4 inch minimum depth with cast abrasive type safety nosings.
c. Handrails and guardrails: Aluminum pipe specified under Aluminum Handrails and Guardrails (Nonwelded Pipe).
d. Fasteners: Type 304 or Type 316 stainless steel.
2. Steel stairs:
a. Ships ladders shall conform to local, State, and OSHA as minimum.
Metal Fabrications
05500-10 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) b. Stringers: Structural steel channels or plates.
c. Treads: Open type attached to stringers with support angles and clips.
Manufacturers: One of the following or equal:
1) Harsco Industrial IKG, "Welded Tread" with Algrip® nosing. d. Railings: Steel pipe, sized as indicated on the Drawings. e. Anchors: Welded or bolted brackets designed for support and anchorage at top and bottom.
f. Finish: Prime paint finish for interior locations.
M. Miscellaneous aluminum:
1. Fabricate aluminum products, not covered separately in this Section, in accordance with the best practices of the trade and field assemble by riveting or bolting.
2. Do not weld or flame cut.
N. Miscellaneous cast iron:
1. General:
a. Tough, gray iron, free from cracks, holes, swells, and cold shuts. b. Quality such that hammer blow will produce indentation on rectangular edge of casting without flaking metal.
c. Before leaving the foundry, clean castings and apply 16-mil dry film thickness coating of coal-tar epoxy, unless otherwise specified or indicated on the Drawings.
O. Miscellaneous stainless steel:
1. Provide miscellaneous stainless steel items not specified in this Section as indicated on the Drawings or specified elsewhere.
a. Fabricate and install in accordance with the best practices of the trade.
2. Cleaning and passivation:
a. Following shop fabrication of stainless steel members, clean and passivate fabrications.
b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a passive finished surface. c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated.
1) Conduct sample runs using test specimens with proposed cleaning agents and procedures as required to avoid adverse effects on surface finishes and base materials.
d. Pre-clean, chemically descale (pickle), and final clean fabrications in accordance with the requirements of ASTM A380 to remove deposited contaminants before shipping.
1) Passivation by citric acid treatment is not allowed. a) If degreasing is required before cleaning to remove scale or iron oxide, cleaning (pickling) treatments with citric acid are permissible; however, these treatments shall be followed by inorganic cleaners such as nitric-hydrofluoric acid.
2) Provide acid descaling (pickling) in accordance with Table A1.1 of Annex A1 of ASTM A380.
3) After pickling, final cleaning of stainless steel shall conform to Part II of Table A2.1 of Annex A2 of ASTM A380.
Metal Fabrications
05500-11 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) e. After cleaning, inspect using methods specified for “gross inspection” in ASTM A380.
f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the job site.
P. Miscellaneous structural steel:
1. Provide miscellaneous steel items not specified in this Section as indicated on the Drawings or specified elsewhere.
a. Fabricate and install in accordance with the best practices of the trade.
Q. Isolating sleeves and washers:
1. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions:
1. Examine work in place to verify that it is satisfactory to receive the work of this Section.
2. If unsatisfactory conditions exist, do not begin this work until such conditions have been corrected.
3.02 INSTALLATION
A. General:
1. Install products as indicated on the Drawings, and in accordance with shop drawings and manufacturer's printed instructions, as applicable except where specified otherwise.
2. Interface between materials:
a. Dissimilar metals: Where steel comes in contact with dissimilar metals (aluminum, stainless steel, etc.), separate or isolate the dissimilar metals. 1) Make application so that the isolating or protective barrier is not visible in the completed construction.
2) Isolating sleeves and washers: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry. b. Aluminum in contact with concrete or masonry: Coat aluminum surfaces as specified in Section 09960 - High Performance Coatings. c. Aluminum in contact with concrete or masonry.
B. Aluminum stair nosing:
1. Install stair nosings on treads of concrete stairs, including top tread on upper concrete slab.
2. Omit stair nosings where concrete is submerged.
3. Cast stair nosings in fresh concrete, flush with tread and riser faces. Install nosing in center of step.
Metal Fabrications
05500-12 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/05500 (DraftFinal) C. Cast iron stop plank grooves:
1. Recess stop plank grooves with cast iron surfaces of groove set flush with concrete surface.
D. Handrails and guardrails:
1. General:
a. Fasten pipe rails to fittings with Series 300 stainless steel pop rivets or flush set screws.
b. Make pipe cuts clean and straight, free of burrs and nicks, and square and accurate for minimum joint-gap.
c. Drill and countersink holes to proper size, as required for a tight flush fit of screws and other component parts.
d. Space attachment brackets as indicated in the manufacturer's instructions.
2. Aluminum pipe handrails and guardrails:
a. During construction, keep exterior surfaces of handrails and guardrails covered with minimum 0.4 millimeters of heat shrink polyethylene film. b. Do not remove protective film before handrails and guardrails have been accepted by Engineer nor before other work in proximity of handrails and guardrails has been completed.
c. Discontinue handrails and guardrails at lighting fixtures. d. Provide 1/8-inch diameter weep hole at base of each post. e. Space posts as indicated on the Drawings.
f. Anchor posts into concrete by grouting posts into formed holes in concrete, into stainless steel sleeves cast in concrete; or bracket mount to face of concrete surfaces as specified and indicated on the Drawings. g. Space rails as indicated on the Drawings.
h. Make adequate provision for expansion and contraction of kick plates and rails.
1) Make provisions for removable sections where indicated on the Drawings.
i. Make lower rails a single, unspliced length between posts, or continuous. j. Make top rails continuous whenever possible, and attach single, unspliced lengths to 3 posts minimum.
k. Draw up fasteners tight with hand wrench or screw driver. l. Space attachment brackets as indicated on shop drawings or in manufacturer's installation instructions.
m. Completed installation shall have handrails and railings rigid and free of play at joints and attachments.
n. Protect handrail and guardrail finish from scratches, gouges, dents, stains, and other damage.
o. Replace damaged or disfigured handrails and guardrails with new. p. Shortly before final acceptance of the work, and after removal of protective polyethylene film, clean handrails and guardrails with mild detergent or with soap and water.
1) After cleaning, thoroughly rinse handrails and guardrails and wipe with soft cloth.
q. Erect guardrail straight, level, plumb, and true to the positions as indicated on the Drawings. Correct deviations from true line of grade, which are visible to the eye.
Metal Fabrications
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3. Steel pipe handrail and guardrail:
a. Anchor posts into concrete by grouting posts into galvanized steel sleeves embedded in concrete as indicated on the Drawings.
1) Do not cut reinforcing bars in concrete.
2) Where required to fasten guardrail to other construction, fasten as indicated on the Drawings.
4. Guardrail gates:
a. Install gate to be a vertical plane with the guardrail when in the closed position.
b. Install hinges so that each gate can swing 180 degrees from the closed position to the fully open position.
c. Install so that the gates swing to the walkway side of the guardrail only. 1) Install gate stops on the stationary railing posts to prohibit gates from swinging in the wrong direction.
d. Install gate frames, hinges, stops, and latches in conformance with OSHA minimum strength requirements.
E. Ladders:
1. Secure to supporting surface with bent plate clips providing minimum 8 inches between supporting surface and center of rungs.
2. Where exit from ladder is forward over top rung, extend side rails 3 feet 3 inches minimum above landing, and return the rails with a radius bend to the landing.
3. Where exit from ladder is to side, extend ladder 5 feet 6 inches minimum above landing and rigidly secure at top.
4. Erect rail straight, level, plumb, and true to position indicated on the Drawings:
a. Correct deviations from true line or grade which are visible to the eye.
F. Manhole frames and covers:
1. Installation: As recommended by Manufacturer.
G. Manhole steps:
1. Space as indicated on the Drawings.
H. Metal gratings:
1. General:
a. Allow 1/8-inch maximum clearance between ends of grating and inside face of vertical leg of shelf angles.
b. Horizontal bearing leg of shelf angles shall be 2 inches minimum. c. Install aluminum plate or angles where necessary to fill openings at changes in elevation and at openings between equipment and grating. d. Install angle stops at ends of grating.
e. Installed grating shall not slide out of rebate or off support. f. Weld stops in place, unless otherwise specified or indicated on the Drawings.
g. Top surfaces of grating sections adjacent to each other shall lie in same plane.
2. Aluminum grating:
a. Aluminum grating: Support on aluminum shelf angles or rebates.
3. Aluminum grating planks:
a. Support and install planks as specified for aluminum grating.
Metal Fabrications
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4. Steel grating:
a. Support on hot-dip galvanized structural steel shelf angles or rebates.
5. Heavy-duty steel grating:
a. Support on hot-dip galvanized structural steel rebates embedded and anchored in concrete.
b. Use for roadways, traffic areas, and where indicated on the Drawings.
I. Stairs:
1. General:
a. Install guard railings around stair wells as indicated on the Drawings or specified.
J. Stainless Steel:
1. Welding:
a. Passivate field-welded surfaces:
1) Provide cleaning, pickling and passivating as specified in this Section.
2) Clean using Derustit Stainless Steel Cleaner, or equal.
END OF SECTION
Preservative Pressure Treated Wood
06072-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06072 (DraftFinal) SECTION 06072
PRESERVATIVE PRESSURE TREATED WOOD
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Preservative pressure treatment of wood for protection against decay and termites, including:
a. Girders closer than 12 inches to exposed ground.
b. Framing, including wood sheathing, that rests on exterior foundation walls less than 8 inches from exposed earth.
c. Girder ends entering exterior masonry or concrete walls with less than 1/2-inch clear space on the top, sides, and end.
d. Wood subject to alternate wet and dry cycles.
1.02 REFERENCES
A. American Wood Protection Association (AWPA):
1. C1 - All Timber Products - Preservative Treatment by Pressure Processes.
2. C2 - Lumber, Timber, Bridge Ties, and Mine Ties - Preservative Treatment by Pressure Processes.
3. C9 - Plywood - Preservative Treatment by Pressure Processes.
4. M4 - Standard for the Care of Pressure-Treated Wood.
5. P5 - Standard for Waterborne Preservatives.
B. Federal Specifications (FS):
1. TT-W-571 - Wood Preservation: Treating Practices.
1.03 SUBMITTALS
A. Product data: Include identification of preservative properties, method of treatment, and expected service life.
B. ICC Evaluation Service, Inc., Evaluation Report meeting AC78-Acceptance Criteria for Copper-Quaternary Wood Preservative Treatment Systems.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Keep materials dry during delivery and storage. Protect materials against exposure to weather and from contact with damp or wet surfaces.
Preservative Pressure Treated Wood
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2.01 MANUFACTURERS
A. Preservative treatment materials:
1. One of the following or equal:
a. Chemical Specialties, Inc.
b. Osmose, Inc.
2.02 PRESERVATIVE TREATMENT MATERIALS
A. Arsenic and chromium free ammonium copper quaternary (ACQ) preservative produced in accordance with ACQ Preserve Standard ACQ - 94 and in accordance with AWPA P5:
1. Waterborne, nonstaining, nonblooming; free from crystals, flame-supporting residue, and properties detrimental to subsequent finishes when applied.
B. Cut members to shape or size prior to pressure treating whenever possible.
C. Apply preservative treatment in accordance with AWPA C1 and C2 to achieve penetration of minimum 1/4 inch with retainage of minimum treatment material in accordance with AWPA C2 for service conditions.
D. When pressure treated wood is cut, apply minimum of 2 saturating coats of same preservative as used in original pressure treatment on cut surface.
2.03 PRESERVATIVE TREATMENT
A. Shop pressure treat wood materials in accordance with FS TT-W-571.
B. Shop pressure treat materials requiring preservative treatment in closed cylinder in accordance with AWPA C2 for lumber and AWPA C9 for plywood. Retention of ACQ shall be as follows:
1. For wood subject to alternate wet-dry cycles: 0.25 pounds per cubic foot.
2. For wood in contact with concrete or masonry: 0.25 pounds per cubic foot.
3. For wood within 18-inches of the ground: 0.25 pounds per cubic foot.
4. For wood in constant contact with ground or water: 0.40 per cubic foot.
C. Redry wood to maximum moisture content of 19 percent.
PART 3 EXECUTION
3.01 SITE TREATMENT OF WOOD MATERIALS
A. Apply preservative treatment in accordance with the manufacturer’s instructions.
Redry to 19 percent moisture content.
B. Treat site-sawn ends in accordance with AWPA M4. Allow preservative to cure prior to placing members.
Preservative Pressure Treated Wood
06072-3 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06072 (DraftFinal) C. Redry wood to maximum 19 percent moisture content.
D. Allow preservative to cure prior to placing members.
3.02 INSTALLATION
A. Install wood in accordance with related work.
B. Discard treated wood which might impair quality of carpentry.
C. Do not rip or mill fire retardant treated lumber. Permit end cuts and drilling of holes adjoining cuts only.
END OF SECTION
Fire Retardant Treated Wood
06074-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06074 (DraftFinal) SECTION 06074
FIRE RETARDANT TREATED WOOD
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Fire retardant treated treatment for wood framing, decking, sheathing, and miscellaneous wood.
1.02 REFERENCES
A. American Wood Protection Association (AWPA):
1. C20 - Structural Lumber-Fire Retardant Treatment by Pressure Processes.
2. C27 - Plywood-Fire Retardant Treatment by Pressure Processes.
B. ASTM International (ASTM):
1. D3201 -Standard Test Method of Hygroscopic Properties of Fire Retardant Wood and Wood Base Products.
2. E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.
C. Federal Specifications (FS):
1. MIL-L-19140E - Lumber and Plywood, Fire Retardant Treated.
D. National Fire Protection Association (NFPA):
1. 255 - Standard Test Method for Surface Burning Characteristics of Building Materials.
E. Underwriters Laboratories, Inc. (UL):
1. 723 - Standard Test Method for Surface Burning Characteristics of Building Materials.
1.03 SUBMITTALS
A. Product data: Include National Evaluation Service Report discussing fire-retardant, strength, corrosion, and hygroscopic properties.
B. Manufacturer’s installation instructions.
1.04 QUALITY ASSURANCE
A. Employ services of treatment plant which is currently licensed by the manufacturer of treatment material.
B. Carbon steel, galvanized steel, aluminum, copper, and red brass in contact with fire retardant treated wood shall not corrode more than 1 mil per year when tested in accordance with FS MIL-L-19140E.
Fire Retardant Treated Wood
06074-2 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06074 (DraftFinal) C. Fire performance and strength properties of fire retardant treated wood shall be recognized by issuance of National Evaluation Service Report.
D. Fire-retardant treatment shall provide UL FR-S Classification.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Keep materials dry during delivery and storage. Protect materials against exposure to weather and from contact with damp or wet surfaces.
PART 2 PRODUCTS
2.01 MATERIALS
A. Type: Dricon, registered for use as wood preservative by the U.S. Environmental Protection Agency, and free of halogens, sulfates, ammonium phosphate, and formaldehyde.
B. Manufacturers: The following or equal:
1. Koppers Co., or Koppers Co.’s licensed producer.
2.02 FIRE RETARDANT TREATMENT
A. Treat wood in accordance with instructions of the fire retardant treatment materials manufacturer and AWPA C20 for structural lumber or AWPA C27 for plywood.
B. After treatment, kiln dry lumber to maximum moisture content of 19 percent and plywood to maximum moisture content of 15 percent so that fire retardant treated wood has equilibrium moisture content of not more than 25 percent when tested in accordance with ASTM D3201 procedures at 95 percent relative humidity and 80 degrees Fahrenheit.
C. Stamp fire-retardant lumber and plywood with UL FR-S rating stamp certifying 25 or less flame spread and smoke developed value, when tested in accordance with UL 723, ASTM E84, or NFPA 255.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install wood in accordance with related work.
B. Discard treated wood which might impair quality of carpentry.
C. Do not rip or mill fire retardant treated lumber. Permit end cuts and drilling of holes adjoining cuts only.
END OF SECTION
Rough Carpentry
06100-1 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) SECTION 06100
ROUGH CARPENTRY
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Carpentry normally not exposed to view, related metal items, and connectors.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. B18.2.1 - Square, Hex, Heavy Hex, and Askew Head Bolts and Hex, Heavy Hex, Hex Flange, Lobed Head, and Lag Screws (Inch Series).
2. B18.6.1 - Wood Screws (Inch Series).
B. American Softwood Lumber Standard (ASLS):
1. PS 20 -Softwood Lumber, Product Standard.
C. ASTM International (ASTM):
1. D226 - Standard Specification for Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing.
2. F1667 - Standard Specification for Driven Fasteners: Nails, Spikes, and Staples.
D. California Redwood Association (CRA):
1. Redwood Inspection Service (RIS).
2. Standard Specification for Grades of California Redwood Lumber.
E. U.S. Department of Commerce (DOC):
1. Voluntary Product Standard PS 1-07 - Structural Plywood.
F. West Coast Lumber Inspection Bureau (WCLIB):
1. Standard No. 17 - Grading Rules for West Coast Lumber.
G. Western Wood Products Association (WWPA):
1. Western Lumber Grading Rules.
1.03 SUBMITTALS
A. Shop Drawings.
B. Product data.
1.04 QUALITY ASSURANCE
A. Grade lumber in accordance with the following:
1. Douglas fir and larch lumber:
a. WCLIB grading rules.
Rough Carpentry
06100-2 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) b. WWPA grading rules.
c. ASLS PS 20.
2. Redwood lumber: CRA and RIS grading rules.
B. Stamp each piece of lumber with grade, species, and size.
C. Identify each panel of softwood plywood with appropriate APA grade-trademark.
Plywood shall be in accordance with DOC PS 1-07.
D. Grade lumber 2 inches, 3 inches, and 4 inches thick in accordance with ASLS PS 20.
Identify with grade name and species only without reference to paragraph numbers.
E. Grade lumber 6 inches and larger under provisions of the WWPA.
1. Identify with grade, species, and size.
2. Equivalent members graded by WCLIB will be accepted unless specifically excluded.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Cover products for protection from damage and moisture.
B. Stack lumber to permit good air drying. Position separators at each layer and between soil and first layer.
PART 2 PRODUCTS
2.01 WOOD
A. Minimum lumber grade requirements for framing and sheathing:
Classification Nominal Size Species and Minimum Grade
Studs 2 by 3, 2 by 4 DF-L Number 2 or construction
2 by 6, 2 by 8 DF-L Number 2
Roof Joists 2 by 6 through 2 by 14 DF-L Number 2
Floor Joists and Planking 2 by 6 through 2 by 14 DF-L Number 2 Headers, Beams, and Stringers 4 by 4 through 4 by 14 DF-L Number 1 6 by 6 through 6 by 14 DF-L Number 1 (WWPA 70-11)
Posts and Timbers 6 by 6 and larger DF-L Number 1
Boards 1 by DF-L Construction
Framing Lumber All sizes DF-L Number 2
Blocking and Bridging 2 by 3 through 2 by 14 DF-L Number 3 Miscellaneous All sizes DF-L Number 2
DF-L = Douglas fir - Larch (North) Grouping
B. Species shall be as specified, or any combination of species allowed by grading rules.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) C. Lumber 4 inches thick and less: Seasoned or kiln-dried with maximum 19 percent moisture.
D. Lumber thicker than 4 inches: Seasoned to minimize warping and twisting.
E. Lumber surfaces: Surfaced on four sides (S4S) unless otherwise specified or indicated on the Drawings.
F. Lumber shall be free of bow, warp, or twist. Pieces with serious defects will be discarded regardless of grading.
G. Sills, cants, and nailers for fascia for roofing: Preservative pressure-treated Number 2 or better Douglas fir.
H. Roof nailers: Use preservative pressure-treated Number 2 or better Douglas fir nailers for gravel stops at edges of roof and at roof expansion joints. Match thickness of nailers and roof insulation.
I. Wood in contact with concrete or masonry: Pressure treated as specified in Section 06072 - Preservative Pressure Treated Wood.
J. Fire-retardant treatment: As specified in Section 06074 - Fire Retardant Treated Wood.
2.02 PLYWOOD
A. Structural plywood: DOC PS 1-09.
B. Plywood with edges or surfaces permanently exposed to weather: Exterior type with exterior type glue, Grade A-C.
C. Plywood roof sheathing: Exterior type with exterior type glue, of thickness and grade as indicated on the Drawings.
D. Plywood sheathing exposed at overhangs: Exterior type plywood with exterior type glue, Grade A-C or better.
E. Miscellaneous plywood: Exterior type plywood of thickness indicated on the Drawings, Grade A-C, or as otherwise indicated on the Drawings.
F. Plywood for roof diaphragms and shear walls: As indicated on the Drawings.
2.03 ROUGH HARDWARE
A. Fasteners:
1. Nails: ASTM F1667, common wire nails or spikes with full head.
2. Bolts, nuts, and studs: ASME B18.2.1, hot-dip galvanized.
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3. Washers: Hot-dip galvanized square or round steel plate washers, or malleable iron washers with following dimensions:
a. Hot-dip galvanized square steel washers:
Bolt Diameter Washer Dimensions
1/2 inch 2-1/2 by 2-1/2 by 1/4 inches
5/8 inch 2-1/2 by 2-1/2 by 1/4 inches
3/4 inch 2-3/4 by 2-3/4 by 5/16 inches
7/8 inch 3-1/4 by 3-1/4 by 5/16 inches
1 inch 3-3/4 by 3-3/4 by 3/8 inches
b. Hot-dip galvanized round steel washers:
Bolt Diameter Washer Dimensions
1/2 inch 2-1/2 inch diameter by 1/4 inch
5/8 inch 2-3/4 inch diameter by 1/4 inch
3/4 inch 3 inch diameter by 5/16 inch
7/8 inch 3-1/2 inch diameter by 3/8 inch
1 inch 4 inch diameter by 7/16 inch
c. Round malleable iron washers:
Bolt Diameter Washer Dimensions
1/2 inch 2-1/2 inch diameter by 1/4 inch
5/8 inch 2-3/4 inch diameter by 5/16 inch
3/4 inch 3 inch diameter by 7/16 inch
7/8 inch 3-1/2 inch diameter by 7/16 inch
1 inch 4 inch diameter by 1/2 inch
4. Lag screws: ASME B18.2.1, hot-dip galvanized.
5. Wood screws: ASME B18.6.1.
6. Nails, screws, bolts, plates, and other fasteners exposed to weather or on building exteriors shall be hot-dip galvanized or of Series 300 stainless steel.
7. Anchor bolts, concrete anchors, flush shells, and powder actuated fasteners:
As specified in Section 05120 - Structural Steel Framing.
8. Sheet metal connectors:
a. Manufacturers: One of the following or equal:
1) Simpson Strong-Tie Co., Inc.
2) USP Structural Connectors.
b. Material: Sheet steel, hot-dip galvanized after fabrication. c. Model numbers: As indicated on the Drawings.
d. Nails, typical: Common, hot-dip galvanized.
e. Nails, joist hanger: Special, hot-dip galvanized, providing full building code as specified in Section 01410 - Regulatory Requirements, lateral load resistance values for common nails.
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06100-5 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) B. Miscellaneous hardware:
1. Clamps, expansion screws, anchors, and plates: Standard products of established manufacturers of proper size and strength to adequately fasten, support, and maintain members in place.
2. Hardware exposed to weather or on building exteriors: Hot-dip galvanized.
C. Building paper: ASTM D226, unperforated, No. 15 unless otherwise indicated.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that conditions are satisfactory for installation of products as specified in the Agreement and Contract RFP in Volumes 1 and 2.
3.02 GENERAL
A. Notch, cope, and miter meeting members so meeting members have full bearing without overcutting or undercutting.
B. Accurately cut, fit, and frame lumber.
3.03 SILLS AND PLATES
A. Install 2 layers of building paper under sills and members fasten to concrete or masonry.
B. Secure sills to foundation as indicated on the Drawings. When not indicated on the Drawings, anchor sills with 1/2-inch diameter hot-dip galvanized anchor bolts at 4-foot centers and within a minimum of 6 inches from each end of each member.
C. Set plates on top of masonry and concrete walls level and in same plane.
D. Anchor plates to masonry or concrete with anchor bolts of size and spacing indicated on the Drawings. Install anchor bolt within 6 inches of member ends.
E. Use cement grout, when necessary, to ensure full bedding and leveling of plates.
3.04 WALLS
A. Erect walls plumb and true to line.
B. Frame walls and partitions with studs of sizes and spacing indicated on the Drawings and at not greater than 16 inches on center.
C. Provide double studs at openings and triple studs at corners.
D. Provide double plates at top of wall studs, arranging to form continuous horizontal ties. Splice individual plates and stagger ends of double plates.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) E. Provide two 2-by-6 lintels for openings up to 48 inches and two 2-by-8 lintels for openings from 48 inches to 72 inches.
F. Frame openings for large pipes and ducts and for receiving recessed work in partitions without cutting structural members.
G. Place nailing blocks and backing necessary for attachment of ground, trim, fixtures, and miscellaneous items. Cut, fur, and install backing required for plumbing and heating pipes, fixtures, and electrical work.
H. Provide fire retardant pressure-treated wood within metal-framed partitions and furring.
I. Provide blocking for attaching paneling, trim, and similar items to framing.
J. Do not cut wood beams or joists and plates in bearing walls for passage of pipes.
K. Coordinate requirements for sleepers for mechanical equipment and curb openings with work of other Sections for locations and sizes.
L. Firestopping:
1. Where required by governing codes, install continuous row of fire stop blocking in stud walls and partitions at ceilings and floor levels and at maximum 10 feet spacing. Form complete and effective separation for entire width of wall or partition.
2. Use fire stop blocking with minimum 2 inches nominal thickness and same width as studs.
3. Fill openings in firestops with other firestopping materials specified in Section 07840 - Firestopping.
3.05 ROUGH HARDWARE
A. Provide nailing as indicated on the Drawings or in accordance with Fastening Schedule specified in building code, as specified in Section 01410 - Regulatory Requirements, whichever is more stringent. Do not use box and sinker nails.
B. Install bolts and other fastenings as indicated on the Drawings or in accordance with building code as specified in Section 01410 - Regulatory Requirements, whichever is more stringent.
C. Prebore nail holes where required to avoid splitting of wood members. Remove and replace split pieces.
D. Prebore holes for screws and lag screws, then screw into place. When wood screws and lag screws are defective because they have been driven into place with hammer, replace wood members involved with new members.
E. Drill holes for bolts 1/32-inch larger than bolt shank unless otherwise indicated on the Drawings.
F. Perform final bolting after structural members have been properly aligned.
Rough Carpentry
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06100 (DraftFinal) G. Place washers under heads of bolts and nuts and heads of lag screws bearing on wood. Align exposed bolts.
H. Power nailing will be permitted where nails are as specified and provided installation does not mar or damage wood members.
1. Nails shall have full head.
2. Do not overdrive nails.
I. Drive nail heads for plywood diaphragms flush with plywood surface. Where nails have been overdriven in plywood panel, remove and replace plywood, nails, and damaged supporting members.
1. Use common nails unless otherwise indicated on the Drawings.
END OF SECTION
Shop-Fabricated Wood Trusses
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06174 (DraftFinal) SECTION 06174
SHOP-FABRICATED WOOD TRUSSES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Wood trusses, including bridging, temporary and permanent bracing, associated components, and accessories.
1.02 REFERENCES
A. American Forest and Paper Association (AF&PA):
1. National Design Specification for Wood Construction.
B. ASTM International (ASTM):
1. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot Dip Process.
C. Truss Plate Institute (TPI):
1. National Design Standard for Metal Plate Connected Wood Truss Construction.
1.03 SUBMITTALS
A. Furnish Submittals as specified in Section 01330 - Submittal Procedures.
B. Shop Drawings: For each type and size truss, include:
1. Species and grades of lumber used.
2. Design loadings.
3. Design calculations for trusses and connections.
4. Pitch, span, and spacing of trusses.
5. Metal plate connectors, gauges, sizes, and name of manufacturer.
6. Bearing and anchorage details.
7. Truss supports.
8. Camber.
9. Permanent bracing and bridging.
10. Details of field splice connections of subcomponents.
C. Product data.
D. Handling and erection instructions.
E. Design data.
F. Certificates.
Shop-Fabricated Wood Trusses
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1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of wood trusses for minimum 5 years with satisfactory performance record.
B. Lumber shall bear grade mark stamp of recognized grading association or licensed lumber inspection agency.
C. Fabricate trusses and other roof structural components in properly equipped manufacturing facility of permanent nature.
D. Employ only experienced workmen, using precision cutting and truss fabricating equipment, under direct supervision of qualified foreman.
E. Fabricate trusses under strict rules of inspection and quality control.
F. Erector qualifications: Erector of wood trusses on minimum 5 projects of similar scope as the Project with satisfactory performance record.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Handle fabricated trusses and subassemblies with care so trusses are not subject to damage.
B. When trusses are stockpiled or stored prior to erection, set trusses in vertical positions, resting upon temporary bearing supports and braced so trusses will not be subject to unusual bending or tip over.
C. Provide means for adequate distribution of concentrated loads so carrying capacity of trusses are not exceeded.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Design and fabricate wood trusses in accordance with:
1. AF&PA - National Design Specification for Wood Construction.
2. TPI - National Design Standard for Metal Plate Connected Wood Truss Construction.
2.02 LUMBER
A. Species and grades: In accordance with stress ratings for species and grades in grading rules of appropriate lumber association or as listed in referenced quality assurance standards, unless otherwise indicated on the Drawings.
B. Moisture content: Within limits as stipulated in quality assurance standards, but not exceeding 19 percent or less than 7 percent at time of fabrication.
C. Nominal sizes: As indicated on the Drawings.
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2.03 LIGHT METAL PLATE CONNECTORS
A. Connector plate shall have series of nail-like projections.
B. Practically parallel side throughout their length.
C. No offsets, except at ends. Ends shaped to blunt points or wedges.
D. Lengths not less than 5 times their greater width.
E. Form which permits projections to separate rather than to cut wood fibers in accordance with accepted nailing techniques.
F. Minimum 20 gauge, ASTM A653, Grade 33, sheet steel, hot-dip galvanized in accordance with ASTM A653, G60 coating designation.
G. Yield strength: Minimum 33,000 pounds per square inch.
H. Ultimate tensile strength: Minimum 48,000 pounds per square inch.
I. Corrosion-resistant coating: Minimum 1.25 ounces per square foot.
J. Stamp manufacturer’s name on each plate connector.
2.04 FIELD CONNECTIONS
A. One of the following, as required for trusses:
1. Nail-on splice plates.
2. Plates bolted connections with steel side.
2.05 TRUSS FABRICATION
A. Cut truss members accurately to length, angle, and true to line to ensure tight joints for finished truss.
B. Brush apply 2 coats of wood preservative on members in contact with sheet metal and cementitious materials.
1. Protect sawn ends.
C. Place truss members jigs with members tightly clamped in place until.
1. For trusses fabricated using 2x members: Plate connectors have been pressed into lumber simultaneously on both sides of joints.
D. Do not allow open joints which depend on stiffness of metal connector plates to transmit stresses of improperly fitted joints.
E. Build camber into trusses, as indicated on the Drawings, by properly positioning members in fabrication jigs.
F. Permanently stamp each truss with name and address of truss fabricator.
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3.01 EXAMINATION
A. Verify that conditions are satisfactory for erection of products as specified in the Agreement and Contract RFP in Volumes 1 and 2.
3.02 PREPARATION
A. Where field assembly of truss subcomponents is necessary, make approved connections.
3.03 ERECTION
A. Set and secure wood trusses level, plumb, and in correct locations.
B. Install erection bracing to hold trusses true and plumb and in safe condition until permanent truss bracing and bridging can be solidly fastened in place.
C. Keep horizontal bending of trusses to minimum.
D. Ensure truss ends have sufficient bearing area.
E. Install permanent bracing and bridging, and permanently fasten components before application of live loads.
F. Connect continuous lines of 2x minimum bridging to trusses at chord members during erection stage. Provide 1 line along top and 1 line along bottom chord.
G. Erect trusses with top and bottom chords in true vertical alignment.
H. Align top chords of trusses parallel to each other and straight with no point in plane on top chords more than 3/8 inch out of true horizontal line.
I. Do not cut or alter truss members.
END OF SECTION
Fiberglass Reinforced Plastic Fabrications
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FIBERGLASS REINFORCED PLASTIC FABRICATIONS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Fiberglass reinforced plastic fabrications including:
a. Grating.
1.02 REFERENCES
A. American Water Works Association (AWWA):
1. F 102 - Matched-Die-Molded, Fiberglass-Reinforced Plastic Weir Plates, Scum Baffles, and Mounting Brackets.
B. ASTM International (ASTM):
1. D635 - Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position.
2. D638 - Standard Test Method for Tensile Properties of Plastics.
3. D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.
4. D2583 - Standard Test Method for Indentation of Hardness of Rigid Plastics by Means of a Barcol Impressor.
5. E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.
C. United States Department of Agriculture (USDA).
D. United States Department of the Interior:
1. Bureau of Reclamation (USBR):
a. ISO 9826 - Water Measurement Manual, Measurement of Liquid Flow in Open Channel.
1.03 SUBMITTALS
A. Submit general arrangement and fabrication drawings, calculations, and elements of the design for grating and stairs.
B. Product Data.
C. Manufacture's Installation Instructions.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Parshall flume liner: Provide temporary bracing for liner to ensure maintenance of dimensions during shipment. Maintain bracing in place for installation.
Fiberglass Reinforced Plastic Fabrications
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2.01 PLATES
A. Accessories:
1. Washers: Of same material as weirs, with surfaces smooth, free of voids, and without dry spots and crazes.
2. Assembly hardware: Concrete anchors as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
2.02 GRATING AND STAIR TREADS
A. Manufacturers: One of the following or equal:
1. Fibergrate Composite Structures, Safe-T-Span.
2. Strongwell, Duradek.
B. Materials:
1. Core: Unidirectionally aligned glass fibers.
2. Mat: Submit standard corrosion liner.
3. Veil: Submit standard corrosion liner.
4. Ultraviolet stabilizer: Added to the exterior surfaces in the type and amount recommended by the resin manufacturer.
5. Resin: Fire retardant premium vinyl ester, antimony trioxide or pentoxide added to meet Class I flame spread rating of ASTM E84 and self-extinguishing requirements of ASTM D635.
6. Manufacturers: One of the following or equal:
a. Dow Derakane 530.
b. Ashland Hetron 992.
c. Interplastic VE 8400.
d. Reichhold Dion VER 9300FR.
7. Color: Grey or as indicated on the Drawings.
8. Anti-slip coating: Permanently bonded grit of selected color.
C. Design criteria and chemical exposure:
1. Deflection and concentrated load: Maximum 0.15 inch at span of 48 inches under concentrated load of 250 pounds.
2. Deflection and uniform distributed load: Capable of carrying uniform distributed load of 100 pounds per square foot on simple span of 43 inches without deflecting more than 0.25 inches.
3. Weight: Maximum 2.3 pounds per square foot for 2-inch high grating with open area of minimum 50 percent.
4. Suitability: Use stairs and grating suitable for use in environments containing chlorine and sulfuric acid solutions at the temperatures and concentrations specified for the application.
D. Components:
1. Bearing bars: I-bars, depth as indicated on the Drawings, I-bars spaced at 1-3/16 inch on center.
2. Cross bars: 3/8-inch diameter spaced at 6 inches on center.
3. Hold downs, connectors, and accessories: As recommended by grating manufacturer.
Fiberglass Reinforced Plastic Fabrications
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/06611 (DraftFinal) E. Fabrication:
1. Produce grating bearing and cross bars by pultrusion process. Do not use hand lay-up construction methods.
2. Coat ends of grating with resin.
3. Fabricate single sections for each span. Do not clamp 2 or more grating sections together within spans.
4. Type 316 stainless steel plates and angles at openings:
a. Install 5/8-inch thick plate or angle where required to fill openings at changes in elevation and at openings between equipment and grating. b. Install angle stops at ends of grating to prevent grating from sliding.
5. Maximum 1/8-inch clearance allowed between ends of grating and inside face of vertical leg of support angles.
F. Cutouts:
1. Provide where required for equipment access or penetrations, including valve operators, stems, and gate frames.
2. Seal cut edges with resin.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that conditions are satisfactory for installation of products as specified in the Agreement and Contract RFP in Volumes 1 and 2.
3.02 ERECTION AND INSTALLATION, GENERAL
A. Install products where indicated on the Drawings in accordance with manufacturer's printed instructions.
END OF SECTION
Water Repellents
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WATER REPELLENTS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Water repellent for concrete masonry.
1.02 REFERENCES
A. International Union of Testing and Research Laboratories for Materials and Structures:
1. RILEM Test Method No. 11.4 - Measurement of Water Absorption Under Low Pressure.
B. South Coast Air Quality Management District (SCAQMD):
1. Rule 1168 - Adhesive and Sealant Applications.
1.03 DEFINITIONS
A. Water repellent: Resistance to penetration of water from rainfall.
1.04 SUBMITTALS
A. Product data.
B. Samples: Water repellent applied on 8-inch by 8-inch substrates to receive water repellent, marked with application date and application rate.
C. Manufacturer's application instructions.
1.05 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of water repellents for minimum of 5 years with satisfactory performance record.
B. Applicator qualifications: Trained, approved, and accepted by water repellent manufacturer.
C. Spray personnel qualifications: Minimum 2 years of experience spraying exotic coatings.
D. Regulatory requirements: Comply with volatile organic compound regulations.
E. Mock-ups:
1. Apply water repellent on 8-foot by 8-foot mock-up walls. Use same equipment and procedures that will be used in applying material on walls.
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2. Test mock-up for water penetration 30 days after applying water repellent in accordance with field quality control.
3. When accepted by the Engineer, mock-up walls will be standard for walls.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to site in manufacturer's original containers with seals unbroken and labeled with manufacturer's batch number.
B. Store materials in original, unopened containers in compliance with manufacturer's printed instructions.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Sealants in compliance with SCAQMD Rule 1168.
B. Apply water repellent under temperature and relative humidity conditions before, during, and after application in accordance with manufacturer's instructions.
C. Allow surfaces to dry for minimum 5 days after rains.
1.08 PROJECT CONDITIONS
A. Make proper material allowance based upon substrate material and surface configuration when determining quantities of material.
1.09 WARRANTY
A. Warrant to furnish and apply water repellent on walls that experience water penetration because of failure of water repellent for minimum 5 years.
1.10 MAINTENANCE
A. Extra materials: Deliver water repellent in manufacturer's original unopened containers to Owner that equals minimum 1 percent of material supplied.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Water repellent sealer:
1. One of the following or equal:
a. Rainguard Products.
b. ProSoCo, Inc.
2.02 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements: Surfaces with water repellent shall be uniform in color with unaltered texture.
Water Repellents
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2.03 MATERIALS
A. Water repellent sealer for concrete and concrete masonry: Silane/siloxane; volatile organic compound compliant; free of silicone oils, paraffin wax, or urethanes.
1. Manufacturers: The following or equal:
a. Rainguard, Blok-Lok™.
B. Anti-graffiti coating:
1. Manufacturers: The following or equal:
2. Rainguard, REGULAR.
2.04 EQUIPMENT
A. Spray equipment: High-volume, low-pressure, airless, with maximum 60 pounds per square inch pressure:
1. Pump: Non-atomizing, able to flow material on walls at minimum 1 to 1-1/2 gallons per minute.
2. Orifice size for concrete, slump block, exposed concrete aggregate, and cement plaster: 0.060 to 0.110 inches.
3. Orifice size for brick, clay brick tile, brick veneer, stone, and wood:
0.060 inches.
PART 3 EXECUTION
3.01 EXAMINATION
A. Carefully inspect installed construction. Verify that construction is ready for repellent application.
B. Require manufacturer's representative to verify that water repellent may be installed.
3.02 PREPARATION
A. Allow concrete or masonry walls to cure at least 30 days before applying water repellent.
B. Clean wall surfaces of soil, mud, efflorescence, or other detrimental materials.
C. Tuck-point or caulk cracks, other than hairline cracks.
D. Route out defective mortar joints, point with mortar and tool.
E. Moisture content: Apply water repellent sealer when moisture content of substrate is 15 percent or less.
F. Test substrate surfaces for moisture content with "Electronic Moisture Register - Model B." Take 1 reading for each 200 square feet of wall area and tabulate results.
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3.03 APPLICATION ON CONCRETE, AND CONCRETE MASONRY
A. Apply water repellent in accordance with manufacturer's printed instructions.
B. Apply flood coat using low-pressure spray equipment.
C. Start at top of wall and work down using overlapping horizontal passes.
D. Hold spray head 8 to 10 inches from surface so saturation coat runs freely down wall 6 to 10 inches below point of application on most substrates.
E. Spray by traveling horizontally to ensure uniform coverage.
F. Overlap each following pass by centering spray head on bottom line of the previous pass.
G. Trigger gun off at end of each pass to avoid applying excessive amount of material.
Do not over apply.
H. Avoid application in hot or windy weather as premature drying can cause whitish residue on walls.
3.04 FIELD QUALITY CONTROL
A. 20 days after application, test water repellent on CMU surfaces using RILEM Test Method No. 11.4:
1. Contractor shall perform a 20-minute RILEM baseline test on dry untreated CMU units of each type to receive water repellent. Test results (water loss in milliliter) shall be compared to CMU units in walls after water repellent application.
2. On water repellant coated CMU, a RILEM tube test resulting in 5 milliliter or less after 20 minutes is necessary to qualify for 5-year warranty.
B. Notify the Engineer and manufacturer at least 72 hours in advance of test.
C. Where tested wall areas fail to pass RILEM tube test, apply additional coat of water repellent on entire wall from corner to corner.
D. Test all locations where directed by the Engineer.
3.05 CLEANING
A. Concrete, concrete masonry, and exposed concrete aggregate: Clean drips, runs, and overspray residue while still wet, using detergent and water. Clean application and spray equipment with detergent and water immediately following use.
B. Clean application and spray equipment according to the manufacturer's recommendations.
C. Remove excess materials, equipment, and debris incidental to water repellent application upon completion.
Water Repellents
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3.06 PROTECTION
A. During application, protect water repellent treated and adjacent surfaces from damage.
B. Protect glass, aluminum, and other surfaces from overspray.
C. Protect concrete sidewalks from runoff. Soak with water immediately prior to application on adjacent walls.
D. Repair damaged areas promptly.
END OF SECTION
Roof and Deck Insulation
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ROOF AND DECK INSULATION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Roof and deck insulation and associated accessories.
1.02 REFERENCES
A. ASTM International (ASTM):
1. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
2. D41- Standard Specification for Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing.
3. D312 - Standard Specification for Asphalt Used in Roofing.
B. National Roofing Contractors Association (NRCA).
C. Underwriters Laboratories, Inc. (UL).
1.03 SUBMITTALS
A. Product data.
B. Samples: Include 6-inch square samples of each type and thickness of insulation required.
C. State thickness and R-value of insulation to be provided at each building.
D. Manufacturer's installation instructions: Include the following:
1. Indicate special environmental conditions required for installation.
2. Indicate adhesive recommendations.
3. Indicate fastener recommendations and attachment pattern to meet specified requirements.
4. Indicate installation techniques.
E. Certificates:
1. Certify that products meet or exceed specified requirements.
2. Certify that insulation is approved by manufacturer for use with specified roofing materials.
F. Manufacturer's field reports.
G. Warranty.
Roof and Deck Insulation
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1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of proposed product for minimum 5 years with satisfactory performance record.
B. Installer qualifications:
1. Manufacturer-approved installer of products similar to specified products on minimum 5 projects of similar scope as Project with satisfactory performance record.
2. Committed to complying with manufacturer's specifications and NRCA recommendations.
3. Committed to assuming undivided responsibility for roof insulation, roofing membrane and sheet metal flashing, and trim associated with roofing.
C. Product compatibility: Provide roofing manufacturer approved roof insulation.
D. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products in accordance with manufacturer's instructions.
B. Label asphalt containers with certification of full compliance with requirements of ASTM D312, Table 1, and indicating equiviscous temperature, finished flowing temperature, and flash point.
C. Store roof system materials on pallets or dunnage at least 4 inches above ground and suitably covered to protect from weather.
1.06 SEQUENCING AND SCHEDULING
A. Apply no more insulation than can be completely covered with roofing membrane on the same day.
B. When installation of insulation and roof membrane cannot be completed within same day, install temporary water cutoffs at end of day's work and remove cutoffs prior to resumption of work.
1.07 WARRANTY
A. Manufacturer's warranty: Minimum 10 years to correct defective roofing materials, including installation.
B. Roofer's warranty: Minimum 2 years to correct defective workmanship.
Roof and Deck Insulation
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2.01 MATERIALS
A. Synthetic roofing underlayment:
1. Self-adhering underlayment for protection from wind, rain, water, snow, and ice damns.
2. Manufacturers: The following or equal:
a. Roofing Corp., equivalent product.
B. Composite roof insulation:
1. Closed cell polyisocyanurate foam core bonded to universal fiberglass reinforced facers.
2. Utilizing environmentally compliant blowing agent.
3. Manufacturers: One of the following or equal:
a. GAF, Energyguard Ultra Polyiso Insulation 20.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that deck is properly graded to outlets.
B. Verify that deck surfaces are clean, dry, and where required, coated with primer.
3.02 FIELD QUALITY CONTROL
A. Roof insulation which becomes wet or damaged shall be removed and replaced with solid, dry insulation, unless installer provides written acceptance of the damaged insulation from the roofing manufacturer, whose warranty shall cover the system.
B. Inspections: Roof membrane manufacturer, whose warranty shall cover complete roof assembly, shall provide supervision and inspection necessary to secure warranty.
END OF SECTION
Standing Seam Sheet Metal Roofing
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STANDING SEAM SHEET METAL ROOFING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Preformed metal roofing, fascia, and associated accessories.
1.02 REFERENCES
A. ASTM International (ASTM):
1. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
2. B32 - Standard Specification for Solder Metal.
3. D2626 - Standard Specification for Asphalt-Saturated and Coated Organic Felt Base Sheet Used in Roofing.
B. NSF International (NSF).
1.03 DELEGATED DESIGN
A. As specified in Section 01357 - Delegated Design Procedures.
B. Provide delegated design for the following:
1. Roofing sheet material thickness.
2. Connection of roofing sheets to support/hold-down clips.
3. Strength, details, and locations of roofing support/hold-down clips.
4. Connection of roofing support/hold-down clips to supporting structural elements.
1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Shop drawings: Include thicknesses and dimensions of parts, fastening and anchoring methods, details and locations of seams, joints, and other provisions for thermal movement. Show plans and elevations at minimum scale of 1/4 inch to 1 foot, and details at minimum scale of 3 inches to 1 foot.
C. Product data: Include standard color and finish options.
D. Samples: Include 8-inch square samples of color and finish on specified substrate.
E. Manufacturer's installation instructions.
F. Certificates.
G. Manufacturer's approval of installer and shop drawings.
Standing Seam Sheet Metal Roofing
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I. Warranty.
1.05 QUALITY ASSURANCE
A. Installer qualifications: Manufacturer-approved installer of products similar to specified products on minimum 5 projects of similar scope as Project with satisfactory performance record.
B. Exposed sheet metal material used for roofing including roofing panels, flashings, closures, and other trim shall be product of 1 manufacturer.
C. Other materials shall be products approved or recommended by roofing system manufacturer.
D. Deliver, store, and handle products in accordance with manufacturer's recommendations.
1.06 WARRANTY
A. Roofing: Warrant to maintain roof, including flashings, in watertight condition and to maintain finish free from change in color or physical deterioration for minimum 5 years limited to ordinary wear and tear by elements or defects due to faulty materials and workmanship.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Regulatory requirements:
1. Comply with the building code specified in Section 01410 - Regulatory Requirements.
B. Design and detailing:
1. Design to withstand the following loads, and additional loads indicated on the Drawings.
a. Dead loads.
b. Live loads: Minimum 20 pounds per square foot.
1) Reductions in uniform live load based on tributary area are not allowed.
c. Load specified in Section 01850 - Design Criteria.
1) Seismic load.
2) Wind load.
2. Load combinations: As required by the building code.
3. Roofing system shall be suitable for wet reservoir environment.
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2.02 MANUFACTURERS
A. Preformed metal roofing:
1. One of the following or equal:
a. IMSA Building Products.
b. Metal Sales Manufacturing Corp.
c. Berridge Manufacturing Co.
2.03 PREFORMED METAL ROOFING
A. Batten type, sheet steel roofing system including:
1. Fascia, flashing, and sealants.
B. Batten spacing: 16 inches on center.
2.04 EXPOSED COMPONENTS
A. Sheet steel:
1. ASTM A653, G90 minimum coating designation, minimum 22 gauge.
B. Finish: PVDF Kynar 500.
C. Surfaces must be prepared in accordance with coating manufacturer's recommendations.
1. Color: As selected by Owner from manufacturer's standard colors.
2.05 ACCESSORIES
A. Underlayment: ASTM D2626, asphalt-saturated and coated organic felt, minimum 28 pounds.
B. Hold-down clips: Stainless steel of type that will allow thermal movement of roof panels.
C. Closures: System manufacturer's standard neoprene blocks shaped to fit roof metal profile.
D. Fasteners:
1. Nails, screws, rivets, and other fasteners: Stainless steel or alloy appropriate to roofing metal.
2. Nails: Ringed or twisted shank type, of lengths required.
3. Screws: Stainless steel pan head wood or sheet metal screws for use with hold-down clips.
E. Sealant: As specified in Section 07900 - Joint Sealants, unless recommended otherwise by panel manufacturer.
Standing Seam Sheet Metal Roofing
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2.06 FABRICATION
A. Panels:
1. Fabricate with upturned edges to form standing seam joints with minimum 1-1/2-inch high edges.
2. Fabricate to extend from eaves to ridge in a single length, with no end laps.
B. Battens: Approximately 1-1/2 inches square, and evenly spaced approximately 16 inches on center.
C. Ridge, hips, eaves, rakes, fascia, coping, and other exposed flashings: Form of sheet steel matching roofing to provide weathertight roofing system.
D. Form sheets, battens, strips, cleats, valleys, ridges, edge treatments, integral flashings, gutters, downspouts, and other components to profiles indicated on the Drawings and required for permanent leakproof construction.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify dimensions at structure where roofing will be installed.
B. Verify that substrate is firm, dry, and free of foreign materials.
3.02 PREPARATION
A. Clean and repair adjoining surfaces when necessary for proper installation of preformed metal roofing panels.
3.03 UNDERLAYMENT
A. Apply single-ply of underlayment, lapped shingle fashion, with Kraft paper side up, 3-inch head laps and 6-inch side laps, and cover with slip sheet similarly lapped.
B. Hold underlayment in place with minimum number of fasteners.
C. Install no more underlayment than can be covered by metal roofing in a single day.
3.04 ROOFING
A. Install roofing in accordance with manufacturer's recommendations.
B. Lay out pattern to place batten seams equidistant from corners and aligned with seams on other side of hip or ridge.
C. Start installation from eaves.
D. Secure roofing panels in place with concealed clips and fasteners.
1. Exposed fasteners through roof panels, batten covers, and flashings shall not be used.
Standing Seam Sheet Metal Roofing
07415-5 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/07415 (DraftFinal) E. Locate clips in joints within 6 inches of panel ends.
F. At eaves, cut upturned edges and bend panel down to form fascia.
G. At intersections of roof slope with ridge and hips, turn up edges of roof panels 1 inch.
H. Form cross seams with 3/4-inch fold-under on lower end and 2-inch fold-over on upper end.
I. Slit folds in cross seams at each corner 1 inch in from batten to form tab.
J. Hook hold-down cleats, fold on lower end of panel into fold on upper end of underlaying panel.
K. Exposed batten ends to have neoprene closures or watertight cap.
L. Form valleys of sheets not exceeding 10 feet in length.
M. Lap joints 6 inches in direction of drainage.
N. Extend valley sheet minimum of 6 inches under roofing sheets.
O. At valley, double fold valley and roofing sheets and secure with cleats spaced 18 inches on center.
P. Install ridge and hip covers securely in place using Z closer clips and fasteners.
Q. Seal joints where necessary for watertightness.
R. Completed roof shall be watertight.
S. Exposed surfaces shall be free of dents, scratches, abrasions, stains, and other visible defects.
END OF SECTION
Roof Hatches
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ROOF HATCHES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Roof hatches.
1.02 REFERENCES
A. American National Standards Institute (ANSI).
1.03 SUBMITTALS
A. Product data: Indicate general construction, configurations, and jointing methods.
B. Shop drawings: Show locations, sizes, fastening methods, and installation details.
C. Manufacturer's Installation Instructions.
1.04 WARRANTY
A. As specified in Section 01783 - Warranties and Bonds.
B. Special warranty:
1. Duration: 5 years warranty on product defects.
PART 2 PRODUCTS
2.01 ROOF HATCHES
A. Manufacturers: One of the following or equal:
1. The Bilco Co.
2.02 BI-FOLD DOUBLE LEAF FOR EQUIPMENT ACCESS
A. Size:
1. Equipment access applications:
a. Nominal size: 84 inches by 84 inches.
b. Cover opening angle: 90 degrees.
B. Cover and curb:
1. Material:
a. Exterior surface and curb material:
1) Minimum 14-gauge aluminum.
b. Interior surface material:
1) Minimum 18-gauge aluminum liner.
Roof Hatches
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2. Cover:
a. Corners:
1) 3-inch beaded flange and welded.
2) Weathertight corners.
b. Insulation:
1) Nominal 1-inch thick fiberglass.
3. Curb:
a. Height: Minimum 12 inches.
b. Insulation: 1-inch thick fiberboard on outside.
c. Flange: Minimum 3-1/2-inch with holes for fasteners, and welded, weathertight corners.
4. Curb and roofing interface:
a. Metal roofing:
1) Conform to configuration of roofing with self-draining feature to prevent water damming between ribs of roof panels, and welded, weathertight corners.
C. Finish:
1. Aluminum hatches: Mill finish.
D. Hardware:
1. Heavy pintle hinges.
2. Compression spring operators enclosed in telescopic tubes.
3. Positive snap latch with turn handles, both inside and outside.
4. Padlock hasps, both inside and outside.
5. Gasket:
a. EPDM rubber gasket adhered to the liner.
6. Automatic hold-open arm with red vinyl grip handle capable of 1-hand release.
7. Enclosed 2-point spring latch as recommended by manufacturer.
E. Latch hardware:
1. Hardware including latch assembly, inside and outside padlock hasps, arm guide bracket, lifting mechanism bracket, hinges, hinge pins, hold open arm, lock strike casting, springs, spring tubes, shoe castings, and fasteners.
2. Type 316 stainless steel.
PART 3 EXECUTION
3.01 INSTALLATION
A. Hatch quantities and locations shall be as indicated on the Drawings.
B. Install roof hatches in accordance with manufacturer's instructions.
1. Coordinate with installation of roofing system and related flashing.
2. Provide weathertight installation.
C. Paint hatch as specified in Section 09960 - High-Performance Coatings.
END OF SECTION
Firestopping
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FIRESTOPPING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: The requirements for providing firestopping.
1.02 REFERENCES
A. ASTM International (ASTM):
1. E814 - Standard Test Methods for Fire Tests of Penetration Firestops Systems.
B. International Conference of Building Officials (ICBO).
C. Underwriters Laboratories, Inc. (UL).
1.03 SUBMITTALS
A. Product data: Submit manufacturer's data and installation instructions.
PART 2 PRODUCTS
2.01 MATERIALS
A. Firestopping:
1. Intumescent material capable of expanding up to 8 to 10 times when exposed to temperatures over 250 degrees Fahrenheit.
2. Product shall be UL classified and have ICBO approved fire resistance rating up to 3 hours in accordance with ASTM E814.
PART 3 EXECUTION
3.01 INSTALLATION
A. Fill and seal holes or voids in fire rated floors and walls including pipes penetrating between buildings with acceptable firestopping material in accordance with manufacturer's instructions:
1. Penetrations shall be free of dirt and debris.
2. Dam penetrations, if required, with an acceptable material.
Firestopping
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/07840 (DraftFinal) B. Apply firestopping material to the penetration using a caulking gun, putty knife, or other normal trade tools:
1. Provide minimum 1/2-inch caulk or putty for 2-hour fire rating with metal pipe.
2. Provide minimum 1-inch caulk or putty for 3-hour rating with metal or insulated metal pipe.
C. Normal curing time is 7 days; however, seal shall be immediately functional, providing cold smoke, water, and fire seal.
D. Remove damming materials if necessary after cure.
3.02 CLEANING
A. Clean surrounding areas after installation in compliance with manufacturer's instructions.
END OF SECTION
Joint Sealants
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JOINT SEALANTS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Acrylic-Latex sealant.
2. Precast concrete joint sealant.
3. Silicone sealant.
4. Synthetic rubber sealing compound.
5. Synthetic sponge rubber filler.
6. Related materials.
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):
1. M198 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.
B. ASTM International (ASTM):
1. C920 - Standard Specification for Elastomeric Joint Sealants.
2. C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.
3. C1330 - Standard Specification for Cylindrical Sealant Backing for Use with Cold Liquid-Applied Sealants.
4. C1521 - Standard Practice for Evaluating Adhesion of Installed Weatherproofing Sealant Joints.
5. D412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension.
6. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomer.
1.03 SUBMITTALS
A. Product data.
B. Samples, include color selections.
C. Manufacturer's Installation Instructions.
D. Warranty.
1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of proposed product for minimum 5 years with satisfactory performance record.
Joint Sealants
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/07900 (DraftFinal) B. Installer qualifications: Manufacturer approved installer of products similar to specified products on minimum 5 projects of similar scope as Project with satisfactory performance record.
1.05 PROJECT/SITE CONDITIONS
A. Environmental requirements: Do not apply sealant on wet or frosty surfaces or when surface temperature is higher than 100 degrees Fahrenheit or lower than recommended by the manufacturer.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products in accordance with manufacturer's recommendations.
B. Code date packages. Do not use material older than manufacturer’s published shelf life. Store materials at temperatures lower than 80 degrees Fahrenheit. Condition materials in accordance with manufacturer’s instructions prior to installation.
1.07 SEQUENCING AND SCHEDULING
A. Caulk joints prior to painting.
1.08 WARRANTY
A. Warrant to correct defective products for minimum 1 year in accordance with manufacturer's standard warranty.
PART 2 PRODUCTS
2.01 SEALANTS
A. General:
1. Provide colors matching materials being sealed.
2. Where compound is not exposed to view in finished work, provide manufacturer's color which has best performance.
3. Nonsagging sealant for vertical and overhead horizontal joints.
4. Sealants for horizontal joints: Self-leveling pedestrian/traffic grade.
5. Joint cleaner, primer, bond breaker: As recommended by sealant manufacturer.
6. Sealant backer rod and/or compressible filler made from closed cell polyethylene, polyethylene jacketed polyurethane foam, or other flexible, nonabsorbent, non-bituminous material recommended by sealant manufacturer to:
a. Control joint depth.
b. Break bond of sealant at bottom of joint.
c. Provide proper shape of sealant bead.
d. Serve as expansion joint filler.
Joint Sealants
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2.02 ACRYLIC-LATEX SEALANT
A. Permanently flexible, nonstaining, and nonbleeding latex modified acrylic sealant compound, colors as selected by Engineer from manufacturer's standard options:
1. Manufacturers: One of the following or equal:
a. Tremco, Tremflex 834.
b. Pecora Corp., Number AC-20.
c. Sonneborn, Sonolac.
2.03 PRECAST CONCRETE JOINT SEALANT
A. Preformed, cold-applied, ready-to-use, flexible joint sealant in accordance with ASTM C990 and AASHTO M 198:
1. Manufacturers: One of the following or equal.
a. Henry Corp., Ram-Nek.
b. Concrete Sealants Division, ConSeal.
2.04 SILICONE SEALANT
A. ASTM C920, Type S, Grade NS, Class 25, single component silicone sealant:
1. Manufacturers: One of the following or equal:
a. Tremco, Proglaze.
b. Pecora Corp., Number 864.
c. Dow Corning, Number 795.
d. General Electric, Number 1200 Series.
2.05 SYNTHETIC RUBBER SEALING COMPOUND
A. Manufacturer: One of the following or equal:
1. Sika Corporation, Sikaflex 2c NS or SL.
2. Sika Corporation, Sikaflex 2c NS EZ Mix.
3. Pacific Polymers, Elastothane 227R.
B. Material: In accordance with ASTM C920 Type M, Grade P (pourable), Class 25 and Type M, Grade NS (non-sag), Class 25; multi-part polyurethane; able to cure at room temperature to firm, highly resilient polymer; able to perform satisfactory when continuously submerged in water or sewage and exposed to direct sunlight in dry condition; with the following properties determined at 75 degrees Fahrenheit and 50 percent relative humidity:
1. Base: Polyurethane rubber.
2. Application time: Minimum 2 hours.
3. Cure time: Maximum 3 days.
4. Tack free time: Maximum 24 hours.
5. Ultimate hardness: Non-sag 25, Pourable/SL 40, within 5 Shore A.
6. Tensile strength: Non-sag 95 pounds per square inch minimum and self-leveling minimum 170 pounds per square inch when tested in accordance with ASTM D412.
7. Ultimate elongation: Minimum 340 percent when tested in accordance with ASTM D412.
Joint Sealants
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8. Tear resistance: Non-sag 45 pounds per inch minimum and self-leveling minimum 85 pounds per inch when tested in accordance with ASTM D624, Die C.
9. Service temperature range: Minus 25 degrees to 158 degrees Fahrenheit.
C. Color: Gray to match concrete, unless indicated on the Drawings.
2.06 SYNTHETIC SPONGE RUBBER FILLER
A. Closed-cell expanded sponge rubber manufactured from synthetic polymer neoprene base, or resilient polyethylene foam backer rod. In accordance with ASTM C1330, Type C:
1. Manufacturers: The following or equal:
a. Presstite, No. 750.3 Ropax Rod Stock.
B. Characteristics:
1. Suitable for application intended.
2. Strength: As necessary for supporting sealing compound during application.
3. Resiliency: Resistance to environmental conditions of installation.
4. Bonding: No bonding to the sealing compound.
5. Structure: Cellular, prevents absorption of water.
6. Compatibility with other materials in joint and acceptance by manufacturer of sealing compound.
7. Size: Minimum 25 percent greater than nominal joint width.
2.07 RELATED MATERIALS
A. Primer: Nonstaining type, recommended by sealant manufacturer to suit application.
B. Joint cleaner: Noncorrosive, nonstaining, compatible with joint forming materials and as recommended by sealant manufacturer.
C. Bond breaker tape: Pressure-sensitive tape recommended by sealant manufacturer to suit application.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify acceptability of joint dimensions, physical, and environmental conditions.
B. Verify that surfaces are dry, clean, and free of dirt, grease, curing compound, and other residue which might interfere with adhesion of sealants.
3.02 PREPARATION
A. Allow concrete to cure thoroughly before caulking.
Joint Sealants
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/07900 (DraftFinal) B. Synthetic sponge rubber filler:
1. Prepare surfaces designated to receive filler in accordance with manufacturer's installation instructions.
2. Do not stretch filler beyond its normal length during installation.
C. Caulking:
1. Verify that surfaces are dry, clean, and free of dirt, grease, curing compounds, and other residue that might interfere with adhesion of sealant.
2. Concrete, masonry, wood, and steel surfaces: Clean and prime in accordance with manufacturer's instructions prior to caulking.
D. Synthetic rubber sealing compound:
1. Ensure surfaces to which synthetic rubber must bond are dry and free of dust, dirt, and other foreign residue.
2. Heavy sandblasted caulking groove to sound surface, and prime with manufacturer's recommended primer for particular surface.
E. For sidewalks, pavements, and similar joints sealed with elastomeric sealants and subject to traffic and other abrasion and indentation exposures, fill joints to depth equal to 75 percent of joint width, but neither more than 5/8 inches deep nor less than 3/8 inches deep.
F. For normal moving building joints sealed with elastomeric sealants not subject to traffic, fill joints to depth equal to 50 percent of joint width, but neither more than 1/2 inch deep nor less than 1/4 inch deep.
G. For joints sealed with acrylic-latex sealants, fill joints to depth in range of 75 percent to 125 percent of joint width.
H. Use joint filler to achieve required joint depths, to allow sealants to perform properly.
I. Prepare surfaces and install synthetic sponge rubber filler in accordance with manufacturer's recommendations.
J. Do not stretch filler beyond normal length during installation.
K. Apply bond breaker when recommended by joint sealer manufacturer.
3.03 INSTALLATION
A. Synthetic sponge rubber filler: Install filler in accordance with manufacturer's installation instructions.
B. Caulking, joints, and sealing:
1. Construct expansion, contraction, and construction joints as indicated on the Drawings.
2. Install pipe and conduit in structures as indicated on the Drawings.
3. Caulk doors, windows, louvers, and other items installed in or over concrete openings inside and out.
Joint Sealants
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4. Use synthetic rubber sealing compound for caulking where indicated on the Drawings or as specified, except for masonry construction and where specified otherwise.
5. Complete caulking prior to painting.
6. Verify that concrete is thoroughly cured prior to caulking.
7. When filler compressible material is used, use untreated type.
8. Apply caulking with pneumatic caulking gun.
9. Use nozzles of proper shape and size for application intended.
10. Maintain continuous bond between caulking and sides of joint to eliminate gaps, bubbles, or voids and fill joint in continuous operation without layering of compound.
11. Employ experienced applicators to caulk joints and seams in neat workmanlike manner.
12. To hasten curing of compound when used on wide joints subject to movement, apply heat with infrared lamps or other convenient means.
13. Apply synthetic rubber sealing compound with pneumatic caulking tool or other acceptable method.
3.04 CLEANING
A. Clean surfaces adjacent to sealant as work progresses.
B. Remove excess uncured sealant by soaking and scrubbing with sealant cleaning solvent.
C. Remove excess cured sealant by sanding with Number 80 grit sandpaper.
D. Leave finished work in neat, clean condition.
3.05 SCHEDULE
A. Acrylic latex:
1. Use where indicated on the Drawings.
2. Interior joints with movement less than 7.5 percent and not subject to wet conditions.
B. Silicone:
1. Use where indicated on the Drawings.
2. Joints and recesses formed where window, door, louver and vent frames, and sill adjoin masonry, concrete, stucco, or metal surfaces.
3. Door threshold bedding.
4. Moist or wet locations, including joints around plumbing fixtures.
5. Stainless steel doors and frames, including joints between applied stops and frames, and around anchor bolts.
6. Plenum joints.
C. Synthetic rubber sealing compound, non-sag Type II:
1. Use where indicated on the Drawings.
2. Water-bearing and earth-bearing concrete structures.
3. Joints in masonry, concrete vertical surfaces, and metal-faced panels in vertical surfaces.
Joint Sealants
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4. Joints between sheet metal flashing and trim.
5. Joints between sheet metal flashing and trim, and vertical wall surfaces.
6. Small voids between materials requiring filling for weathertight performance in vertical surfaces.
7. Perimeters of frames of doors, windows, louvers, and other openings where bonding is critical to airtight performance.
8. Expansion and control joints in masonry vertical surfaces.
D. Synthetic rubber sealing compound, self-leveling Type I:
1. Use where indicated on the Drawings.
2. Expansion and control joints in masonry, concrete horizontal surfaces, and metal panels in horizontal surfaces.
3. Small voids between materials requiring filling for weathertight performance in horizontal surfaces.
4. Pavement joints.
5. Perimeters of frames of doors, windows, louvers, and other openings in horizontal surfaces where bonding is critical to airtight performance.
3.06 FIELD QUALITY CONTROL
A. Adhesion testing:
1. Perform adhesion tests in accordance with ASTM C1521 per the following criteria:
a. Water bearing structures: 1 test per every 1,000 LF of joint sealed. b. Exterior precast concrete wall panels: 1 test per every 2,000 LF of joint sealed.
c. Chemical containment areas: 1 test per every 1,000 LF of joint sealed. d. Building expansion joints: 1 test per every 500 LF of joint sealed. e. All other type of joints except butt glazing joints: 1 test per every 3,000 LF of joint sealed.
f. Manufacturer's authorized factory representative provide written recommendations for remedial measures on failing tests.
END OF SECTION
Hollow Metal Doors and Frames
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HOLLOW METAL DOORS AND FRAMES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Steel Fire Resistive Rated and Non-Fire Resistive Rated:
1. Doors.
2. Door frames.
1.02 REFERENCES
A. American National Standards Institute (ANSI):
1. A250.6 - Hardware on Steel Doors (Reinforcement Application).
2. A250.8 - Recommended Specification for Standard Steel Doors and Frames.
B. ASTM International (ASTM):
1. A653 - Standard Specification for Sheet Steel, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.
2. A924 - Standard Specification for General Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process.
3. A1008 - Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy With Improved Formability, Solution Hardened, and Bake Hardenable.
4. A1011 - Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy With Improved Formability, and Ultra-High Strength.
C. National Association of Architectural Metal Manufacturers (NAAMM)/Hollow Metal Manufacturers Association (HMMA):
1. HMMA 861 - Guide Specifications for Commercial Hollow Metal Doors and Frames.
D. National Fire Protection Association (NFPA):
1. 80 - Standard for Fire Doors and Other Opening Protectives.
2. 252 - Standard Methods of Fire Tests of Door Assemblies.
E. Steel Door Institute (SDI):
1. SDI-111 - Recommended Details for Standard Steel Doors, Frame, Accessories and Related Components.
2. SDI-117 - Manufacturing Tolerances Standard Steel Doors and Frames.
F. Underwriters’ Laboratories, Inc., (UL):
1. UL 10C - Positive Pressure Fire Tests of Door Assemblies.
2. UL 102 - Sustainability Assessment for Swinging Door Leafs.
Hollow Metal Doors and Frames
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1.03 SUBMITTALS
A. Product data.
B. Shop drawings: Show the following with references to the Engineer's door marks and hardware groups:
1. Location of door and frame types.
2. Details of fabrication, including core construction, glass lights, louvers, weatherstripping, and factory finish for each door.
3. Cutouts and reinforcements for hardware.
4. Methods of installation and anchorage to adjacent construction.
C. Certificates documenting:
1. Fire-rated units have been successfully tested as specified in this Section.
D. Manufacturer's instructions: Submit manufacturer's installation instructions.
E. Pre-Submittal Conference:
1. Conduct conference in compliance with requirements in Section 01312 - Project Meetings with attendance by representatives of supplier and installer.
2. Contractor to review proper methods and procedures for installing hollow metal doors and frames.
1.04 QUALITY ASSURANCE
A. Testing agency qualifications: Approved by ultimate enforcing authority for the Project; regularly engaged in inspection of materials and workmanship at factory.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Before delivery, identify type and size of each door and frame in such a way that markings will not damage finish.
B. Preassemble doorframes in shop and deliver to Project site with spreader bar at sill or tie them in pairs to form box.
C. Protect doors and frames with resilient packaging sealed with heat shrunk plastic.
Break seal on-site to permit ventilation.
D. Protect doors and frames during shipment and storage to prevent warping, bending, and corrosion.
1.06 SEQUENCING AND SCHEDULING
A. Ensure timely delivery of reviewed hardware schedule and hardware templates such that no delay occurs in the work of the Contract.
Hollow Metal Doors and Frames
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2.01 MATERIALS
A. Sheet steel: ASTM A1008, commercial quality, level, cold rolled steel, or ASTM A1011, hot rolled, pickled and oil rolled steel. Galvanize by hot-dip process with zinc-coating in accordance with ASTM A924 or with ASTM A653 and the coating designation A60 or G60.
B. Clips, bolts, screws, and rivets: sized as recommended by manufacturer.
C. Primer: Rust- inhibitive epoxy primer compatible with high-solids epoxy finish coating system as specified in Section 09960 - High-Performance Coatings.
D. Touch-up materials: Primer as recommended by manufacturer.
E. Door hardware: As specified in Section 08710 - Door Hardware.
F. Grout: As specified in Section 04220 - Concrete Unit Masonry.
2.02 DOOR AND FRAME TYPES
A. Interior and Exterior doors: ANSI 250.8, Grade III, Model 3, or NAAMM HMMA 810 Type A and NAAMM HMMA 861, flush steel rib-stiffened, minimum 16-gauge face sheets.
B. Interior and Exterior frames: ANSI 250.8 or NAAMM HMMA 861, fully welded frames HMMA 861, except minimum 14-gauge sizes and shapes as indicated on the Drawings.
2.03 FABRICATION OF FRAMES
A. Galvanize all frames installed in exterior openings.
B. Frames: Sheet steel, integral type, welded continuous to full depth of frames with minimum 5/8-inch deep stops, unless otherwise indicated on the Drawings.
C. Hardware reinforcements: Fabricate according to SDI A250.6 with reinforcing plates from same material as door face sheets.
D. Jamb Anchors: As required for adjacent wall construction, minimum 3 per jamb, unless otherwise indicated on the Drawings.
E. Floor anchors: Fixed type, except where adjustable anchors are indicated on the Drawings, 1 per jamb, with minimum 2 holes for anchorage. Where floor fill occurs, terminate bottom of frames at indicated finished floor level and support by adjustable extension clips resting on and anchored to structural slabs.
F. Anchors at masonry: Adjustable strap and stirrup, minimum 16-gauge corrugated or perforated steel at maximum of 30 inches on center and extending minimum 8 inches into masonry.
Hollow Metal Doors and Frames
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08110 (DraftFinal) G. Anchors at previously placed concrete: Countersink machine screws through the frame into expansion devices spaced at maximum 30 inches on center.
H. Masonry angle stiffeners: Factory welded into heads of frames for installation in openings more than 48 inches wide.
2.04 FABRICATION OF DOORS
A. Galvanize all doors installed in exterior openings.
B. Reinforce face sheets with steel rib stiffeners, spaced at maximum 6 inches apart, and securely attached to face sheets by spot welds at maximum 5 inches on center.
C. Fill voids between face sheets and stiffeners with fiberglass insulation having a minimum density of 0.8 pounds per cubic foot.
D. Edges: Full weld without visible joints. Bevel striking edge 1/8 inch in 2 inches.
E. Door cores:
1. Stiffeners: Vertical steel ribs formed from minimum 22-gauge plain sheet steel, spaced at maximum 6 inches apart and securely attached to face sheets by spot welds at maximum 5 inches on center.
2. Core fillers: Insulation, minimum 0.60 pound density noncombustible type, installed in spaces between stiffeners for full height of door; labeled door core material shall conform to requirements of labeling authority.
F. Tops and bottoms of doors: Close with continuous recess steel channel of minimum 16-gauge, extending full width of door and spot welded to both faces.
G. Tops and bottoms of exterior doors: Flush closing channels welded to make tops and bottoms waterproof with weep holes for escape of moisture.
H. Hardware reinforcements: Fabricate according to SDI A250.6 with reinforcing plates from same material as door face sheets.
I. Astragals:
1. Install on active leaf of double doors in accordance with UL listing requirements for fire resistive ratings as indicated on the Drawings, and for exterior pairs of doors.
2. Do not install on doors swinging in pairs with rating of 90 minutes or less in means of egress where both leaves are required to provide building code required exiting widths.
3. Do not provide astragal cutouts for hardware operations.
J. Astragal clearances for fire resistive rated doors:
1. Door bottoms at doors designated to receive non-combustible threshold: Not to exceed 3/8 inch between threshold and door bottom.
2. Door bottoms where there is no threshold: Maximum clearance between door and floor not to exceed 1/2 inch.
Hollow Metal Doors and Frames
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3. Door bottoms at doors designated to receive combustible floor coverings: Not to exceed 1/2 inch between floor covering and door bottom.
4. Clearance between door and frame and between meeting edges of pairs of doors: Not to exceed 1/8 inch.
K. Astragal clearances for non-fire resistive rated doors: Same as fire resistive rated doors, unless otherwise indicated on the Drawings.
2.05 FABRICATION OF FIRE RATED DOORS AND FRAMES
A. Fabricate to meet requirements of the building code as specified in Section 01410 - Regulatory Requirements, UL 10C, UL 102, and NFPA 252, except hose stream test shall not be required for opposite swing double egress exit doors and for doors of fire endurance rating of less than 45 minutes with or without approved glass lights.
B. Temperature rise requirements of doors at exit enclosures and exit passageways:
Maximum transmitted temperature end point of less than 450 degrees Fahrenheit above ambient at end of 30 minutes when tested in accordance with the building code as specified in Section 01410 - Regulatory Requirements.
C. Apply approved testing agency labels on fire rated doors and frames.
D. Fabricate oversized fire rated doors in accordance with requirements for ratings indicated on the Drawings.
2.06 ACCESSORIES
A. Silencers:
1. Drill single leaf doorframe jamb stops for minimum 3 silencers.
2. Drill double-leaf doorframe head stops for minimum 2 silencers.
3. Do not drill doorframes for silencers when weatherstripping is to be installed.
2.07 FINISHING
A. Thoroughly clean surfaces of oil, grease, and other impurities; touch-up abraded galvanizing; and chemically etch.
B. Fill irregularities and sand smooth finish surface. Apply 1 coat of manufacturer's standard rust inhibitive baked-on primer.
C. Finish painting: High solids epoxy polyurethane system:
1. Interior and Exterior doors and interior doors in corrosive environments: As specified in Section 09960 - High-Performance Coatings.
PART 3 EXECUTION
3.01 EXAMINATION
A. Examine reviewed hardware schedules and verify proper coordination of hardware and doors and frames.
Hollow Metal Doors and Frames
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08110 (DraftFinal) B. Examine opening locations and verify the following:
1. Correctness of dimensions, backing, or support conditions.
2. Absence of defects that would adversely affect frame or door installation.
3.02 INSTALLATION
A. Install doors and frames in accordance with approved shop drawings and manufacturer's instructions.
B. Frames:
1. Set accurately in position, plumb, align, and attach securely to structure.
2. Set in place before construction of adjacent masonry or framed walls.
3. Anchor frames to previously placed concrete.
4. Set frames before removing spreader bars.
5. Fully grout frames in masonry as the Work progresses.
6. Grout frames at concrete through keyways provided at head and jambs.
C. Doors:
1. Install at correct openings, ensure smooth swing and proper closure with frame.
D. Fire resistive frames and doors:
1. Install to conform to NFPA 80 for fire resistive rated class as indicated on the Drawings.
E. Door hardware:
1. Install in accordance with Section 08710 - Door Hardware.
2. Drill and tap doors and frames to receive non-template, mortised, and surface-mounted door hardware.
F. Separate or isolate dissimilar metals with neoprene gaskets, sleeves, and washers, or with coatings acceptable to the Engineer.
3.03 TOLERANCES
A. Manufacturing and installation tolerances: As indicated on the Drawings or in conformance to SDI 117 as minimum.
3.04 ADJUSTING AND CLEANING
A. Prime coat touch-up: Immediately after installation, sand smooth and touch-up rust areas, and other areas where primer has been damaged, with prime touch-up paint.
B. Make adjustments as required for correct, proper, and free function and smooth operation without binding of hardware or doors and frames.
C. Protect doors and frames from damage to surface or profile.
END OF SECTION
Floor Access Doors
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08320 (DraftFinal) SECTION 08320
FLOOR ACCESS DOORS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Non-fire-rated floor access doors.
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
B. Occupational Safety and Health Administration (OSHA):
1. 29 CFR 1910-Occupational Safety and Health Standards.
1.03 SUBMITTALS
A. Product data.
B. Shop drawings that include the following:
1. Floor access door installation recommendations.
2. Locations of floor access doors.
3. Door size and configuration.
4. Live load capacity.
5. Materials of construction and finishes provided.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Identify type and size of each floor access door in way not to damage finish prior to delivery.
B. Deliver products only after proper facilities are available.
C. Deliver and store packaged products in original containers with seals unbroken and labels intact until time of use.
D. Handle carefully to prevent damage and store on clean concrete surface or raised platform in safe, dry area.
1. Do not dump onto ground.
E. Protect floor access doors during shipment and storage to prevent warping, bending, and corrosion.
1.05 WARRANTY
A. Provide manufacturer’s warranty against defects in material and workmanship for a period of 5 years.
Floor Access Doors
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1.06 MAINTENANCE
A. Deliver 2 keys for each cylinder lock to Owner.
PART 2 PRODUCTS
2.01 LIGHT-DUTY FLOOR ACCESS DOORS
A. Manufacturers: One of the following or equal:
1. The Bilco Co., Floor Doors Model K or KD (double leaf).
2. Babcock Davis Associates, Inc., Model BFDNA-SAL or BFDNA-DAL (double leaf).
B. Style: Single leaf or double leaf as indicated on the Drawings, aluminum, capable of withstanding minimum live load of 150 pounds per square foot, and designed to open to 90 degrees and lock automatically in that position.
C. Door leaf: 1/4-inch aluminum diamond-pattern plate reinforced with aluminum stiffeners as required for specified live load.
D. Frame: 1/4-inch extruded aluminum with built-in neoprene cushion and with strap anchors bolted to exterior.
E. Hardware:
1. Hinges: Cast steel hinges bolted to underside door leaf that pivot on torsion bars that counterbalance door for ease of operation.
2. Lock: Snap lock with removable handle mounted on door leaf.
3. Grip handle: Provide vinyl grip handle designed to release cover for closing.
4. Operating mechanism: Automatic hold-open arm.
2.02 MEDIUM-DUTY FLOOR ACCESS DOORS
A. Manufacturers: One of the following or equal:
1. The Bilco Co., Model J or JD (double leaf).
2. Babcock Davis Associates, Inc., Model BFDDP-SAL or BFDDP-DAL (double leaf).
B. Style: Single leaf or double leaf as indicated on the Drawings, aluminum, capable of withstanding minimum live load of 300 pounds per square foot, channel frame, with drainage couplings.
C. Door leaf: Minimum 1/4-inch, diamond-pattern plate reinforced with stiffeners as required to meet specified live load.
D. Frame: 1/4-inch channel with anchor flange around perimeter.
E. Hardware:
1. Hinges: Each leaf equipped with a minimum of 2 heavy forged-brass hinges with stainless steel pins.
2. Lock: Snap lock with removable handle mounted on door leaf.
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3. Grip handle: Provide vinyl grip handle designed to release cover for closing.
4. Operating mechanism: Spring operators designed for ease of operation and automatic hold-open arm with release handle.
5. Drainage assembly: Provide 1-1/2-inch drainage coupling located in corner of the channel frame.
2.03 HEAVY-DUTY OFF-STREET FLOOR ACCESS DOORS
A. Manufacturers: One of the following or equal:
1. The Bilco Co., Model JH-20 or JDH-20 (double leaf).
2. Babcock Davis Associates, Inc., Model BFDDH-SAL or BFDDH-DAL (double leaf).
B. Style: Single leaf or double leaf as indicated on the Drawings, aluminum, capable of withstanding minimum Standard Specifications for Highway Bridges, H-20 wheel load with a maximum deflection of 1/150 of the span, live load channel frame, with drainage couplings.
C. Door leaf: Minimum 1/4-inch, diamond-pattern plate reinforced with stiffeners as required to meet specified live load.
D. Frame: 1/4-inch channel with anchor flange around perimeter.
E. Hardware:
1. Hinges: Each leaf equipped with a minimum of 2 heavy forged-brass hinges with stainless steel pins.
2. Lock: Snap lock with removable handle mounted on door leaf.
3. Grip handle: Provide vinyl grip handle designed to release cover for closing.
4. Operating mechanism: Spring operators designed for ease of operation and automatic hold-open arm with release handle.
5. Drainage assembly: Provide 1-1/2-inch drainage coupling located in corner of the channel frame.
2.04 FINISHES
A. Floor access door finishes:
1. Aluminum: Manufacturer's standard mill finish.
2. Aluminum in contact with dissimilar metals and concrete: Manufacturer's standard bituminous coating.
3. Steel: Manufacturer's standard red oxide primer.
B. Hardware finishes:
1. Provide optional Type 316 stainless steel hardware throughout, including parts of the latch and lifting mechanism assemblies, hold-open arms, and all brackets, hinges, pins, and fasteners.
Floor Access Doors
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08320 (DraftFinal) PART 3 EXECUTION
3.01 EXAMINATION
A. Examine construction to receive floor access door and verify correctness of dimensions and other supporting or adjoining conditions.
3.02 PREPARATION
A. Coordinate details with other work supporting, adjoining, or requiring floor access doors.
B. Verify dimensions and profiles for each opening.
C. Verify that location will serve portion of work to which access is required.
1. Where proposed functional location conflicts with other work, notify the Engineer before installation.
D. Apply coating to aluminum surfaces that will be in contact with dissimilar metals or concrete when there is none.
3.03 INSTALLATION
A. Install floor access doors in accordance with manufacturer's instructions.
B. Ensure correct types and adequate sizes at proper locations.
C. Securely attach frames to supporting work and ensure doors, frames, and hardware operate smoothly and are free from warp, twist, and distortion.
D. Attach drain pipe to coupling provided.
1. Unless noted or indicated on the Drawings, provide 1-inch PVC (Sch. 80) drain line for access door.
2. Provide necessary fittings to connect and route at least 5 feet away from door and vault perimeter.
3. Terminate drain line 1 foot below final grade with 3 cubic feet of drain rock beneath the termination point of the drain line.
3.04 ADJUSTING
A. Adjust doors, frames, and hardware to operate smoothly, freely, and properly without binding.
3.05 CLEANING
A. Thoroughly clean surfaces of grease, oil, or other impurities; touch up abraded prime coat where applicable.
END OF SECTION
Overhead Coiling Door
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08332 (DraftFinal2) SECTION 08332
OVERHEAD COILING DOOR
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Manual overhead insulated rolling doors.
1.02 REFERENCES
A. ASTM International:
1. A123 - Standard specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
2. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process.
3. A666 - Standard specification for Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar.
4. A924 - Standard Specification for General Requirements of Steel Sheet, Metallic-Coated by the Hot-Dip Process (Referenced by ASTM A653).
1.03 QUALITY ASSURANCE
A. Regulatory requirements:
1. Wind loading as specified in Section 01850 - Design Criteria.
2. Seismic requirements for door anchorage and support systems as specified in Section 01850 - Design Criteria.
B. Qualifications:
1. Manufacturer Qualifications: ISO 9001:2015 registered and a minimum of five years experience in producing doors of the type specified.
2. Installer Qualifications: Manufacturer's approval.
C. Design Requirements:
1. Air Infiltration to Comply With:
a. ASHRAE® (American Society of Heating, Refrigeration, and Air-Conditioning Engineers) Standard 90.1-2007, 2010, and 2013 requirements of less than .3 CFM/FT2.
2. Wind Loading:
a. Supply doors to withstand design wind loads in accordance with the Structural Drawings.
3. Cycle Life:
a. Design doors of standard construction for normal use of up to 20 cycles per day maximum, and an overall maximum of 50,000 operating cycles for the life of the door.
4. Seismic Performance:
a. Provide manufacturer’s seismic calculations confirming ASCE7-10.
Overhead Coiling Door
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5. Insulated Door Slat Material Requirements:
a. Flame Spread Index of 0 and a Smoke Developed Index of 10 as tested per ASTM E84.
b. Sound Transmission Class (STC) rating up to 30 for the curtain and up to 22 for the entire assembly. If an STC of 32 is desired, additional options are required. All configurations are evaluated per ASTM E90 and based on testing a complete, operable assembly.
c. Minimum R-value of 8.0 (U-value of 0.125) as calculated using the ASHRAE Handbook of Fundamentals.
d. Insulation to be CFC Free with an Ozone Depletion Potential (ODP) rating of zero.
6. Safety:
a. Chain operated doors shall be designed so that the door immediately stops upward or downward travel and is maintained in a stationary position when the hand chain is released by user.
1.04 SUBMITTALS
A. Product data:
1. General: Submit data completely describing products, including rough-in diagrams.
B. Shop drawings:
1. Drawings showing complete installation details, required clearances, relation to building structure, complete electrical rough-in requirements required for installation of motor operators for doors and for connection of such doors to fire alarm system, referenced to the door mark number.
2. Show location and size of access doors required to perform maintenance on doors and auxiliary equipment.
C. Samples: Submit samples of finishes for finish selection.
D. Quality control submittals:
1. Manufacturer's instructions:
a. Installation instructions for each type and size of door, including manufacturer's data, operating instructions, and maintenance data. b. Furnish installer copy of diagrams and installation instructions. c. Provide manufacturer ISO 9001:2015 registration.
d. Provide manufacturer and installer qualifications - see below. e. Provide manufacturer's installation instruction.
E. Contract closeout submittals:
1. Project record documents:
a. Operation and maintenance data: Provide manufacturer's operation and maintenance data for each different type of door specified, complete with manufacturer's list of recommended spare parts and their prices, electrical schematic diagrams, and name and address of nearest maintenance organization approved by door manufacturer.
b. Certificate stating that installed materials comply with this specification. c. Warranty: Provide manufacturer's standard warranty.
Overhead Coiling Door
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1.05 DELIVERY STORAGE AND HANDLING
A. Packing, shipping, and storage: Protect doors during shipment and storage to prevent warping, bending, and corrosion.
B. Deliver materials only after proper facilities are available: Provide clean dry surfaces or platform as required and protect from deterioration and foreign matter.
1.06 PROJECT CONDITIONS
A. Field measurements: Field verify all opening dimensions and clearances prior to fabricating doors. Fitting doors to openings is the responsibility of the Contractor.
1.07 SEQUENCING AND SCHEDULING
A. Inserts and anchorages: Furnish inserts and anchoring devices which must be set into concrete or built into masonry. Provide setting drawings, templates, and directions for installation of anchorage devices. Coordinate delivery with other work to avoid delay to the Contract.
1.08 WARRANTY
A. Standard Warranty: Two years from date of shipment against defects in material and workmanship.
B. Maintenance: Submit for owner’s consideration and acceptance of a maintenance service agreement for installed products.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Design requirements:
1. Compatibility with space and service requirements:
a. Doors and equipment items provided shall be compatible with space limitations specified and indicated on the Drawings.
b. Make modifications to doors and equipment items necessary to conform with space limitations or with utility services specified for rough-in. c. Provide items complete including all necessary ancillary equipment as may be required for complete and trouble-free operation.
2. Maintenance requirements: For ease of maintenance, provide overhead coiling doors complying with following requirements:
a. Provide each door assembly as complete unit produced or supplied by a single manufacturer, including frames, sections, brackets, operating mechanisms, hardware, except hardware items specified in Section 08710 - Door Hardware, and all necessary accessories for installation of complete in openings indicated.
b. Unless otherwise specified, all doors of particular type throughout the entire project shall be as manufactured or supplied by a single manufacturer.
Overhead Coiling Door
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2.02 MANUFACTURED UNITS
A. Manufacturers: One of the following or equal:
1. The Cookson Co., Inc.
2. Clopay Building Products.
2.03 PRODUCT INFORMATION
A. Model: ESD30.
2.04 MATERIALS
A. Curtain: Air infiltration rate of less than .3 CFM/FT2, as tested per ASTM E283 validated by an independent testing agency. Test report required.
1. Fabrication:
a. Slat Material: No. 6F, (Listed Exterior/Interior):
1) Galvanized Steel/Galvanized Steel: Manufacturer recommended gauge based on performance requirements. Minimum 18/24 gauge, Grade 40, ASTM A 653 galvanized steel zinc coating.
b. Insulation: 7/8 inch (22 mm) foamed-in-place, closed cell urethane. c. Total Slat Thickness: 15/16 inch (24 mm).
d. Flame Spread Index of 0 and a Smoke Developed Index of 10 as tested per ASTM E84.
e. R-value: 8.0.
f. STC Rating: Sound Transmission Class (STC) rating up to 30 for the curtain and up to 22 for the entire assembly. If an STC of 32 is desired, additional options are required. All configurations are evaluated per ASTM E90 and based on testing a complete, operable assembly.
2. Exterior Slat Finish:
a. SpectraShield® Coating System (Color Selected by Architect):
1) ASTM A 653 galvanized base coating treated with dual process rinsing agents in preparation for chemical bonding, gray baked-on base coat and gray baked-on polyester finish coat.
2) Zirconium treatment followed by baked-on polyester powder coat, with color as selected by Architect from manufacturer's standard color range, over 180 colors; minimum 2.5 mils (0.065 mm) cured film thickness; ASTM D-3363 pencil hardness: H or better.
3. Interior Slat Finish:
a. SpectraShield® Coating System (Color Selected by Architect):
1) ASTM A 653 galvanized base coating treated with dual process rinsing agents in preparation for chemical bonding, gray baked-on base coat and gray baked-on polyester finish coat.
2) Zirconium treatment followed by baked-on polyester powder coat, with color as selected by Architect from manufacturer's standard color range, over 180 colors; minimum 2.5 mils (0.065 mm) cured film thickness; ASTM D-3363 pencil hardness: H or better.
Overhead Coiling Door
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08332 (DraftFinal2) B. Endlocks: Fabricate interlocking sections with high strength galvanized cast iron endlocks on alternate slats each secured with two 1/4-inch (6.35 mm) rivets.
Provide windlocks as required to meet specified wind load.
1. Galvanized cast iron: Required if above 21-foot-5-inch width (DBG - Distance Between Guides).
C. Bottom Bar:
1. Configuration:
a. Insulated Bottom Bar: Reinforced extruded aluminum interior face with full depth insulation and exterior skin slat to match curtain material and gauge. Minimum 4 inches tall by 1-1/16-inch thickness.
2. Finish:
a. Exterior: Match slats.
b. Interior: Powder coat to match slats.
3. Air Infiltration Certification Label: Must be affixed to bottom bar.
D. Guides:
1. Fabrication:
Thermal break required. Minimum 3/16 inch (4.76 mm) structural steel angles. Provide windlock bars of same material when windlocks are required to meet specified wind load. Top of inner and outer guide angles to be flared outwards to form bellmouth for smooth entry of curtain into guides. Provide removable guide stoppers to prevent over travel of curtain and bottom bar. Top 16-1/2-inch (419.10 mm) of coil side guide angles to be removable for ease of curtain installation and as needed for future curtain service.
2. Finish:
a. SpectraShield® Coating System (Color Selected by Architect): Zirconium treatment followed by baked-on polyester powder coat, color as selected by Architect from manufacturer's standard color range, over 180 colors; minimum 2.5 mils (0.065 mm) cured film thickness; ASTM D-3363 pencil hardness: H or better.
E. Counterbalance Shaft Assembly:
1. Barrel: Steel pipe capable of supporting curtain load with maximum deflection of 0.03 inches per foot (2.5 mm per meter) of width.
2. Spring Balance: Oil-tempered, heat-treated steel helical torsion spring assembly designed for proper balance of door to ensure that maximum effort to operate will not exceed 25 pounds (110 N). Provide wheel for applying and adjusting spring torque.
F. Brackets: Fabricate from minimum 3/16 inch (5 mm) steel plate with permanently lubricated ball or roller bearings at rotating support points to support counterbalance shaft assembly and form end closures.
1. Finish:
a. SpectraShield® Coating System (Color Selected by Architect): Zirconium treatment followed by baked-on polyester powder coat, color as selected by Architect from manufacturer's standard color range, over 180 colors; minimum 2.5 mils (0.065 mm) cured film thickness; ASTM D-3363 pencil hardness: H or better.
Overhead Coiling Door
08332-6 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08332 (DraftFinal2) G. Hood: Minimum 24 gauge galvanized steel with reinforced top and bottom edges.
Provide minimum 1/4 inch (6.35 mm) steel intermediate support brackets as required to prevent excessive sag.
1. Finish:
a. SpectraShield® Coating System (Color Selected by Architect):
1) ASTM A 653 galvanized base coating treated with dual process rinsing agents in preparation for chemical bonding, gray baked-on base coat and gray baked-on polyester finish coat.
2) Zirconium treatment followed by baked-on polyester powder coat, with color as selected by Architect from manufacturer's standard color range, over 180 colors; minimum 2.5 mils (0.065 mm) cured film thickness; ASTM D-3363 pencil hardness: H or better.
H. Weatherstripping:
1. Bottom Bar:
a. Manually Operated Doors: Replaceable, bulb-style, compressible EDPM gasket extending into guides.
2. Guides: Replaceable vinyl strip on guides sealing against both sides of curtain.
3. Lintel Seal: Double brush seal with EPDM sandwiched between the two brush seals at door header to impede air flow.
4. Hood: Neoprene/rayon baffle to impede air flow above coil.
2.05 OPERATION
A. Manual ControlGard Chain Hoist: Provide chain hoist operator with endless steel chain, chain pocket wheel and guard, geared reduction unit, and chain keeper secured to guide. Chain hoist to include integral brake mechanism that will immediately stop upward or downward travel and maintain the door in a stationary position when the hand chain is released by the user.
2.06 ACCESSORIES
A. Locking:
1. Padlockable chain keeper on guide. (Manual Chain operated.) B. Trim Package: Minimum 16 gauge powder coated steel to match guides.
C. Strip Door Bracket: Assembly integral to coiling door to hang strip door on interior of building. Contact factory for sizes greater than 12 feet-0 inches by 12 feet-0 inches.
Powder coated finish to match coiling door.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions: Examine openings to receive overhead coiling doors and verify:
1. Dimensions and correctness of backing or support conditions.
2. Absence of defects that would adversely affect installation.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08332 (DraftFinal2) B. Do not start the work until unsatisfactory conditions are corrected.
C. Examine substrates upon which work will be installed and verify conditions are in accordance with approved shop drawings.
D. Coordinate with responsible entity to perform corrective work on unsatisfactory substrates.
E. Commencement of work by installer is acceptance of substrate.
3.02 INSTALLATION
A. General: Install door and operating equipment with necessary hardware, anchors, inserts, hangers and supports in strict accordance with manufacturer's installation instructions, unless specifically otherwise indicated on the Drawings.
B. Install assemblies plumb, square, and level at their proper elevations and in their proper planes.
C. Securely anchor assemblies to interior face of openings, in manner that provides full opening clearance, perfectly aligned and adjusted for smooth operation.
D. Interface with other products: Separate or isolate dissimilar metals with neoprene gaskets, sleeves, or washers, or with an acceptable coating.
3.03 ADJUSTING
A. Following completion of installation, including related work by others, lubricate, test, and adjust doors for ease of operation, free from warp, twist, or distortion.
B. Verify that door assemblies are securely anchored to structure, guides are perfectly aligned, and doors are adjusted for smooth operation.
C. Upon completion of installation, ensure doors are free from warp, twist, or distortion and are lubricated and properly adjusted to operate freely.
3.04 CLEANING
A. Clean surfaces soiled by work as recommended by manufacturer.
B. Remove surplus materials and debris from the site.
C. Replace any damaged or otherwise disfigured doors with new prior to final acceptance.
3.05 DEMONSTRATION
A. Provide Owner's maintenance employees with a minimum of 8 hours of maintenance instruction.
Overhead Coiling Door
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3.06 PROTECTION
A. Protect installed doors from damage until final acceptance.
END OF SECTION
Door Hardware
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) SECTION 08710
DOOR HARDWARE
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Door hardware.
1.02 REFERENCES
A. Builders Hardware Manufacturers Association (BHMA):
1. A156.1 - Butts and Hinges.156.2 - Bored and Preassembled Locks and Latches.
2. A156.3 - Exit Devices.
3. A156.4 - Door Controls.
4. A156.13 - Mortise Locks and Latches.
5. A156.14 - Sliding and Folding Door Hardware.
6. A156.16 - Auxiliary Hardware.
7. A156.18 - Materials and Finishes.
8. A156.23 - Electromagnetic Locks.
9. A156.26 - Continuous Hinges.
10. A156.31 - Electric Strikes and Frame Mounted Actuators.
11. A156.36 - Auxiliary Locks.
B. International Building Code (ICC):
1. A117.1 - Accessible and Usable Buildings and Facilities.
C. National Fire Protection Association (NFPA):
1. 80 - Fire Doors and Windows.
2. 105 - Installation of Smoke Door Assemblies.
3. 252 – Standard Methods of Fire Tests of Door Assemblies.
D. Underwriters Laboratories, Inc. (UL):
1. 10C - Positive Pressure Fire Tests of Door Assemblies.
2. 1784 - Standard for Air Leakage Tests of Door Assemblies and Other Opening Protectives.
1.03 SUBMITTALS
A. Product data:
1. Manufacturer's product data sheets including installation details, material descriptions, dimensions of individual components and profiles, operational descriptions and finishes.
2. Product Test Reports: Indicating compliance with cycle testing requirements, based on evaluation of comprehensive tests performed by manufacturer and witnessed by a qualified independent testing agency.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) B. Hardware schedule:
1. Include references to Engineer's hardware group number, door type designations, locations, other pertinent data, and manufacturer names or suitable abbreviation opposite items scheduled.
C. Samples: Include for each different type and manufacturer for review of finish.
D. Construction key distribution list: Submit upon Owner's request.
E. Templates:
1. Furnish hardware templates to fabricators of doors, frames, and other work to be factory-prepared for hardware.
2. Check shop drawings of other work to confirm that adequate hardware backing is available.
F. Project record documents: Include corrected hardware schedule.
G. Operating and Maintenance Manuals:
1. Provide manufacturers operating and maintenance manuals for each item comprising the complete door hardware installation.
2. As specified in Section 01782 - Operation and Maintenance Manuals.
1.04 REGULATORY REQUIREMENTS
A. Provide hardware for fire-resistive rated openings that complies with UL and listed by UL.
B. Provide State Fire Marshall approved fire-rated cross-corridor assemblies and panic devices.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver hardware where directed in unopened packages with items packed separately, complete and ready for installation with necessary fittings, trim, fasteners, and accessories.
B. Provide packages bearing the manufacturers' labels with each item or group of items identified according to the accepted hardware schedule.
1.06 QUALITY ASSURANCE
A. Certified products: Where specified, products must maintain a current listing in the Builders Hardware Manufacturers Association (BHMA) Certified Products Directory (CPD).
B. Installer qualifications: A minimum 3 years documented experience installing both standard and electrified door hardware similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) C. Door hardware supplier qualifications:
1. Experienced commercial door hardware distributors with a minimum 5 years documented experience supplying both mechanical and electromechanical hardware installations comparable in material, design, and extent to that indicated for this Project.
2. Supplier recognized as a factory direct distributor by the manufacturers of the primary materials with a warehousing facility in Project's vicinity.
3. Supplier to have on staff a certified Architectural Hardware Consultant (AHC) available during the course of the Work to consult with Contractor, Architect, and Owner concerning both standard and electromechanical door hardware and keying.
D. Source limitations: Obtain each type and variety of door hardware specified in this section from a single source unless otherwise indicated.
1. Electrified modifications or enhancements made to a source manufacturer's product line by a secondary or third party source will not be accepted.
E. Each unit to bear third party permanent label demonstrating compliance with the referenced standards.
F. Pre-submittal conference:
1. Conduct coordination conference in compliance with requirements in Section 01312 - Project Meetings with attendance by representatives of Supplier(s), Installer(s), and Contractor(s) to review proper methods and the procedures for receiving, handling, and installing door hardware.
2. Prior to installation of door hardware, conduct a project specific training meeting to instruct the installing contractors' personnel on the proper installation and adjustment of their respective products.
3. Product training to be attended by installers of door hardware (including electromechanical hardware) for aluminum, hollow metal and wood doors.
Training will include the use of installation manuals, hardware schedules, templates and physical product samples as required.
4. Inspect and discuss electrical roughing-in, power supply connections, and other preparatory work performed by other trades.
5. Review sequence of operation narratives for each unique access controlled opening.
6. Review and finalize construction schedule and verify availability of materials.
7. Review the required inspecting, testing, commissioning, and demonstration procedures.
1.07 MAINTENANCE
A. Require lockset manufacturers to deliver permanent removable cylinder cores and keys and minimum 2 extractor keys to Owner directly.
1.08 SCHEDULING AND SEQUENCING
A. Upon receipt of accepted hardware schedule, coordinate accepted hardware schedule, templates, reinforcing units, and template instructions to door and frame sections.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) B. Restrict distribution of construction keys to superintendents and foremen. Maintain record of persons who have received keys on construction distribution list.
1.09 MAINTENANCE TOOLS AND INSTRUCTIONS
A. Furnish a complete set of specialized tools and maintenance instructions as needed for Owner's continued adjustment, maintenance, and removal and replacement of door hardware.
1.10 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.
1. Written warranty, executed by manufacturer(s), agreeing to repair or replace components of standard and electrified door hardware that fails in materials or workmanship within specified warranty period after final acceptance by the Owner. Failures include, but are not limited to, the following:
a. Structural failures including excessive deflection, cracking, or breakage. b. Faulty operation of the hardware.
c. Deterioration of metals, metal finishes, and other materials beyond normal weathering.
d. Electrical component defects and failures within the systems operation.
B. Special warranty:
1. Duration for electromechanical door hardware: 2 years.
2. Duration for standard duty cylindrical (bored) locks and latches: 5 years.
3. Duration for exit hardware: 5 years.
4. Duration for mortise locks and latches: 10 years.
5. Duration for manual overhead door closer bodies: 10 years.
6. Duration for heavy duty floor closers: 10 years.
PART 2 PRODUCTS
2.01 GENERAL
A. Door hardware includes, but is not necessarily limited to, the following:
1. Mechanical door hardware.
2. Electromechanical door hardware.
3. Automatic operators.
4. Cylinders.
2.02 FASTENERS
A. Types:
1. To concrete, marble, or masonry: Machine screws and flush shells.
2. To wood: Wood screws.
3. On gypsum board or plaster: Screws of sufficient length to provide solid connection to framing or backing behind gypsum board or plaster.
4. To mineral and hollow core doors: Hex bolts.
5. Of exit devices to doors: Thru-bolts, unless otherwise specified.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) B. Screws exposed: Phillips-head type, full-threaded screws, not combination type.
C. Sizes: Suitable for heavy use.
D. Finish: Stainless steel, unless otherwise required to match material and hardware finish.
2.03 HANGING DEVICES
A. Hinges: BHMA A156.1 certified butt hinges with number of hinge knuckles and other options as specified in the Door Hardware Sets.
1. Quantity: Provide the following hinge quantity:
a. 2 Hinges: For doors with heights up to 60 inches.
b. 3 Hinges: For doors with heights 61 to 90 inches.
c. 4 Hinges: For doors with heights 91 to 120 inches.
d. For doors with heights more than 120 inches, provide 4 hinges, plus 1 hinge for every 30 inches of door height greater than 120 inches. e. Hinge size: Provide the following, unless otherwise indicated, with hinge widths sized for door thickness and clearances required:
a. Widths up to 3 feet 0 inches: 4-1/2 inches standard or heavy weight as specified.
b. Sizes from 3 feet 1inch to 4 feet 0 inched: 5inches standard or heavy weight as specified.
f. Hinge weight and base material: Unless otherwise indicated, provide the following:
a. Exterior doors: Heavy weight, non-ferrous, ball bearing or oil impregnated bearing hinges unless Hardware Sets indicate standard weight.
b. Interior doors: Standard weight, steel, ball bearing or oil impregnated bearing hinges unless Hardware Sets indicate heavy weight. g. Hinge options: Comply with the following:
a. Non-removable pins: Provide set screw in hinge barrel that, when tightened into a groove in hinge pin, prevents removal of pin while door is closed; for the all out-swinging lockable doors. h. Manufacturers: The following or equal:
a. Ives (IV).
2. Power transfer devices:
a. Door hardware security is specified in Section 16752 - Security. b. Electrified quick connect continuous geared transfer hinges:
a) Provide electrified transfer continuous geared hinges with a 12 inch removable service panel cutout accessible without de-mounting door from the frame.
b) Furnish with Molex™ standardized plug connectors with sufficient number of concealed wires (up to 12) to accommodate the electrified functions specified in the Door Hardware Sets. c) Connectors plug directly to through-door wiring harnesses for connection to electric locking devices and power supplies. d) Wire nut connections are not acceptable.
e) Manufacturers: The following or equal:
(1) Ives (IV) – TWP-CON Option.
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2.04 MECHANICAL LOCKS AND LATCHING DEVICES
A. Mortise Locksets, Grade 1 (Heavy Duty): BHMA A156.13, Series 1000, Operational Grade 1 Certified Products Directory (CPD) listed. Locksets are to be manufactured with a corrosion resistant steel case and be field-reversible for handing without disassembly of the lock body.
1. Manufacturers: One of the following or equal:
a. Corbin Russwin Hardware (RU) – ML2000 Series.
b. Sargent Manufacturing (SA) – 8200 Series.
c. Schlage (SC) – L9000 Series.
B. Cylindrical Locksets, Grade 1 (Heavy Duty): BHMA A156.2, Series 4000, Operational Grade 1 Certified Products Directory (CPD) listed.
1. Furnish with solid cast levers, standard 2-3/4 inch backset, and 1/2 inch (3/4 inch at rated paired openings) throw brass or stainless steel latch bolt.
2. Locks are to be non-handed and fully field reversible.
3. Manufacturers: One of the following or equal:
a. Corbin Russwin Hardware (RU) - CL3300 Series.
b. Sargent Manufacturing (SA) - 10 Line.
c. Schlage (SC) - ND Series.
d. Strikes: Provide manufacturer's standard strike with strike box for each latch or lock bolt, with curved lip extended to protect frame, finished to match door hardware set, unless otherwise indicated, and as follows unless otherwise specified.
2.05 ELECTROMECHANICAL LOCKING DEVICES
A. Electromechanical Mortise locksets, Grade 1 (heavy duty): Subject to same compliance standards and requirements as mechanical mortise locksets, electrified locksets to be of type and design as specified below.
1. Electrified Lock Options:
a. Where indicated in the Hardware Sets, provide electrified options including: Outside door lock/unlock trim control, latchbolt and lock/unlock status monitoring, deadbolt monitoring, and request-to-exit signaling. b. Support end-of-line resistors contained within the lock case. c. Unless otherwise indicated, provide electrified locksets standard as fail secure.
2. Energy efficient design:
a. Provide lock bodies which have a holding current draw of 15mA maximum and can operate on either 12 or 24 volts.
b. Locks are to be field configurable for fail safe or fail secure operation.
3. Manufacturers: One of the following or equal:
a. Schlage (SC) - L9000 EU Series.
b. Corbin Russwin Hardware (RU) - ML20900 Series.
c. Sargent Manufacturing (SA) - 8200 Series.
2.06 CONSTRUCTION KEYING
A. Type: Removable core system.
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2.07 CLOSERS
A. Manufacturers:
1. Features:
a. Heavy-duty.
b. Non-handed and non-sized.
c. Adjustable spring power from size 1 through 4.
d. Hold open feature where specified.
2. One of the following or equal:
a. LCN, Model 4040XP Series.
B. Type: Full rack and pinion type with steel spring and non-gumming, non-freezing hydraulic fluid.
C. Controls: Separate set for regulating sweep speed, latch speed, backcheck and backcheck positioning, or where schedules, spring power.
D. Sizes: As recommended by accepted manufacturer.
E. Covers: Plastic, capable of being spray painted to match adjacent hardware finishes, unless otherwise specified.
F. Narrow frame provisions: Drop plates.
G. Effort to operate: As follows:
1. Exterior: Maximum 8-1/2 pounds.
2. Interior: Maximum 5 pounds.
3. Fire-resistive rated doors: Maximum 15 pounds.
H. Adjust closers in accordance with manufacturer's directions for size of door.
2.08 EXIT DEVICES
A. Lever design:
1. Manufacturers: The following or equal:
a. Von Duprin, Lever Model 06.
B. Rim device, non-fire resistive rated:
1. Manufacturers: One of the following or equal:
a. Von Duprin Inc., Model Series 98.
b. Sargent Essex Ind., Model Series 8800.
C. Rim device, fire-resistive rated:
1. Manufacturers: One of the following or equal:
a. Von Duprin Inc., Model Series 98-F.
b. Sargent Essex Ind., Model Series 12-8800.
D. Material: As scheduled.
E. Non-contact magnetic door switches are specified in Section 16752 - Security.
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2.09 MISCELLANEOUS DOOR HARDWARE
A. Flush bolts and surface bolts:
1. BHMA A156.3 and A156.16, Grade 1, certified.
a. Flush bolts to be furnished with top rod of sufficient length to allow bolt retraction device location approximately 6 feet from the floor. b. Furnish dust proof strikes for bottom bolts.
c. Surface bolts to be minimum 8 inches in length, UL listed for labeled fire doors, and UL listed for windstorm components where applicable. d. Provide related accessories (mounting brackets, strikes, coordinators, etc.) as required for appropriate installation and operation. e. Manufacturers: One of the following or equal:
a. Ives (IV).
b. Rockwood Products; ASSA ABLOY Architectural Door Accessories (RO).
c. Trimco (TC).
B. Kick plates:
1. As scheduled, 0.050-inch thick, beveled edges, 10 inches high, 1-1/2 inches narrower than single doors, 1 inch narrower than leaf of door pairs.
2. Manufacturers: One of the following or equal:
a. Ives.
b. Trimco.
C. Architectural seals:
1. General:
a. Thresholds, weatherstripping, and gasket seals to be of type and design as specified below or in the Hardware Sets.
b. Provide continuous weatherstrip gasketing on exterior doors and provide smoke, light, or sound gasketing on interior doors where indicated. c. At exterior applications provide non-corrosive fasteners and elsewhere where indicated.
2. Smoke labeled gasketing:
a. Assemblies in accordance with NFPA 105 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for smoke control ratings indicated, based on testing in accordance with UL 1784.
b. Provide smoke labeled perimeter gasketing at all smoke labeled openings.
3. Fire labeled gasketing:
a. Assemblies in accordance with NFPA 80 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for fire ratings indicated, based on testing in accordance with UL 10C. b. Provide intumescent seals as indicated to meet UL 10C, and NFPA 252.
4. Manufacturers: One of the following or equal:
a. National Guard Products (NG).
b. Pemko Products; ASSA ABLOY Architectural Door Accessories (PE). c. Zero (ZE).
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) D. Thresholds:
1. As scheduled, extruded aluminum, maximum 1/2-inch high, maximum slope of 1 foot in 2 feet.
2. Manufacturers: One of the following or equal:
a. National Guard Products Inc.
b. Pemko Mfg. Co.
E. Dustproof strike:
1. As scheduled.
2. Manufacturers: One of the following or equal:
a. Ives.
b. Trimco.
F. Coordinator with filler bar:
1. As scheduled, non-handed, series type length as required for door sizes indicated, complete with filer lengths as required, with mounting brackets and carry bars when required for proper operation; steel with manufacturer's standard prime finish capable of receiving painted finish.
2. Manufacturers: One of the following or equal:
a. Glynn-Johnson Coordinators, Model COR Series.
b. Ives, Door Co-Ordinator, Model 900 Series.
G. Door bottoms:
1. As scheduled, extruded aluminum with vinyl insert, surface mounted, length equal to door width minus 2 inches, automatic, recessed in bottom of door.
2. Manufacturers: One of the following or equal:
a. Pemko.
b. Reese.
H. Astragals:
1. As specified in Section 08110 - Hollow Metal Doors.
I. Silencers:
1. As scheduled, pneumatic gray rubber.
2. Manufacturers: One of the following or equal:
a. Trimco.
b. Ives.
c. Rockwood.
2.10 FINISHES
A. Brass and bronze: BHMA A156.18 626 (US26D), satin chrome.
B. Steel: BHMA A156.18 652 (US26D), satin chrome.
C. Stainless steel: BHMA A156.18 630 (US32D), satin stainless steel.
D. Aluminum: BHMA A156.18 628 (US28).
E. Plastic closer covers: Spray paint to match typical door hardware finish.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) F. Metal closer covers: Plate covers to match typical door hardware finish.
G. Electromagnetic hold open devices: Manufacturer's standard brushed zinc finish.
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect doors and door frames for damage or defects and examine hardware for compatibility with receiving conditions and suitable to intended use.
B. Verify that required wall backing has been installed.
3.02 INSTALLATION
A. Install finish hardware in accordance with manufacturer's templates and instructions.
1. Install each item of mechanical and electromechanical hardware and access control equipment to comply with manufacturer's written instructions and according to specifications.
2. Installers are to be trained and certified by the manufacturer on the proper installation and adjustment of fire, life safety, and security products including:
Hanging devices; locking devices; closing devices; and seals.
B. Accurately and properly fit hardware.
C. Securely fasten fixed parts for smooth, trouble-free, non-binding operation.
D. Fit faces of mortise parts snug and flush.
E. Ensure that operating parts move freely and smoothly without binding, sticking, or excessive clearance.
F. Mounting heights:
1. Mount door hardware units at heights indicated in following applicable publications, unless specifically indicated or required to comply with governing regulations:
2. Standard steel doors and frames: DHI's "Recommended Locations for Architectural Hardware for Standard Steel Doors and Frames."
3. Wood doors: DHI WDHS.3, "Recommended Locations for Architectural Hardware for Wood Flush Doors."
4. Where indicated to comply with accessibility requirements, in accordance with ICC A117.1 "Accessibility Guidelines for Buildings and Facilities."
5. Provide blocking in drywall partitions where wall stops or other wall mounted hardware is located.
G. Retrofitting:
1. Install door hardware to comply with manufacturer's published templates and written instructions.
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2. Where cutting and fitting are required to install door hardware onto or into surfaces that are later to be painted or finished in another way, coordinate removal, storage, and reinstallation of surface protective trim units with finishing work specified in Section 09960 - High-Performance Coatings.
3. Do not install surface-mounted items until finishes have been completed on substrates involved.
H. Protection:
1. Protect door hardware from damage or marring of finish during construction, use strippable coatings, removable tapes, or other acceptable means.
2. Ensure door hardware displays no evidence of finish paint after final building cleanup with exception of prime-coated door hardware installed for finish painting.
I. Latch guard and dead bolts: Install so that bolts automatically engage in keeper, whether activated by closer or by manual pressure.
J. Closers:
1. Mount on opposite sides of corridors or vestibules, except at exterior doors.
2. Mount for 180-degree swing wherever possible.
3. Mount with drop plates at narrow top rail doors.
4. Adjust to operate noiselessly and evenly.
5. Have closer manufacturer regulate closers prior to final acceptance of project.
K. Kick plates: Screw on push side of doors, unless otherwise indicated on the Drawings.
L. Gasketing: Mount to provide complete contact between door and frame, finished floor, or both; and weathertight enclosure.
M. Thresholds:
1. Install immediately before inspection for Substantial Completion or protect from heavy traffic damage during construction.
2. Cope to fit door frame profile and drill to suit required flush bolts and panic bolts.
3. Unless indicated on the Drawings to be set in grout, set in double bead of sealant, tightly fit at jambs, and make waterproof.
4. Set thresholds for exterior and acoustical doors in full bed of sealant complying with requirements specified in Section 07900 - Joint Sealants.
5. Fasten to concrete slab with 5/16-inch stainless steel flat head countersunk machine screws and concrete anchors at 8-inch centers.
N. Silencers:
1. Insert into predrilled holes in frames.
O. Storage:
1. Provide a secure lock up for hardware delivered to the project but not yet installed.
2. Control the handling and installation of hardware items so that the completion of the work will not be delayed by hardware losses before and after installation.
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3.03 DOOR HARDWARE SETS
A. They are a guideline only and should not be considered a detailed hardware schedule.
B. Omitted items not included in a hardware set should be scheduled with the appropriate additional hardware required for proper application and functionality.
C. Quantities listed are for each pair of doors, or for each single door.
D. The Supplier is responsible for handing and sizing all products.
E. Where multiple options for a piece of hardware are given in a single line item, the Supplier shall provide the appropriate application for the opening.
F. Provide a list of Manufacturer’s Abbreviations.
3.04 CONSTRUCTION KEYING
A. Insert construction cores in cylinders of exterior doors, and doors requiring security and access for workman, unless otherwise directed by the Engineer.
3.05 ADJUSTING
A. Examine hardware in place for complete and proper installation. Lubricate bearing surfaces for proper function.
B. Replace, rework or otherwise correct defective door hardware, including incorrect hand or function.
3.06 CLEANING
A. Remove protective materials and devices and thoroughly clean exposed surfaces of hardware.
B. Check for surface damage prior to final cleaning for acceptance of project.
3.07 HARDWARE SCHEDULE
A. While the Hardware Schedule is intended to cover all doors and other moveable parts of the building and establish a type and standard of quality, it shall be the specific duty and responsibility of the finish hardware supplier to examine the Drawings and Specifications and furnish proper hardware for all openings.
3.08 HARDWARE GROUPS
A. Door hardware security is specified in Section 16752 - Security.
B. Campus Oaks ASR Well (13):
1. HW-1: Door 101-3, 104-2:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630 Ives
1 EA Hinge 5BB1 X 4.5 X 4.5 X NRP X TW4 630 Ives
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) 1 EA Exit Device 9847L X E996L(FS-24VDC)(#06) X 338 X 385A X 3-0 Lever US26D/US32D/Active VO
1 EA Exit Device 9847EO X 338 X 385A X 3-0 Exit OnlyUS32D/Inactive VO
1 EA Cylinder – Rim 20-057 626 SCH
1 EA Closer 4040XP X EDA X SRTAL LCN
1 SET Weatherstripping 319CS AS PE
1 EA Door Bottom 430CRL AV PE
1 EA Threshold 274X4AFG X MS&ES10 PE
1 EA Drip Cap 346C PE
1 EA Astragal 309 APK PE
1 EA Coordinator – as recommended by manufacturer IVES
2. HW-2: Doors 103-1:
3 EA Hinge 5BB1 4.5 X 4.5 X NRP 630 Ives
1 EA Hinge 5BB1 X 4.5 X 4.5 X NRP X TW4 630 Ives
1 EA Exit Device 9847L X E996L(FS-24VDC)(#06) X 338 X 385A X 3-0 Lever US26D VO1 EA Cylinder – Rim 20-057 SCH
1 EA Closer WS445 US26D LCN
1 SET Weatherstripping 319CS PE
1 EA Door Bottom 430CRL PE
1 EA Threshold 274X4AFG X MS&ES10 PE
1 EA Drip Cap 346C PE
3. HW-3: Doors 104-1:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA Exit Device 98L X 996L-M US26D VO
1 EA Cylinder – Rim 20-057 SCH
1 EA Closer WS445 US26D LCN
1 SET Silencers 1229A Grey TR
4. HW-4: Doors 102-1:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA Lockset ND94PD 626 SC
1 EA Closer WS445 US26D LCN
1 SET Silencers 1229A Grey TR
5. HW-5: Doors 103-2 (UL 2-HR):
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA Lockset ND94PD 626 SC
1 EA Closer WS445 US26D LCN
1 SET Silencers1229A Grey TR
C. Misty Wood ASR Well (19):
1. HW-1: Door 103-3:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630 Ives
1 EA Hinge 5BB1 X 4.5 X 4.5 X NRP X TW4 630 Ives
1 EA Exit Device 9847L X E996L(FS-24VDC)(#06) X 338 X 385A X 3-0 Lever US26D/US32D/Active VO
1 EA Exit Device 9847EO X 338 X 385A X 3-0 Exit Only US32D/Inactive VO
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/08710 (DraftFinal) 1 EA Cylinder – Rim 20-057 SCH
1 EA Closer 4040XP X EDA X SRT AL LCN
1 SET Weatherstripping 319CS PE
1 EA Door Bottom 430CRL PE
1 EA Threshold 274X4AFG X MS&ES10 PE
1 EA Drip Cap 309 APK PE
1 EA Coordinator – as recommended by manufacturer IVES
2. HW-2: Doors 101-3, 104-2:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives
1 EA Hinge 5BB1 X 4.5 X 4.5 X NRP X TW4 630 Ives
1 EA Exit Device 9847L X E996L(FS-24VDC)(#06) X 338 X 385A X 3-0 Lever US26D VO1 EA Exit Device 9847EO X 338 X 385A X 3-0 Exit Only US32D
1 EA Cylinder – Rim 20-057 SCH
1 EA Closer WS445 US26D LCN
1 SET Weatherstripping 319CS PE
1 EA Door Bottom 430CRL PE
1 EA Threshold 274X4AFG X MS&ES10 PE
1 EA Astragal 357 C 600 PE
1 EA Drip Cap 346C PE
3. HW-3: Doors 104-1:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA
Exit Device 98L X 996L-M US26D VO
1 EA Closer WS445 US26D LCN
1 SET Silencers 1229A Grey TR
4. HW-4: Doors 102-1:
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA Lockset ND94PD 626 SC
1 EA Closer WS445 US26D LCN
1 SET Silencers 1229A Grey TR
5. HW-5: Doors 103-1 (UL 2-HR):
3 EA Hinge 5BB1 X4.5 X 4.5 X NRP 630US26D Ives 1 EA Lockset ND94PD 626 SC
1 EA Closer WS445 US26D LCN
1 SET Silencers1229A Grey TR
END OF SECTION
Louvers
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LOUVERS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. A variety of stationary, operable, and combination louvers. Also, includes stationary door louvers.
1.02 REFERENCES
A. Air Movement and Control Association International, Inc. (AMCA):
1. 500-L - Laboratory Methods of Testing Louvers for Rating.
2. 500-D - Laboratory Methods of Testing Dampers for Rating.
3. 511 - Certified Ratings Program - Product Rating Manual for Air Control Devices.
B. ASTM International (ASTM):
1. D4385 - Standard Practice for Classifying Visual Defects in Thermosetting Reinforced Plastic Pultruded Products.
C. Testing Application Standard (TAS):
1. 100A - Standard Test Procedure for Wind and Wind Driven Rain Resistance and/or Increased Windspeed Resistance of Soffit Ventilation Strip and Continuous or Intermittent Ventilation System Installed.
D. Underwriters Laboratories, Inc. (UL).
1.03 TERMINOLOGY
A. The words and terms listed below, are not defined terms that require initial capital letters, but, when used in this Section have the indicated meaning.
1. Drainable-blade louver: Louver with blades having gutters that collect water and drain it to channels in jambs and mullions, which carry it to bottom of unit and away from opening.
1.04 SUBMITTALS
A. As specified in Section 15500 - Common Work Results for HVAC.
1.05 QUALITY ASSURANCE
A. Provide louvers with the following, unless otherwise specified:
1. AMCA certification and rating in accordance with AMCA 511 for air performance and water penetration.
Louvers
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2.01 GENERAL
A. Louver types: As indicated on the Drawings.
1. Identify louvers with a letter L followed by a number referring to a louver type in this Section.
2. Identify individual louver size and airflow rates.
B. Accessories:
1. Provide installation clips and flanged or jamb-mounting styles suitable for the mounting locations.
2. As indicated on the Drawings.
3. Provide extended sills for louvers indicated as installed recessed from the exterior wall surface.
4. Provide stainless steel fasteners unless noted otherwise.
5. Corrosion protection.
6. Provide gravity damper for outside air intake and exhaust louvers, unless noted otherwise.
C. Protective coatings for aluminum in contact with concrete or masonry:
1. Manufacturers: One of the following or equal:
a. Koppers Co., Inc.
b. Porter Coatings.
c. Tarmastic 100.
2.02 DESIGN AND PERFORMANCE REQUIREMENTS
A. Performance: In accordance with AMCA 511 when tested in accordance with AMCA 500.
B. Designed for 20 pounds per square foot wind load.
C. Provide instrumentation and controls to meet the equipment operating requirements as specified in Section 15936 - Instrumentation and Control Devices for HVAC.
D. Louvers for severe windstorm applications:
1. Shall resist the cyclic pressures, static pressures, and missile impact loads in accordance with:
a. Applicable building codes as specified in Section 01410 - Regulatory Requirements.
2. Shall resist wind driven rain in accordance with:
a. TAS 100A:
1) Louvers shall not require the use of a manual damper to meet the certification requirements.
2.03 STATIONARY ACOUSTICAL LOUVERS, TYPE L-3
A. Manufacturers: One of the following or equal:
1. Airolite Co, Model T9112.
Louvers
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2. Greenheck, Model AFJ-120.
3. Ruskin Co., Model ACL1245.
B. Requirements:
1. Type: Stationary acoustical louver with louver depth as indicated on the Drawings.
2. Material: Minimum 0.080-inch thick extruded or formed aluminum for frame and blades.
3. Frame: 12-inch deep formed aluminum frame with 0.100-inch nominal wall thickness.
4. Blades: 0.080-inch formed aluminum exterior surface; blades positioned at 45 degree angle and spaced approximately 6 inches center to center.
5. Screens: 3/4-inch mesh by 0.051-inch aluminum or stainless steel bird screen with removable frame.
6. Pressure drop: Maximum 0.13-inch water column pressure drop at 1,000 feet per minute free area velocity for intake louvers.
7. Free area: Minimum 13 percent.
8. Finish: Mill.
9. Acoustical performance: Attenuation at least as follows for the depth of louver indicated:
Frequency (Hertz)
Attenuation (dB)
4-inch Depth 6-inch Depth 8-inch Depth 12-inch Depth
125 11 8 11 8
250 9 9 11 14
500 11 12 13 17
1,000 15 16 19 22
2,000 17 20 21 21
4,000 16 18 20 21
8,000 16 18 23 20
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect areas to receive louvers.
1. Notify the architect of conditions that would adversely affect the installation or subsequent utilization of the louvers.
2. Do not proceed with installation until unsatisfactory conditions are corrected.
3.02 PREPARATION
A. Clean opening thoroughly prior to installation.
B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions.
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3.03 INSTALLATION
A. Install louvers at locations indicated on the Drawings and in accordance with manufacturer’s instructions.
B. As specified in Section 15500 - Common Work Results for HVAC.
3.04 FIELD QUALITY CONTROL
A. Test equipment performance and balance equipment as specified in Section 15954 - Testing, Adjusting, and Balancing for HVAC.
END OF SECTION
Gypsum Board
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GYPSUM BOARD
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Gypsum board and associated accessories.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C475 - Standard Specification for Joint compounds and Joint Tape for Finishing Gypsum Board.
2. C514 - Standard Specification for Nails for the Application of Gypsum Wallboard.
3. C557 - Standard Specification for Adhesives for Fastening Gypsum Wallboard in Wood Framing.
4. C840 - Standard Specification for Application and Finishing of Gypsum Board.
5. C919 - Standard Practice for Use of Sealants in Acoustical Applications.
6. C1002 - Standard Specification for Steel Self-Piercing Tapping Screws for the Application of Gypsum Panel Products or Metal Plaster Based to Wood Studs or Steel Studs.
7. C1047 - Standard Specification for Accessories for Gypsum Wallboard and Gypsum Veneer Base.
8. C1396 - Standard Specification for Gypsum Board.
9. E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.
B. Gypsum Association:
1. GA 216 - Application and Finishing of Gypsum Board.
C. Underwriters Laboratories, Inc. (UL).
1.03 SUBMITTALS
A. Product Data: Include manufacturer's instructions for sealing openings, penetrations, and cut edges of water-resistant gypsum board.
B. Samples: Include texture samples on minimum 6 inch square specified materials.
1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Provide gypsum board products from single manufacturer or from manufacturers recommended by manufacturer of gypsum board.
B. Regulatory requirements: When indicated, provide UL listed and labeled fire-rated components or by other recognized rating service.
Gypsum Board
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09250 (DraftFinal) C. Pre-installation conference: Convene with affected entities to review coordination and sequencing of construction to ensure that everything that will be concealed by gypsum board has been installed, and that chases, openings, supplementary framing and blocking have been completed.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Store gypsum board under cover, stacked flat, off floor.
B. Store adhesives in dry place, protected against freezing.
1.06 ENVIRONMENTAL REQUIREMENTS
A. Maintain uniform room temperature between 55 and 70 degrees Fahrenheit in cold weather during application of wallboard and joint treatment until joint treatment is completely dry or building is occupied.
B. Provide adequate ventilation.
PART 2 PRODUCTS
2.01 GYPSUM BOARD
A. Regular board:
1. ASTM C1396; 5/8 inches thick; tapered edge; Type X where required for fire rating.
B. Moisture resistant board:
1. ASTM C1396; 5/8 inches thick; tapered edge; Type X where required for fire rating.
2.02 ACCESSORIES
A. Square corner bead reinforcement:
1. Manufacturers: One of the following or equal:
a. USG, Dur-A-Bead.
b. Gold Bond National Gypsum Co., Wallboard corner bead with 1-1/4 inch flanges.
B. Metal casing bead:
1. Manufacturers: One of the following or equal:
a. USG, No. 200A Metal Trim.
b. Gold Bond National Gypsum Co., No. 100 wall board casing.
C. Control joints:
1. Manufacturers: One of the following or equal:
a. USF, No. 093.
b. Gold Bond National Gypsum Co., 0.093 zinc control joint.
Gypsum Board
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2.03 FASTENERS
A. Screws for wood framing: ASTM C1002, Type W, minimum 1-1/4 inches.
B. Nails: ASTM C514; minimum 1-1/4 inch long, 12-1/2 gauge, 1/4 inch diameter head.
2.04 LAMINATING ADHESIVES
A. Gypsum board to metal framing:
1. Manufacturers: One of the following or equal:
a. USG, Durabond® 200 or 300.
b. Gold Bond National Gypsum Co., Sta-Smooth setting type compound.
2.05 FINISHING MATERIALS
A. Moisture or water resistant sealant:
1. Manufacturers: One of the following or equal:
a. USG, Sheetrock W/R Sealant.
b. Gold Bond National Gypsum Co.
B. Joint compound and tape: ASTM C475:
1. Manufacturers: One of the following or equal:
a. USG, Sheetrock joint system consisting of Sheetrock Reinforcement Tape and Sheetrock All Purpose Ready Mixed Compound for embedding, fill, and finishing.
b. Gold Bond National Gypsum Co., Sta-Smooth HS tape and Sta-Smooth joint compound.
C. Texturing compound for walls:
1. Manufacturers: One of the following or equal:
a. USG, Spray Texture Finish.
b. Gold Bond National Gypsum Co., Perfect Spray EM, orange peel finish.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install gypsum board systems in accordance with ASTM C840 and GA 216.
3.02 GYPSUM BOARD INSTALLATION ON WALLS
A. Cut gypsum wallboard by scoring and breaking or by sawing, working from face side.
B. Use boards of maximum practical length to minimize end joints.
C. Apply board with long dimension at right angles to framing or furring members with ends on studs. Attach upper boards first.
D. Bring boards into contact with each other but do not force into place.
Gypsum Board
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09250 (DraftFinal) E. Do not place butt ends against tapered edges.
F. Stagger end joints. Locate joint on opposite sides of partition on different studs.
G. Do not align joints with edges of openings, except for control joints. Cut board neatly to fit around openings. Locate joints at least 8 inches from openings. Center vertical end joints above openings.
H. Extend board to within 1/4 inch of floor.
I. Install fasteners proceeding from center portion of gypsum board toward edges and ends.
J. On non-fire rated walls, screw board to framing at maximum 12 inches on center in field of board at bearings and along abutting edges. Nail board to framing at maximum 8 inches on center in field at bearings and along edges.
K. On fire rated walls, nail or screw board to framing at maximum 8 inches on center in field of board at bearings and along edges, unless indicated otherwise by UL assembly requirements.
L. Drive fasteners home with maximum 1/32 inch dimple in wall surface. Avoid breaking face paper of wallboard. Remove improperly driven nails.
M. Thoroughly seal openings, penetrations and cut edges of water-resistant wallboard in accordance with manufacturer's recommendations.
N. Double stud partitions:
1. Install strips of gypsum board 12 inches wide and of length to span partition depth by screwing to webs of opposing studs.
2. Space strips approximately 42 inches on center.
O. Double layer partitions:
1. Install first layer vertically then second layer horizontally.
2. Stagger joints between layers and on opposite sides as far as is practical.
P. Sound control partitions:
1. Apply full running beads of acoustical sealant at perimeter of sound control partitions.
2. Apply acoustical sealant with air operated equipment.
3. Inspect joints to receive sealant to be sure they are clean, dry and free of dust, dirt and other foreign matter.
4. Seal around light boxes, outlets, and switches, with continuous bead of sealant.
5. Remove excess of sealant or smears as construction progresses.
Q. Perimeter relief where non-load bearing gypsum board partitions abut structural decks or ceilings or vertical structural elements:
1. Allow not less than 1/4 inch, nor more than 1/2 inch gap between gypsum board and structure.
Gypsum Board
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2. Finish edges of board face layer with metal casing bead and caulk space between casing bead and structure with continuous sealant bead.
3. Attach board to studs not less than 1/2 inch below bottom edge of ceiling track flanges and to first stud adjacent to vertical tracks. Do not attach boards directly to tracks.
3.03 GYPSUM BOARD INSTALLATION ON FRAMED OR FURRED CEILINGS A. Apply board with long dimension at right angles to framing or furring members with abutting ends and edges occurring over flanges.
B. Use board to maximum practical length to minimize end joints.
C. Cut gypsum board neatly to fit around openings.
D. Neatly fit a stagger end joints.
E. Nail field of boards at bearing, and along abutting edges at maximum 7 inches on center. Drive nails up to form slight dimple in board.
F. Screw field of boards, at bearings, and along abutting edges at maximum of 8 inches on center.
3.04 INSTALLATION OF CASING AND CORNER BEADS
A. Install casing beads wherever board terminates against dissimilar materials or where edges of board are exposed. Provide:
1. Type with face flange to receive joint compound except where semi-finishing is indicated.
2. L-type trim where gypsum board is tightly abutted to other construction.
3. Special kerf-type where other construction is kerfed to receive long leg of L-type trim.
4. U-type trim where edge is exposed, revealed, gasketed, or sealant filled, including expansion joints.
B. Install metal corner bead reinforcement at outside corners.
C. Where board partitions intersect masonry walls:
1. Provide control joints no less than 1/4 inch nor more than 3/8 inch wide between board and masonry.
2. Finish exposed edges of board with square-nose metal casing bead and caulk space between casing bead and masonry with continuous sealant.
D. Secure corner beads with same fasteners used for applying wallboard, spaced 8 inches maximum apart on each flange of bead with nails opposite.
3.05 INSTALLATION OF CONTROL JOINTS
A. Discontinue gypsum board at control joints.
B. In ceiling construction, discontinue gypsum board and framing at control joints.
Gypsum Board
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09250 (DraftFinal) C. In partitions, discontinue gypsum board and install framing studs on each side of control joints.
D. Position control joints to intersect light fixtures, air diffusers, door openings and other areas of stress concentration.
E. Isolate gypsum board construction at following locations:
1. Where partitions or ceilings of dissimilar construction meet and remain in same plane.
2. Where wings of "L," "U," and "T" shaped ceiling areas are joined.
3. When expansion or control joints occur in base building construction.
F. Space control joints at following maximum distances:
1. Partitions: 30 feet in either direction.
2. Interior ceilings with perimeter relief: 50 feet in either direction.
3. Interior ceilings without perimeter relief: 30 feet in either direction.
4. Exterior ceilings: 30 feet in either direction.
G. Extend control joints to ceiling from both corners of door frames where control joints are required.
H. Cut end joints square, align to provide neat fit.
I. Staple control joint to board at maximum 6 inches on center in each flange.
3.06 JOINT COMPOUND
A. Mix joint and topping compound in accordance with instructions on package.
B. Apply thin layer of joint compound uniformly approximately 4 inches wide over each joint.
C. Center tape over joint and embed into compound, leaving sufficient joint compound under tape to provide proper bond.
D. Reinforce wall angles and inside corner angles with tape folded to conform to angle and embedded into compound.
E. Apply skim coat of compound immediately after embedding tape.
F. After compound is thoroughly dry, cover tape with coat of joint compound or topping compound. Spread over tape and approximately 3 inches beyond edges of tape.
Feathered out edge.
G. After compound is thoroughly dry, cover tape with coat of joint compound or topping compound. Spread over tape and approximately 3 inches beyond edges of previous coat. Feathered out edge.
H. Coat inside corners with minimum of one coat of joint compound or topping compound with edges feathered out.
I. Apply 3 coats of compound to nail and screw head dimples.
Gypsum Board
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09250 (DraftFinal) J. Conceal flanges of wallboard corner beads with minimum of 2 coats of compound:
1. Apply joint compound for first coat.
2. Apply joint compound or topping compound for second coat. a. Feathered out second coat approximately 9 inches on both sides of exposed metal nose of corner bead.
K. Clean excess compound from board surface.
L. Sand coats as necessary after each application of compound has dried.
1. Leave board uniformly smooth ready to receive texturing, to extent that after painting, board shows no distinguishable difference in appearance between taped and untapped surfaces.
3.07 TEXTURING
A. Verify that gypsum board surfaces have been primed in accordance with Section 09910 - Painting.
B. Clean surfaces of dust, dirt, and oil before application.
C. Mix and apply specified materials in accordance with manufacturer's recommendation to produce texture similar to accepted sample.
D. Apply orange peel, texture to interior walls.
E. Remove texture droppings or overspray from adjacent completed construction.
3.08 TOLERANCES
A. Offsets between planes of board faces: Maximum 1/16 inch.
B. Flatness: Maximum 1/8 inch in 96 inches.
C. Variation from plumb: Maximum 1/8 inch in 96 inches.
END OF SECTION
Acoustical Panels
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ACOUSTICAL PANELS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Acoustical panels and accessories:
1. Acoustical wall and ceiling panels.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C514 - Standard Specification for Nails for the Application of Gypsum Board.
2. C645 - Standard Specification for Nonstructural Steel Framing Members.
3. C1002 - Standard Specification for Application and Finishing of Gypsum Board.
4. E1264 - Standard Classification for Acoustical Ceiling Products.
1.03 SUBMITTALS
A. Product data: Include sound absorption data, cutting and fabrication, and installation details for panel systems.
B. Shop drawings: Include panel layout and mounting details:
1. Indicate panel layout; show locations of mechanical grills, lighting, access panels, sprinkler heads, and other items affecting ceiling installation.
C. Test reports: Results of sound absorption coefficient testing by independent acoustical laboratory.
D. Manufacturer's installation instructions: Including installation instructions for suspended grid system and adhesives.
E. Samples:
1. Submit full range of manufacturer's standard colors for color selection.
2. Submit 12 inches square samples for each type and size acoustical unit required.
3. Submit sample of installation system: 1 full unit.
1.04 SITE CONDITIONS
A. Deliver panels when building is closed in and in cold seasons, heated.
Acoustical Panels
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements: Noise Reduction Coefficient (NRC) of minimum 85, minimum sound absorption coefficient of 2 by 8 foot panels mounted on 1-1/2 inch furring with insulation at following octave band center frequencies:
1. 125 hertz: 0.24.
2. 250 hertz: 0.57.
3. 500 hertz: 1.17.
4. 1,000 hertz: 0.87.
5. 2,000 hertz: 0.93.
6. 4,000 hertz: 0.87.
2.02 PERFORATED ACOUSTICAL METAL WALL PANELS
A. Manufacturer: One of the following or equal:
1. Eckel Industries, Inc., Eckoustic Functional Panels.
B. Metal facing: 0.032 inches minimum; coated aluminum, ribbed to provide impact resistance.
C. Perforation ratio: Not less than 23 percent.
D. Panel size: 30 by 96 inches.
E. Absorber:
1. Fiberglass or mineral wool wrapped in heat-sealed polyethylene sheet for indoor applications.
2. Polyethylene thickness 1.5 mils.
3. Perforation ratio 10 percent within 2 percent both sides.
4. Blanket; semi rigid, not less than 2 inch, density of approximately 1.5 pounds per cubic foot.
F. Perforated metal facing shall be furred out on metals channels by 2 inches.
G. Mounting brackets: Minimum 4; Type 316 stainless steel.
H. Adsorption factors:
Frequency Band 125 250 500 1000 2000 4000 NRC
Wall Panel 0.34 1.11 1.48 1.15 0.74 0.56 1.10
.031 .085 1.43 1.49 1.41 1.50 1.30
PART 3 EXECUTION
3.01 INSTALLATION
A. Install acoustical panels in accordance with manufacturer's instructions.
Acoustical Panels
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09523 (DraftFinal) B. Anchor furring to concrete or masonry walls securely.
1. Anchor horizontally at 12 inches above floor, at 24 inches on center, at ceiling, and vertically at ends.
C. Install insulation between furring.
1. Hold insulation in place until installation of panels.
D. Place panels vertically on walls, perpendicular to direction of furring, with maximum 1/16-inch space between panels.
E. Paint nail or screw head white.
1. Nail or screw panels to furring in manufacturer's recommended pattern.
2. Countersink nails or screws 1/16 inch.
F. Do not cover columns and beams with panels.
1. Hold panels back 2 inches from columns.
G. When panels require field cutting, make sharp and perpendicular cuts using jigs.
H. Make neat cutouts for pipes, supports, and other projections from wall.
1. Install metal trim around perimeter of panels.
2. Fasten trim to edge furring with aluminum nails.
3. Miter corners.
3.02 SCHEDULE
A. Install wall panels as scheduled below:
Location
Coverage
Wall Panels Ceiling Panels Total Treated Area
ASR Well Building –
Pump Room
90 percent of walls
shown on plans
80 percent TBD on as-built
conditions
Notes:
(1) Installation of acoustical panels is included as an allowance item.
END OF SECTION
Painting
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PAINTING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Field applied paints and coatings for normal exposures.
2. Painting Accessories.
1.02 DEFINITIONS
A. Paints: Manufacturer's best ready-mixed coatings, except when field catalyzed, with fully ground pigments having soft paste consistency and capable of being readily and uniformly dispersed to complete homogeneous mixture, having good flowing and brushing properties, and capable of drying or curing free of streaks or sags.
B. Volatile Organic Compound (VOC): Content of air polluting hydrocarbons in uncured coating product measured in units of grams per liter or pounds per gallon.
1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.
B. Shop drawings: Include schedule of where and for what use coating materials are proposed in accordance with requirements for Product Data.
C. Product data: Include description of physical properties of coatings including solids content and ingredient analysis, VOC content, temperature resistance, typical exposures and limitations, and manufacturer's standard color chips.
D. Samples: Include 8-inch square draw-downs or brush-outs of topcoat finish when requested. Identify each sample as to finish, formula, color name and number and sheen name and gloss units.
E. Manufacturer's instructions: Submit in accordance with requirements for Product Data. Include:
1. Special requirements for transportation and storage.
2. Mixing instructions.
3. Shelf life.
4. Pot life of material.
5. Precautions for applications free of defects.
6. Surface preparation.
7. Method of application.
8. Recommended number of coats.
9. Recommended thickness of each coat.
10. Recommended total thickness.
Painting
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11. Drying time of each coat, including prime coat.
12. Required prime coat.
13. Compatible and non-compatible prime coats.
14. Recommended thinners, when recommended.
15. Limits of ambient conditions during and after application.
16. Time allowed between coats.
17. Required protection from sun, wind, and other conditions.
18. Touch-up requirements and limitations.
F. Submit notarized certificate that:
1. All paints and coatings to be used on this project comply with the State of California Air Resources Board Rule 1113 VOC Regulations effective as of January 1, 2004.
2. All paints and coatings to be used on this project comply with the VOC regulations of the State of California Air Management District in which the coatings will be used, effective January 1, 2004.
1.04 QUALITY ASSURANCE
A. Products: First line or best grade.
B. Materials for each paint system: By single manufacturer.
C. Applicator qualifications: Applicator of products similar to specified products with minimum 3 years of experience.
D. Regulatory requirements: Comply with by using paints that do not exceed governing agency's VOC limits or do not contain lead.
E. Field samples:
1. Paint 1 complete surface of each color scheme to show colors, finish texture, materials, and workmanship.
2. Obtain approval before painting other surfaces.
1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products as specified in the Agreement and Contract RFP in Volumes 1 and 2.
B. Remove unspecified and unapproved paints from Project site immediately.
C. Deliver containers with labels identifying:
1. Manufacturer's name.
2. Brand name.
3. Product type.
4. Batch number.
5. Date of manufacturer.
6. Expiration date or shelf life.
7. Color.
8. Mixing and reducing instructions.
Painting
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) D. Store coatings in well-ventilated facility that provides protection from the sun weather, and fire hazards.
1. Maintain ambient storage temperature between 45 and 90 degrees Fahrenheit, unless otherwise recommended by the manufacturer.
E. Take precautions to prevent fire and spontaneous combustion.
1.06 ENVIRONMENTAL CONDITIONS
A. Surface moisture contents: Do not paint surfaces that exceed manufacturer specified moisture contents, or when not specified by the manufacturer, the following moisture contents:
1. Plaster and gypsum wallboard: 12 percent.
2. Masonry, concrete and concrete block: 12 percent.
3. Interior located wood: 15 percent.
4. Concrete floors: 7 percent.
B. Do not paint or coat:
1. Under dusty conditions.
2. When light on surfaces measures less than 15 foot-candles.
3. When ambient or surface temperature is less than 50 degrees Fahrenheit or unless manufacturer allow a lower temperature.
4. When relative humidity is higher than 85 percent, unless manufacturer allows a higher relative humidity.
5. When surface temperature is less than 5 degrees Fahrenheit above dew point.
6. When surface temperature exceeds the manufacturer's recommendation.
7. When ambient temperature exceeds 90 degrees Fahrenheit, unless manufacturer allows a higher temperature.
8. Apply clear finishes at minimum 65 degrees Fahrenheit.
C. Provide fans, heating devices, or other means recommended by coating manufacturer to prevent formation of condensate or dew on surface of substrate, coating between coats and within curing time following application of last coat.
D. Provide adequate continuous ventilation and sufficient heating facilities to maintain minimum 50 degrees Fahrenheit for 24 hours before, during and 48 hours after application of finishes.
1.07 PROTECTION
A. Protect adjacent surfaces from paint and damage. Repair damage resulting from inadequate or unsuitable protection.
B. Furnish sufficient drop cloths, shields, and protective equipment to prevent spray or droppings from fouling surfaces not being painted and in particular, surfaces within storage and preparation area.
C. Place cotton waste, cloths, and material that may constitute fire hazard in closed metal containers and remove daily from site.
Painting
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) D. Remove electrical plates, surface hardware, fittings and fastenings, prior to painting operations.
1. Carefully store, clean and replace on completion of painting in each area.
2. Do not use solvent or degreasers to clean hardware that may remove permanent lacquer finish.
1.08 EXTRA MATERIALS
A. Extra materials: Deliver as specified in Section 01770 - Closeout Procedures.
Include minimum 1 gallon of each type and color of coating applied:
1. When manufacturer packages material in gallon cans, deliver unopened labeled cans as comes from factory.
2. When manufacturer does not package material in gallon cans, deliver material in new gallon containers, properly sealed and identified with typed labels indicating brand, type, and color.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Paints: One of the following or equal:
1. Carboline: Carboline.
2. PPG Paints/PMC.
3. Rustoleum: Rustoleum Corp.
4. S/W: Sherwin-Williams Co.
5. Tnemec: Tnemec Co.
B. Submit requests for substitutions as specified in the Agreement and Contract RFP in Volumes 1 and 2:
1. Include certified ingredient analyses.
2. Provide colors that match specified colors.
2.02 PRETREATMENT, PRIMERS, AND PRIMER-SEALERS
A. Aluminum primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 120.
b. PPG: Pitt-Tech® Plus 4020 PF Interior/Exterior Primer/Finish, 4020PF. c. Sherwin-Williams Co.: DTM Wash Primer.
B. Concrete masonry filler/primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Sanitile 100.
b. PPG: Perma-Crete® Interior/Exterior Block & Masonry Surfacer/Filler, 4-100XI.
c. Sherwin-Williams Co.: HD Block Filler, B42W46.
d. Tnemec:
1) Series 130, Envirofill.
2) Series 180, Tneme-crete.
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09910-5 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) C. Concrete, porous, filler/primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Sanitile 100.
b. PPG: Perma-Crete® Interior/Exterior Block & Masonry Surfacer/Filler, 4-100XI.
c. Sherwin-Williams Co.: HD Block Filler, B42W46.
d. Tnemec:
1) Series 130, Envirofill.
2) Series 180, Tneme-crete.
D. Concrete, smooth, filler/primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Sanitile 100.
b. Carboline Co.: Carbocrylic 120.
c. PPG:
1) Perma-Crete® Interior/Exterior Block & Masonry Surfacer/Filler, 4-100XI.
2) Seal Grip® Hydrosealer Exterior Bonding Primer/Sealer, 17-6001. d. Sherwin-Williams Co.:
1) HD Block Filler, B42W46.
2) Epoxy Masonry Tilt Primer White B42WW49.
e. Tnemec: Series 180, Tneme-Crete.
E. Ferrous metal primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carboguard 890.
b. PPG: PITT-GUARD® Rapid-Coat Direct-to-Rust Epoxy Mastic Coating, 95-245 Series.
c. Sherwin-Williams Co.: Macropoxy 646.
d. Tnemec: Series 104.
F. Galvanized metal surface pretreatment materials:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Surface Cleaner 3.
b. PPG: Duraprep® Concentrated Degreaser, Prep125.
G. Galvanized metal surface primer:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carboguard 890.
b. PPG: PITT-GUARD® Rapid-Coat Direct-to-Rust Epoxy Mastic Coating, 95-245 Series Sherwin-Williams Co.: Macropoxy 646.
c. Tnemec: Series 104.
2.03 PAINTS, INTERIOR EXPOSURE
A. Latex, flat:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 3359MC flat.
b. PPG:
1) Speedhide® Zero Interior Flat, 6-5110 Series.
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09910-6 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) 2) Ultralast Interior Matte, 13-210 Series.
c. Sherwin-Williams Co.: Promar 200, B30W200.
B. Latex, semi-gloss:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 3359MC.
b. PPG:
1) Speedhide® Zero Interior Semi-Gloss, 6-5510 Series.
2) Copper Armor Interior Latex Paint + Primer Semi-Gloss, 29-1510. c. Sherwin-Williams Co.: Promar 200, B77W3402D.
C. Acrylic, semi-gloss:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 3359MC.
b. PPG:
1) Speedhide® Zero Interior Semi-Gloss, 6-5510 Series.
2) Copper Armor Interior Latex Paint + Primer Semi-Gloss, 29-1510. c. Sherwin-Williams Co.: Promar 200, B77W3402D.
d. Tnemec: Series 1029, Enduratone.
2.04 PAINTS, EXTERIOR EXPOSURE
A. Latex, flat:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 3359MC flat.
b. PPG:
1) Speedhide® Exterior Flat, 6-6510XI.
c. Sherwin-Williams Co.: A-100, Flat Exterior Latex A6-100. d. Tnemec: 1028 Enduratone.
B. Alkyd, gloss:
1. Manufacturers: One of following or equal:
a. PPG:
1) 7-Line Interior/Exterior Industrial Gloss Oil, 7-282 Series. 2) Break-Through! 250 Interior/Exterior Gloss, V70-6102500. b. Sherwin-Williams Co.:
1) Industrial Enamel, B54Z-100.
2) Water based Industrial Enamel B53W311.
C. Acrylic latex, semi-gloss:
1. Manufacturers: One of following or equal:
a. Carboline Co.: Carbocrylic 3359MC flat.
b. PPG:
1) Speedhide® Exterior Semi-Gloss, 6-901XI.Sherwin-Williams Co.:
A-100, Flat Exterior Latex A6-100.
c. Tnemec: 1028 Enduratone.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) PART 3 EXECUTION
3.01 INSPECTION
A. Thoroughly examine surfaces scheduled to be painted before starting work.
B. Start painting when unsatisfactory conditions have been corrected.
3.02 SURFACE PREPARATION
A. Prepare surfaces in accordance with paint manufacturer's instructions or when none, the following:
1. Aluminum:
a. Remove surface contamination by steam, high-pressure water, or degreasers.
b. Abrade surface by abrasive blasting, power tool cleaning or hand tool cleaning.
c. Apply etching primer.
2. Reinforced concrete panels:
a. Remove dirt, powdery residue, and foreign matter.
b. Paint immediately; both sides when applicable.
3. Canvas and cotton insulation coverings: Remove dirt, grease, and oil.
4. Concrete floors:
a. Remove contamination, abrasive blast or acid etch and rinse with clear water.
b. Ensure required acid-alkali balance is achieved. Allow to dry thoroughly.
5. Copper for paint finish:
a. Remove contamination by steam, high-pressure water, or degreasers. b. Abrade surface by abrasive blasting, power tool cleaning or hand tool cleaning.
c. Apply vinyl etch primer.
6. Copper for oxidized finish:
a. Remove contamination.
b. Apply oxidizing solution of copper acetate and ammonium chloride in acetic acid.
c. Rub on repeatedly for correct effect.
d. Once attained rinse surfaces well with clear water and allow to dry.
7. Gypsum wallboard:
a. Remove contamination and prime to show defects.
b. Repair and prime defects.
8. Galvanized surfaces:
a. Remove surface contamination and oils and wash with degreasers. b. Apply coat of etching type primer.
9. Zinc coated surfaces: Remove surface contamination and oils and prepare for priming in accordance with metal manufacturer's recommendations.
10. Concrete and concrete masonry:
a. Remove dirt, loose mortar, scale, powder, and other foreign matter. b. Remove oil and grease with solution of tri-sodium phosphate. c. Remove stains caused by weathering of corroding metals with solution of sodium metasilicate.
d. Rinse well and allow to thoroughly dry.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) e. Spot prime exposed metal with alkyd primer.
11. Plaster:
a. Fill hairline cracks, small holes, and imperfections with patching plaster. b. Smooth off to match adjacent surfaces.
c. Wash and neutralize high alkali surfaces where they occur.
12. Unprimed steel and iron: Remove grease, rust, scale, dirt, and dust by wire brushing, sandblasting or other necessary method.
13. Shop primed steel:
a. Sand and scrape to remove loose primer and rust.
b. Feather out edges to make touch-up patches inconspicuous. c. Clean surfaces.
d. Prime bare steel surfaces.
14. Wood and millwork:
a. Sandpaper to smooth even surface.
b. Wipe off dust and grit prior to priming.
c. Spot coat knots, pitch streaks, and sappy sections with sealer. d. Fill nail holes and cracks after primer has dried and sand between coats.
15. Exterior wood siding:
a. Remove dust, grit, and foreign matter.
b. Seal knots, pitch streak, and sappy sections.
c. Fill nail holes with exterior caulking compound after prime coat has been applied.
16. Mildew:
a. Remove by scrubbing with solution of tri-sodium phosphate and chlorine bleach.
b. Rinse with clean water and allow surface to dry completely.
17. Glue laminated woods:
a. Remove grease and dirt.
b. Wash down surfaces with degreasers.
3.03 APPLICATION
A. Apply each coat at proper consistency.
B. Tint each coat of paint slightly darker than preceding coat.
C. Sand lightly between coats to achieve required finish.
D. Do not apply finishes on surfaces that are not sufficiently dry.
E. Allow each coat of finish to dry before following coat is applied, unless directed otherwise by manufacturer.
F. Where clear finishes are required ensure tint fillers match wood.
1. Work fillers well into grain before set.
2. Wipe excess from surface.
G. Backprime exterior woodwork, which is to receive paint finish, with exterior primer paint.
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09910-9 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) H. Backprime interior woodwork, which is to receive paint or enamel finish, with enamel undercoat paint.
I. Backprime interior and exterior woodwork, which is to receive stain or varnish finish, with gloss varnish reduced 25 percent with mineral spirits.
J. Prime top and bottom edges of wood and metal doors with enamel undercoat when they are to be painted.
K. Prime top and bottom edges of wood doors with gloss varnish when they are to receive stain or clear finish.
3.04 MECHANICAL AND ELECTRICAL EQUIPMENT
A. Identify equipment, ducting, piping, and conduit in accordance with Related Sections.
B. Remove grilles, covers, and access panels for mechanical and electrical system from location and paint separately.
C. Finish paint primed equipment with color selected by the Engineer.
D. Prime and paint insulated and bare pipes, conduits, boxes, insulated and bare ducts, hangers, brackets, collars, and supports, except where items are plated or covered with prefinished coating.
E. Replace identification markings on mechanical or electrical equipment when painted over or spattered.
F. Paint interior surfaces of air ducts, convector, and baseboard heating cabinets that are visible through grilles and louvers with 1 coat of flat black paint, to limit of sight line.
G. Paint dampers exposed immediately behind louvers, grilles, convector, and baseboard cabinets to match face panels.
H. Paint exposed conduit and electrical equipment occurring in finished areas with color and texture to match adjacent surfaces.
I. Paint both sides and edges of plywood backboards for electrical equipment before installing backboards and mounting equipment on them.
J. Color code equipment, piping, conduit, exposed ductwork, and apply color banding and identification, such as flow arrows, naming and numbering, in accordance with the Contract Documents.
3.05 SURFACES NOT REQUIRING FINISHING
A. Stainless steel, brass, bronze, copper, Monel®, chromium, anodized aluminum:
Specially finished articles such as porcelain enamel, plastic coated fabrics, and baked enamel.
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09910-10 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) B. Finished products such as ceramic tile, windows, glass, brick, resilient flooring, acoustical tiles, board and metal tees; other architectural features, such as finish hardware, furnished in aluminum, bronze or plated ferrous metal, prefinished panels, or other items that are installed prefinished.
C. Items completely finished at factory, such as preformed metal roof and wall panels, aluminum frames, toilet compartments, sound control panels, acoustical tiles, shower compartments, folding partition, and flagpole.
3.06 CLEANING
A. As work proceeds and upon completion, promptly remove paint where spilled, splashed, or spattered.
B. During progress of work, keep premises free from unnecessary accumulation of tools, equipment, surplus materials, and debris.
C. Upon completion of work, leave premises neat and clean.
3.07 INTERIOR PAINT SCHEDULE
A. Aluminum: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
B. Concrete masonry: 2 coats of following finish paints over block filler:
1. Latex, flat:
a. Surfaces not scheduled otherwise.
2. Latex, semi-gloss:
a. Walls.
C. Concrete, porous: 2 coats of following finish paints over block filler:
1. Latex, flat:
a. Surfaces not scheduled otherwise.
D. Concrete, smooth: 2 coats of following finish paints over specified sealer:
1. Latex, flat:
a. Surfaces not scheduled otherwise.
E. Gypsum board: 2 coats of following finish paints:
1. Latex, flat:
a. Ceilings.
2. Latex, semi-gloss:
a. Walls and partitions.
F. Metal, galvanized: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
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09910-11 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09910 (DraftFinal) G. Metal, interior doors and frames, galvanized: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
H. Metal, non-galvanized ferrous: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
I. Metal, interior doors and frames, non-galvanized ferrous: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
3.08 EXTERIOR PAINT SCHEDULE
A. Aluminum: 2 coats of following finish paints over specified primer:
1. Acrylic, semi-gloss:
a. Surfaces not scheduled otherwise.
B. Concrete masonry: 2 coats of following finish paints over specified block filler:
1. Latex, flat:
a. Surface not scheduled otherwise.
C. Concrete, smooth: 2 coats of following finish paints over specified primer:
1. Latex, flat:
a. Surface not scheduled otherwise.
D. Gypsum board: 2 coats of following finish paints:
1. Latex, flat:
a. Ceiling - Surface not scheduled otherwise.
E. Walls - Surface not scheduled otherwise. Metal, ferrous: Following finish coat over specified primer:
1. Acrylic, semi-gloss:
a. Surface not scheduled otherwise.
F. Metal, galvanized: 2 coats of following finish paints over pretreatment and specified primer:
1. Acrylic, semi-gloss:
a. Surface not scheduled otherwise.
END OF SECTION
High-Performance Coatings
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) SECTION 09960
HIGH-PERFORMANCE COATINGS
TABLE OF CONTENTS
PART 1 GENERAL............................................................................................................... 2
1.01 SUMMARY ................................................................................................................. 2
1.02 REFERENCES ........................................................................................................... 2
1.03 TERMINOLOGY ......................................................................................................... 4
1.04 SUBMITTALS ............................................................................................................. 5
1.05 QUALITY ASSURANCE ............................................................................................. 7
1.06 DELIVERY, STORAGE, AND HANDLING................................................................10
1.07 PROJECT CONDITIONS..........................................................................................11
1.08 MAINTENANCE........................................................................................................13
1.09 CTR RESPONSIBILITIES.........................................................................................13 PART 2 PRODUCTS ..........................................................................................................14
2.01 DESIGN AND PERFORMANCE CRITERIA..............................................................14
2.02 MATERIALS .............................................................................................................15
2.03 COATING SYSTEMS IDENTIFICATION ..................................................................15
2.04 PRODUCTS FOR COATING SYSTEMS ..................................................................15 PART 3 EXECUTION..........................................................................................................16
3.01 GENERAL PROTECTION REQUIREMENTS...........................................................16
3.02 GENERAL SURFACE PREPARATION REQUIREMENTS.......................................17
3.03 MECHANICAL AND ELECTRICAL EQUIPMENT PREPARATION...........................17
3.04 CLEANING OF NEW AND PREVIOUSLY COATED OR NEW SURFACES.............18
3.05 BLAST CLEANING ...................................................................................................18
3.06 PREPARATION REQUIREMENTS FOR CONCRETE SURFACES .........................19
3.07 GENERAL PREPARATION REQUIREMENTS FOR METALLIC SURFACES..........21
3.08 PREPARATION REQUIREMENTS BY SURFACE TYPE.........................................22
3.09 APPLICATION REQUIREMENTS.............................................................................23
3.10 APPLICATION REQUIREMENTS FOR CONCRETE COATING SYSTEMS.............27
3.11 COATING SYSTEM SCHEDULE..............................................................................28
3.12 SURFACES NOT REQUIRING COATING................................................................28
3.13 QUALITY CONTROL................................................................................................28
3.14 CORRECTIVE MEASURES .....................................................................................29
3.15 CLEANUP.................................................................................................................29
3.16 FINAL INSPECTION................................................................................................. 30
ATTACHMENT A - SCHEDULE OF SURFACES TO BE COATED
ATTACHMENT B - COATING DETAIL SHEETS
High-Performance Coatings
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Coatings, including coating systems, surface preparation, application requirements, and quality control requirements.
1.02 REFERENCES
A. Abbreviations:
1. CMU - Concrete masonry units.
2. CSA - Coating system applicator. Specialty subcontractor retained by the Contractor to install the coating systems specified in this Section.
3. CSM - Coating system manufacturer.
4. CTR - Coating system manufacturer's technical representative.
5. DFT - Dry-film thickness. Thickness of cured film, usually expressed in mils (0.001 inch).
6. VOC - Volatile organic compound. Portion of the coating that is a compound of carbon, is photochemically reactive, and evaporates during drying or curing; expressed in grams per liter (g/l) or pounds per gallon (lb/gal). VOC is determined by EPA Method 24.
7. WFT - Wet film thickness. Coating thickness as measured immediately after application. Usually expressed in mils (0.001 inch).
B. Standards:
1. ASTM International (ASTM):
a. D16 - Standard Terminology for Paint, Related Coatings, Materials, and Applications.
b. D2200 - Standard Practice for Use of Pictorial Surface Preparation Standards and Guides for Painting Steel Surfaces.
c. D3359 - Standard Test Methods for Rating Adhesion by Tape Test. d. D3960 - Standard Practice for Determining Volatile Organic Compound (VOC) Content of Paints and Related Coatings.
e. D4262 - Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces.
f. D4263 - Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method.
g. D4285 - Standard Test Method for Indicating Oil or Water in Compressed Air.
h. D4414 - Standard Practice for Measurement of Wet Film Thickness by Notch Gages.
i. D4417 - Standard Test Methods for Field Measurement of Surface Profile of Blast-Cleaned Steel.
j. D4541 - Standard Test Methods for Pull-Off Strength of Coatings Using Portable Adhesion Testers.
k. D4787 - Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete Substrates.
l. D5162 - Standard Practice for Discontinuity (Holiday) Testing of Nonconductive Protective Coating on Metallic Substrates.
High-Performance Coatings
09960-3 11843A10 December 2024 - DRAFT FINAL
pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) m. D7234 - Standard Test Method for Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-Off Adhesion Testers.
n. E337 - Standard Test Method for Measuring Humidity with a Psychrometer (the Measurement of Wet- and Dry-Bulb Temperatures). o. F1869 - Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride. p. F2170 - Standard Test Method for Determining Relative Humidity in Concrete Floor Slabs Using In-situ Probes.
2. International Concrete Repair Institute (ICRI):
a. 310.2 - Guideline for Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.
3. NACE International (NACE):
a. SP0178 - Design, Fabrication, and Surface Finish Practices for Tanks and Vessels to Be Lined for Immersion Service.
b. SP0188 - Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates.
4. National Association of Pipe Fabricators (NAPF):
a. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.
5. NSF International (NSF):
a. 61 - Drinking Water System Components - Health Effects.
6. Occupational Safety and Health Administration (OSHA).
7. Society of Protective Coatings (SSPC):
a. Glossary - SSPC Protective Coatings Glossary.
b. Guide 6 - Guide for Containing Surface Preparation Debris Generated during Paint Removal Operations.
c. PA 1 - Shop, Field, and Maintenance Painting of Steel. d. PA 2 - Procedure for Determining Conformance to Dry Coating Thickness Requirements.
e. PA 9 - Measurement of Dry Coating Thickness Using Ultrasonic Gages. f. QP 1 - Standard Procedure for Evaluating the Qualifications of Industrial/Marine Painting Contractors.
g. SP 1 - Solvent Cleaning.
h. SP 3 - Power Tool Cleaning.
i. SP 5 - White Metal Blast Cleaning.
j. SP 10 - Near-White Metal Blast Cleaning.
k. SP 11 - Power Tools Cleaning to Bare Metal.
l. SP 13 - Surface Preparation of Concrete.
m. SP 16 - Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel, Stainless Steels, and Non-Ferrous Metals.
n. SP COM - Surface Preparation Commentary.
o. SP VIS 1 - Guide and Reference Photographs for Steel Surfaces Prepared by Dry Abrasive Blast Cleaning.
p. SP WJ-1 - Waterjet Cleaning of Metals—Clean to Bare Substrate. q. SP WJ-2 - Waterjet Cleaning of Metals—Very Thorough Cleaning. r. SP WJ-3 - Waterjet Cleaning of Metals—Thorough Cleaning. s. SP WJ-4 - Waterjet Cleaning of Metals—Light Cleaning.
High-Performance Coatings
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal)
1.03 TERMINOLOGY
A. Definitions used in this Section are in accordance with definitions referenced in ASTM D16, ASTM D3960, and SSPC Glossary of Definitions.
B. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.
1. Abrasive: Material used for blast cleaning, such as sand, grit, or shot.
2. Abrasive Blast Cleaning: Cleaning/surface preparation by abrasive propelled at high speed.
3. Anchor Pattern: Profile or texture of prepared surface(s).
4. Biogenic Sulfide Corrosion: Corrosion caused by sulfuric acid formed when Thiobacillus bacteria metabolizes hydrogen sulfide.
5. Bug Holes: Small cavities resulting when air bubbles are entrapped in the surface of formed concrete during placement and consolidation.
6. Coating/Paint/Lining Thickness: Total thickness of primer, intermediate, and/or finish coats after drying or curing.
7. Dew point: Temperature a given air/water vapor mixture starts to condense.
8. Dry to Recoat: Time interval between material application and its ability to receive the next coat.
9. Dry to Touch: Time interval between material application and its ability to tolerate a light touch without coating damage.
10. Drying Time: Time interval between application and material curing.
11. Exposed Surface: Any indoor or outdoor surface not buried or encased.
12. Feather Edging: Reducing coating thickness at its edge to blend with existing surrounding coating.
13. Feathering: Tapering off a wet edge with a comparatively dry brush.
14. Ferrous: Cast iron, ductile iron, wrought iron, and all steel alloys except stainless steel.
15. Field Coat: Application of a surface coating system at the work site.
16. Finish Coat: Final coat in a paint system, including texture, color, smoothness of surface, and other properties affecting appearance.
17. Hold Point: A defined point, specified in this Section, at which work shall be halted for inspection.
18. Holiday: A discontinuity, skip, void, or pinhole in coating or coating system film that exposes the substrate.
19. Honeycomb: Segregated and porous surface of hardened concrete due to insufficient consolidation.
20. Hydroblast: High or ultra-high-pressure water jet surface preparation.
21. Immersed/Immersion: A service condition in which substrate is submerged, is immediately above liquids, or is subject to frequent wetting, splashing, or washdown.
22. Incompatibility: One coating’s inability to overlay another coating or surface as evidenced by bleeding, poor bonding, or lifting of old coating; inability of a coating to bond to a substrate.
23. Laitance: A thin, weak, brittle layer of cement and aggregate fines on a concrete surface.
24. Mil: 0.001 inch.
25. Overspray: Dry spray, particularly paint bonded to an unintended surface.
26. Pinhole: A small diameter discontinuity in a coating or coating system film, created by offgassing from a void in a concrete or masonry substrate causing High-Performance Coatings
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) a void between coats or exposing the substrate. Usually caused by coating application while temperature is rising.
27. Pot Life: Time interval after components are mixed and coating can be satisfactorily applied.
28. Prime Coat: First full paint coat applied to a surface when using a multicoat system. Primers adhere to a new substrate, protect the substrate, and promote adhesion of subsequent coats of paint. The prime coat on metal surfaces is the first full coat and does not include solvent wash, grease emulsifiers, or other pretreatment applications.
29. Resurfacer/Resurfacing Material: A layer of cementitious and/or resin-based material used to fill or otherwise restore surface continuity to worn or damaged concrete surfaces.
30. Shelf Life: Maximum storage time a material may be stored without losing its usefulness.
31. Shop Coat: 1 or more coats applied in an off-site shop or plant before shipment to work site where field or finishing coat(s) are applied.
32. Spreading Rate: Area covered by a unit volume of paint at a specific thickness.
33. Stripe Coat: A separate brush coat of paint applied to all weld seams, pits, nuts/bolts/washers, and edges. This coat shall not be applied until previous coats have cured. Once applied, the coat shall be allowed to cure before subsequent coats are applied.
34. System: Protective film with 1 or more coats applied in a predetermined order, including surface preparation and quality control requirements.
35. Thick Film Coating System: A coating system applied with a minimum dry film thickness of 25 mils.
36. Tie Coat: An intermediate coat that bonds different types of paint material, improving succeeding coat adhesion.
37. Touch-Up Painting: Application of paint on previously painted surfaces to repair marks, scratches, and deteriorated or damaged areas to restore the appearance and performance of the coating.
38. Water Blast: An alternative to air abrasive blast cleaning that can be used with or without abrasive injection. Water cleaning at pressures up to 5,000 pounds per square inch is called low-pressure water cleaning or power washing.
High-pressure water cleaning uses water pressures between 5,000 and 10,000 pounds per square inch. Water jetting is water blasting with added abrasive at pressures between 10,000 and 25,000 pounds per square inch.
Ultra-high-pressure water jetting is water blasting at pressures above 25,000 pounds per square inch.
39. Weld Splatter: Beads of non-structural weld metal that adhere to the surrounding surface, removed as part of surface preparation.
1.04 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures, submit the following:
1. Schedule of proposed coating materials.
2. Schedule of surfaces to be coated with each coating material.
3. Dehumidification and heating plan.
4. Product data:
a. Physical properties of coatings, including the following:
1) Solids content.
2) Ingredient analysis.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) 3) VOC content.
4) Temperature resistance.
5) Typical exposures and limitations.
6) Manufacturer's standard color chips.
b. Compliance with regulatory requirements:
1) VOC limitations.
2) Lead compounds and polychlorinated biphenyls.
3) Abrasives and abrasive blast cleaning techniques and disposal. 4) Methods for tenting blasting areas and methods to protect existing equipment from dust and debris.
5) NSF certification of coatings for potable water supply systems. c. CSM's current printed recommendations and product datasheets for coating systems, including:
1) Surface preparation recommendations.
2) Primer type.
3) Maximum dry and wet-mil thickness per coat and number of coats. a) Coating coverage worksheets.
4) Minimum and maximum curing time between coats, including atmospheric conditions for each.
5) Curing time before submergence in liquid.
6) Thinner to be used for each coating.
7) Ventilation requirements.
8) Minimum and maximum atmospheric conditions during which the paint shall be applied.
9) Allowable application methods.
10) Maximum allowable substrate moisture content.
11) Maximum shelf life.
12) Requirements for transportation and storage.
13) Mixing instructions.
14) Shelf life.
15) Material Pot life.
16) Precautions for applications free of defects.
17) Method of application.
18) Drying time of each coat, including prime coat.
19) Compatible prime coats.
20) Limits of ambient conditions during and after application. 21) Required protection from sun, wind, and other conditions. 22) Touch-up requirements and limitations.
23) Minimum adhesion of each system submitted in accordance with ASTM D4541 and ASTM D7234.
d. Samples: Include 8-inch square drawdowns or brushouts of topcoat finish when requested. Identify each sample as to finish, formula, color name and number, sheen name, and gloss units.
e. Affidavits signed by an officer of the CSM’s corporation attesting to full compliance of each coating system component with current federal, state, and local air pollution control regulations and requirements. f. List of cleaning and thinner solutions allowed by the CSMs. g. Storage requirements, including temperature, humidity, and ventilation for Coating System Materials as recommended by the CSMs.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) h. Thick film coating systems (greater than 25 mils):
1) CSM's detailed written instructions for coating system treatment and graphic details for coating system terminations in coated structures, including pipe penetrations, metal embedments, gate frames, and other terminations encountered.
2) Include detail treatment for coating system at concrete joints. 3) Manufacturer's Representative’s (CTR) Field Reports.
5. Quality assurance Submittals:
a. Quality assurance plan.
b. Qualifications of CSA, including:
1) List of Similar Projects.
a) Name and address of project.
b) Year of installation.
c) Year placed in operation.
d) Point of contact: Name and phone number.
2) Provide a minimum of 5 project references, each including contact name, address, and telephone number where similar coating work has been performed by their company in the past 5 years. c. CSA Reports:
1) Written daily quality control inspection reports.
d. CTR Reports:
1) Reports on visits to project site to view and approve surface preparation of structures to be coated.
2) Reports on visits to project site to observe and approve coating application procedures.
3) Reports on visits to coating plants to observe and approve surface preparation and coating application on shop-coated items.
1.05 QUALITY ASSURANCE
A. CSA qualifications:
1. Minimum of 5 years of experience applying specified type or types of coatings under conditions similar to those of the Work:
a. Provide qualifications of applicator and references listing 5 similar projects completed in the past 5 years.
2. SSPC-QP 1 certified.
3. Manufacturer-approved applicator when manufacturer has approved applicator program or when required in these specifications.
B. CTR qualifications:
1. Certification, one of the following:
a. NACE Level 2 or 3 Certified Coating Inspector.
b. SSPC Level 3 Protective Coatings Inspector.
2. Minimum of 5 years of experience evaluating application of manufacturer's coatings under conditions similar to those of the Work:
a. Provide CTR qualifications and references listing 5 similar projects completed in the past 5 years.
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pw://Carollo/Documents/Client/CA/Roseville/11843A10/X P3 Design/Specifications/09960 (DraftFinal) C. Regulatory requirements: Comply with governing agencies’ regulations by using coatings in accordance with to their VOC limits.
1. Lead-based coatings are not permitted.
2. Do not use coal-tar epoxy in contact with drinking water or exposed to ultraviolet radiation.
D. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.
1. Coordinate Hold Point schedule.
E. Field samples:
1. Prepare and coat a minimum 100-square-foot area of each system between corners or limits such as control or construction joints.
2. Approved field sample may be part of the Work.
F. Obtain approval before coating other surfaces. Use products by same manufacturer for prime coats, intermediate coats, and finish coats on same surface, unless specified otherwise.
G. CSM services:
1. CSA shall arrange for CTR to attend pre-installation conferences.
2. Visit the project site periodically to consult on and inspect specified surface preparation and application Hold Points.
3. Visit coating plants to observe and approve surface preparation procedures and coating application of items to be shop primed and coated.
4. CTR shall provide written inspection reports.
H. Quality control requirements:
1. Contractor shall be responsible for the workmanship and quality of the coating system installation.
a. Inspections by Owner, Engineer, CSA, or CTR will not relieve or limit Contractor’s responsibilities.
2. In accordance with this specification's requirements and the standards referenced in this Section. Changes in the coating system application requirements will be allowed only with the Engineer's written acceptance.
3. Specially trained crews with experience applying the specified coating system coating are required for:
a. Coating application using plural component spray equipment or other specialty equipment.
b. Coating with specialty linings for severe service conditions, including floor coatings, and with linings for corrosive headspaces or secondary containment areas.
4. CTR shall specially train personnel for coating systems as specified in Attachment B - Coating Detail Sheets.
a. CSM shall approve personnel in writing applying the coating system.
5. Do not use contaminated, outdated, diluted materials, and/or materials from previously opened containers.
6. Identify inspection access points used by Owner's or Engineer's personnel.
7. Provide ventilation, ingress, egress, or other means as necessary for Owner's or Engineer’s personnel to safely access the work areas.
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8. Conduct and continually inspect work so the coating system is installed as specified. CSM shall provide written directions to correct coating work not in accordance with the specifications or is otherwise unacceptable.
9. Provide written daily reports summarizing test data, work progress, surfaces covered, ambient conditions, quality control inspection test findings, and other information pertinent to the coating system application. a. Determine relative humidity in accordance with ASTM E337. Confirm other conditions, such as proper protective measures for surfaces not to be coated and safety requirements for personnel.
1) Measure daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
2) Determine the acceptability of weather and/or environmental conditions within the structure in accordance with the CSM's requirements.
b. Monitoring surface preparation: Spot check cleanliness, surface profile, and surface pH testing at least 3 times daily. Check each surface at least once. In accordance with:
1) ASTM D4262.
2) ASTM D4263.
3) ASTM D4417.
4) ICRI 310.2 requirements.
5) SSPC Surface Preparation Standards.
c. Confirm that compressed air used for surface preparation or blow-down cleaning is free of oil and moisture.
d. Monitor surface preparation daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
e. Do not apply coatings when environmental conditions are outside of the CSM's published limits.
f. Monitoring coatings application: Continuously inspect, measure, and record the wet film thickness and general film quality (visual inspection) for runs, sags, pinholes, holidays, etc., during coating. 1) Perform WFT measurements in accordance with ASTM D4414. g. Post cure evaluation: Measure and inspect the overall dry film thickness on all surfaces.
1) Conduct a DFT survey and perform adhesion testing, holiday detection, or cure testing as required in this Section and/or the CSM’s written instructions.
2) Perform applicable tests in accordance with ASTM D4541, ASTM D4787, ASTM D5162, ASTM D7234, SSPC-PA 1,
SSPC-PA 2, SSPC-PA 9, and other pertinent standards and recommended practices.
I. Inspection at Hold Points:
1. Conduct inspections at Hold Points during the coating system application and record the results.
2. Coordinate Hold Points with the Engineer so the Engineer can observe Contractor’s inspections on a scheduled basis.
3. Provide the Engineer a minimum of 24 hours of notice before conducting Hold Point Inspections.
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4. Hold Points shall be as follows:
a. Conditions before surface preparation: Before starting surface preparation, observe, record, and confirm that oil, grease, and/or soluble salts are gone from the surface.
b. Post surface preparation: After completing surface preparation, measure and inspect for cleanliness and proper surface profile as specified in this Section and in the CSM’s written instructions.
c. Coatings application: At the beginning of any coating system application, measure, record, and confirm acceptability of surface and ambient air temperature and humidity. Inspect applicator's equipment for serviceability and suitability for coatings application.
d. Post application inspection: Identify defects in application work on all surfaces, including pinholes, holidays, excessive runs or sags, inadequate or excessive film thickness, and other problems.
e. Follow-up corrective actions and final inspection: Measure and re-inspect corrective coating work performed to repair defects at prior Hold Points and repeat until the surface condition is acceptable. Conduct final visual inspection with follow-up tests, such as holiday detection, adhesion tests, and DFT surveys.
f. Coatings application: At the beginning of coating system application, measure, record, and confirm acceptability of surface and ambient air temperature and humidity. Inspect applicator's equipment for serviceability and suitability for coatings application.
1) Observe conditions during the pre-application meeting.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products as specified in the Agreement and Contract RFP in Volumes 1 and 2.
B. Immediately remove unspecified and unapproved coatings from Project site.
C. Deliver new labeled, unopened containers:
1. Do not deliver materials after manufacturer's expiration date or over 12 months from manufacturing date, whichever is more stringent. Store materials in well-ventilated enclosed structures and protect from weather and excessive heat or cold in accordance with the CSM’s recommendations. a. Store flammable materials in accordance with federal, state, and local requirements.
b. Store rags and cleanup materials appropriately to prevent fire and spontaneous combustion.