Roseville City Council
April 16, 2025

PART 1 - GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Formwork for cast-in-place concrete, with shoring, bracing and anchorage.

B. Openings for other work.

C. Form accessories.

D. Form stripping.

1.03 RELATED REQUIREMENTS
A. Section 03 20 00 - Concrete Reinforcing.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 05 12 00 - Structural Steel Framing.

1.04 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ACI 117 - Specification for Tolerances for Concrete Construction and Materials.

2. ACI 301 - Specifications for Concrete Construction.

3. ACI 303R - Guide to Cast-In-Place Architectural Concrete Practice.

4. ACI 318 - Building Code Requirements for Structural Concrete.

5. ACI 347R - Guide to Formwork for Concrete.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements for submittal procedures.

B. Product Data: Provide data and installation requirements for the following:

1. Tie rods and spreaders.

2. Formwork for exposed concrete.

3. Form coatings and release agents.

1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with all requirements of ACI 347R and ACI 318 Chapter

26. B. Delegated Designer Qualifications: Design formwork under direct supervision of a Professional Engineer experienced in design of concrete formwork and licensed in the State in which the Project is located.

C. Concrete formwork shall be designed and constructed to safely support fluid concrete and superimposed construction loads without excessive deflection or concrete leakage. Provide bracing to maintain accurate alignment and to resist all anticipated lateral loads. Forms shall conform with drawings as to shape, line, and dimension. Design, engineering, and construction of forms shall be the Contractor's responsibility. Formwork for exposed concrete shall be constructed to tolerances indicated in ACI 303R.

D. Cooperate and coordinate with other trades who furnish and/or install piping, conduit, reglets, anchors, inserts, sleeves, hangers, etc., as their work requires, including provisions for recesses and chases.

1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver prefabricated forms and installation instructions in manufacturer's packaging.

B. Store prefabricated forms off ground in ventilated and protected manner to prevent deterioration from moisture.

C. Protect plastic foam products from damage and exposure to sunlight. 03 10 00

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PART 2 - PRODUCTS

2.01 FORMWORK - GENERAL
A. Provide concrete forms, accessories, shoring, and bracing as required to accomplish cast-in-place concrete work.

B. Design and construct concrete that complies with design with respect to shape, lines, and dimensions.

C. Chamfer outside corners of beams, joists, columns, and walls, unless otherwise noted.

D. Comply with applicable state and local codes with respect to design, fabrication, erection, and removal of formwork.

E. Comply with relevant portions of ACI 347R, ACI 301, and ACI 318.

F. Use the following form types:

1. Concrete not exposed to view: APA Plyform, steel, or clean and sound 1x8 sawn lumber.

2. Smooth Concrete exposed to view: APA Plyform or steel

3. Fiber Forms: Tubular column type spirally constructed of laminated plies of fiber

4. Elevated Floor/Roof Slabs: At discretion of the Contractor.

5. Extruded Polystyrene Foam: board or shaped as required.

6. Form types for concrete exposed to view shall be submitted to and reviewed by the Architect.

2.02 WOOD FORM MATERIALS
A. Plywood: 5/8-inch minimum APA Plyform.

B. Lumber: Douglas-Fir species; Standard grade; with grade stamp clearly visible.

2.03 FIBER FORMS
A. Manufacturers:

1. Sonoco Products Company, Sonotube.

2. Burke Company, Burke Smoothtube.

3. Substitutions: See Division 01 - Product Requirements.

B. Material shall be of round, spirally wound laminated fiber using a non-water sensitive adhesive and surface wax impregnated for moisture protection, surface treated with release agent, non-reusable, of sizes indicated. Forms shall give a smooth and seamless appearance to the cast concrete.

Provide reveals as shown on the Drawings.

2.04 EXTRUDED POLYSTYRENE FOAM FORMWORK
A. Manufacturers: Comply with ASTM C578 type IV

1. Dow Chemical Corp., Styrofoam.

2. UC Industries, Foamular.

3. Substitutions: See Division 01 - Product Requirements.

2.05 FORMWORK ACCESSORIES
A. Form Ties:

1. Concrete exposed to view: Snap ties allowing full 1-inch back break.

2. Concrete not exposed to view: Snap ties or wire.

3. Verify special spacing requirements with architectural drawings at exposed concrete.

B. Form Clamps:

1. Assembly to have cone washers allowing full 1-inch back break; 3/8" center rod.

C. Spreaders: metal (no wood)
D. Form Release Agent: Capable of releasing forms from hardened concrete without staining or discoloring concrete or forming bugholes and other surface defects, compatible with concrete and form materials, and not requiring removal for satisfactory bonding of coatings to be applied.

1. Do not use materials containing diesel oil or petroleum-based compounds. Form coating containing mineral oils or other non-drying materials will not be permitted for any concrete work.

2. Composition: Colorless, reactive, water-based compound.

3. Products:
a. Kaufman Products Inc., FormKote Emulsion.
b. Nox-Crete Inc., BIO-NOX.
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c. SpecChem, LLC, Bio Strip WB (water-based).
d. W. R. Meadows, Inc., Duogard II (water-based).
e. Substitutions: See Division 01 - Product Requirements.

E. Dowel Sleeves: Plastic sleeve and nailable plastic base for smooth, round, steel load-transfer dowels.

1. Manufacturers:
a. BoMetals, Inc.
b. Substitutions: See Division 01 - Product Requirements.

F. Filler Strips for Chamfered Corners: Rigid plastic or wood type; 3/4 x 3/4 inch size unless noted otherwise on the Drawings.

G. Joint tape: Plastic film tape 3 inches wide.

1. Manufacturers:
a. 3M Company, No. 471 plastic film tape.

H. Expansion Joint Filler (preformed): 1/2" thick

1. Manufacturers:
a. W.R. Meadows, Inc., Sealtight Fiber Expansion Joint.

I. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.

J. Embedded Anchor Shapes, Plates, Angles and Bars: As specified in Section 05 12 00.

K. Waterstops:

1. Configuration: As indicated on the Drawings.

2. Size: As indicated on the Drawings.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Verify lines, levels and centers before proceeding with formwork. Ensure that dimensions and elevations agree with drawings.

3.02 EARTH FORMS
A. Earth forms are not permitted, except as specifically indicated on approved drawings and as indicated below.

1. Concrete footings may be poured directly against cut earth where excavations are deemed stable by a representative of the geotechnical engineer.

2. See Structural drawings for requirements for placing concrete footings directly against earth without forms.

B. Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.

3.03 ERECTION - FORMWORK
A. Erect formwork, shoring and bracing to achieve design requirements, in accordance with requirements of ACI 301.

B. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads. Ensure forms are tied, clamped, and braced to prevent spreading, shifting, or settling.

C. Install permanent insulated foam panel formwork per manufacturer's recommendations.

D. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores.

E. Align joints and make water-tight. Keep form joints to a minimum.

F. Obtain approval before framing openings in structural members that are not indicated on drawings.

G. Install void forms in accordance with manufacturer's recommendations. Protect forms from moisture or crushing.

H. Coordinate this section with other sections of work that require attachment of components to formwork.

I. If formwork is placed after reinforcement, resulting in insufficient concrete cover over reinforcement, request instructions from Architect before proceeding.
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3.04 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Provide formed openings where required for items to be embedded in passing through concrete work.

B. Locate and set in place items that will be cast directly into concrete. All such items shall be secured into position before the concrete is placed.

C. Coordinate with work of other sections in forming and placing openings, slots, reglets, recesses, sleeves, bolts, anchors, other inserts, and components of other work.

1. The Contractor shall ensure that sleeves have been installed and other provisions have been made for the installation of mechanical, electrical and other equipment.

2. Coordinate with all trades to ensure proper placement of all items in forms and to provide proper blockouts wherever required.

D. Position recessed anchor slots for brick veneer masonry anchors to spacing and intervals as required for the specified product.

E. Install accessories in accordance with manufacturer's instructions so they are straight, level, and plumb. Ensure items are not disturbed during concrete placement.

F. Install waterstops in accordance with manufacturer's instructions, so they are continuous without displacing reinforcement. Heat seal joints so they are water-tight.

G. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.

H. Close temporary openings with tight fitting panels flush with inside face of forms and neatly fitted so joints will not be apparent in exposed concrete surfaces.

3.06 FORM CLEANING
A. Clean forms as erection proceeds, to remove foreign matter within forms.

B. Clean and protect permanent foam panel formwork per manufacturer's recommendations.

C. Clean formed cavities of debris prior to placing concrete.

1. Flush with water or use compressed air to remove remaining foreign matter. Ensure that water and debris drain to exterior through clean-out ports.

2. No wooden ties or blocking shall be left in concrete except where indicated for attachment of other work.

3.07 FORMWORK TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 117, unless otherwise indicated.

B. Construct permanent insulated foam panel formwork to maintain tolerances required by ACI 301.

C. Construct and align formwork for elevator hoistway in accordance with ASME A17.1.

D. Camber slabs and beams in accordance with ACI 301.

3.08 FIELD QUALITY CONTROL
A. An independent testing agency will perform field quality control tests, as specified in Division 01 - Quality Requirements.

B. Inspect erected formwork, shoring, and bracing to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.

1. Notify the Architect at least 48 hours in advance of the beginning of pouring operations and at the completion of formwork and location of all construction joints. An inspection of forms and joints will be made for approval of finished work and general layout only. The foregoing inspection shall in no way relieve the Contractor of responsibility of design and safety of formwork, bulkheads and shoring.
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a. Concrete work out of alignment, level or plumb will be cause for rejection of the whole work affected and, if so rejected, such work shall be removed and replaced, as directed by Architect, with no additional cost to the Owner.

C. Thoroughly clean and patch all holes in formwork and re-coat as required before reusing. Forms not suited to obtain concrete surfaces and tolerances in conformity with Contract requirements will be rejected by Architect.

1. Reuse of forming materials shall be limited only as required to produce the finishes as specified, free from blemishes and other defects unless covered by other building materials in which case blemish free concrete is not required.

3.09 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads.

1. Concrete must be allowed to cure long enough to avoid damage during form removal. Contractor or his representative in charge of concrete construction shall be present during removal of forms and shores, and shall be personally responsible for safety of this operation at all times and under all conditions.

2. As a minimum, formwork and shoring shall remain in place for the following periods:
a. Concrete on grade: 24 hours
b. Walls and Columns: 3 days
c. Formwork may be removed and reshores installed before the times indicated above, provided the concrete has cured sufficiently to avoid damage when formwork is removed.

Shores must be immediately replaced with reshores in a sequence designed to avoid inducing stress in the concrete member.

B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view.

C. Store removed forms to prevent damage to form materials or to fresh concrete. Discard damaged forms.

D. Surfaces to be painted shall be smooth and free of substances such as dirt, wax, excessive laitance, grease or materials that would prevent proper bonding of finishes.

1. Removal of foregoing contaminants and complete removal of parting and curing compounds affecting proper paint bond, shall be responsibility of this Section of Work. Sandblast cleaning shall not be employed without specific approval of Structural Engineer.

E. Upon completion of this Work, clean up and remove from Site all equipment and debris resulting from this work.

END OF SECTION
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PART 1 - GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections apply to this Section.

1.02 SECTION INCLUDES
A. Reinforcing steel for cast-in-place concrete and/or concrete unit masonry.

B. Supports and accessories for steel reinforcement.

1.03 RELATED REQUIREMENTS
A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 30 00 - Cast-in-Place Concrete.

C. Section 04 22 00 – Concrete Masonry Units.

1.04 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ACI 117 – Specification for Tolerances for Concrete Construction and Materials

2. ACI 301 - Specifications for Concrete Construction.

3. ACI 315R - Guide to Presenting Reinforcing Steel Design Details.

4. ACI 318 - Building Code Requirements for Structural Concrete.

5. ACI SP-66 - ACI Detailing Manual.

6. ASTM A82 - Cold Drawn Wire for Concrete Reinforcement.

7. ASTM A184 - Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement.

8. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

9. ASTM A704 - Standard Specification for Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement.

10. ASTM A706 - Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement.

11. ASTM A767 - Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.

12. ASTM A775 - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

13. ASTM A884 - Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement.

14. ASTM A1035 - Standard Specification for Deformed and Plain, Low-Carbon, Chromium, Steel Bars for Concrete Reinforcement.

15. ASTM A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

16. ASTM D3963 - Standard Specification for Fabrication and Jobsite Handling of Epoxy-Coated Steel Reinforcing Bars.

17. AWS B2.1 - Specification for Welding Procedure and Performance Qualification.

18. AWS D1.4 - Structural Welding Code - Steel Reinforcing Bars.

19. CRSI (DA4) - Manual of Standard Practice.

20. CRSI (P1) - Placing Reinforcing Bars.

21. TMS 402/602 - Building Code Requirements and Specification for Masonry Structures.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements, for submittal procedures.

B. Shop Drawings: Prepare in accordance ACI 315 and ACI SP-66. Indicate bending diagrams, assembly diagrams, splicing and laps of bars and shapes, dimensions and details of bar reinforcing and assemblies.
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1. Prepare shop drawings under seal of a Professional Structural Engineer experienced in design of work of this type and licensed in the State in which the Project is located.

2. Correctness of all reinforcing requirements and work is the responsibility of Contractor. a. Identify such shop drawings with reference thereon to sheet and detail numbers from Contract Drawings.
b. Direct copies of the contract documents are not acceptable as a submission from the Contractor.
c. Do not use scaled dimensions from Contract Drawings in determining the lengths of reinforcing bars.
d. No reinforcing steel shall be fabricated without approved shop drawings. e. Any deviations from the contract documents must be clearly indicated as a deviation on the shop drawings.
f. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement. Include any welding to be done. g. Shop drawings shall make it clear where each bar is located. Beams, grade beams and walls shall be shown in elevation. On elevations show locations of sleeves and penetrations.
h. Check architectural, structural, mechanical, and electrical and other contract documents for anchor bolt schedules and locations, anchors, inserts, conduits, sleeves, and any other items which are required to be cast in concrete, and make necessary provisions as required so that reinforcing steel will not interfere with the placement of such embedded items. i. Show all areas of congestion. Identify where reinforcing steel will interfere with the placement of embedded items such as anchor bolts, anchors, inserts, conduits, sleeves and any other items which are required to be cast in concrete.

C. Manufacturer's Certificate: Certify that reinforcing steel and accessories supplied for this project meet or exceed specified requirements.

1. Reinforcing Bars

2. Welded Wire Fabric

3. Welding Electrodes
D. Product Data:

1. Manufacturer's specifications and installation instructions for splice devices.

2. Bar Supports.

E. Certificates of Compliance with specified standards:

1. Reinforcing bars.

2. Welded Wire Fabric.

3. Welding electrodes.

F. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before start of scheduled welding work.

G. Reports: Submit certified copies of mill test report of reinforcement material chemical and physical analysis.

1. Tensile and bend tests shall be performed by the mill in accordance with ASTM A615 or A706, as applicable to reinforcing type.

H. Samples: Only as required by Architect.

1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with ACI 301.

1. Maintain one copy of each document on project site.

B. Tests and Inspections:

1. Provide Architect and Special Inspection Agency with access to fabrication plant to facilitate inspection of reinforcement. Provide notification of commencement and duration of shop fabrication in sufficient time to allow inspection.

2. A testing program is required prior to start of construction. Testing program to be done in compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building 03 20 00

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enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

3. All reinforcing steel whose properties are not identifiable by mill test reports shall be tested in accordance with ASTM A615. One Series of tests for each missing report to be borne by the Contractor.

4. When inspections are indicated for reinforcement placement on the Structural drawings, a special inspector shall be employed to inspect reinforcing placement per CBC Chapter 17.

5. When tests are indicated for reinforcing steel on the structural drawings, the reinforcing steel used shall be tested in accordance with ASTM A615. One tensile and one bend test for each 2- 1/2 tons of steel or fraction thereof, shall be made.

6. Inspect shop and field welding in accordance with AWS D1.4, including checking materials, equipment, procedure and welder qualification as well as the welds. Inspector will use nondestructive testing or any other non-destructive aid to visual inspection that Inspector deems necessary to assure the adequacy of the weld.

7. Tests and inspection shall be performed by Owners testing agency except when needed to justify rejected work, in which case the cost of retests and reinspection shall be paid by the Owner and back-charged to the Contractor.

C. Welder Qualifications: Welding processes and welding operators qualified in accordance with AWS D1.4 and no more than 12 months before start of scheduled welding work.

D. Product Delivery, Storage and Handling

1. Deliver reinforcement to project site in bundles marked with metal tags indicating bar size and length.

2. Handle and store materials to prevent contamination. a. Store reinforcement in a manner that will prevent excessive rusting or coating with grease, oil, dirt, and other objectionable materials. Storage shall be in separate piles or racks so as to avoid confusion or loss of identification after bundles are broken.

3. Deliver and store welding electrodes in accordance with AWS D1.4.

PART 2 - PRODUCTS

2.01 REINFORCEMENT
A. Reinforcing Steel: ASTM A615, Grade 60 (60,000 psi) for all bars unless otherwise indicated.

1. Plain billet-steel bars.

2. Unfinished.

B. Reinforcing Steel: ASTM A706, deformed low-alloy steel bars for bars to be welded.

1. Unfinished.

C. Reinforcing Steel: Dual grade ASTM A615/A706, Grade 60 (60,000 psi) may be used in lieu of A615 or A706, Grade 60 (60,000 psi).

1. Unfinished.

D. Reinforcing Steel: ASTM A706, Grade 60 (60,000 psi) for bars used in special seismic systems as indicated in drawings.

1. Unfinished.

2. ASTM A615 Grade 60 bars meeting the following requirements of ACI 318 may be used in lieu of A706 Grade 60 in special seismic systems.
a. Actual yield strength based on mill tests does not exceed more than 78,000 psi. b. Ratio of the actual tensile strength to the actual yield strength is at least 1.25. c. Minimum fracture elongation in 8 in. shall be at least 14% for bar sizes #3 through #6, at least 12% for bar sizes #7 through #11, and at least 10% for bar sizes #14 and #18.

E. Minimum uniform elongation shall be at least 9% for bar sizes #3 through #10, and at least 6% for bar sizes #11 through #18.Reinforcing Steel: Plain or deformed bars; ASTM A1035, Grade 100 (100,000 psi), Type CL.

F. Stirrup and Tie Steel: ASTM A615 grade 60 for all bars, unfinished.

G. Steel Dowels: Same grade as bars to which dowels are connected.

H. Steel Welded Wire Reinforcement (WWR): Plain type; ASTM A1064. Spacing and size of wire as indicated in drawings.

I. Reinforcement Accessories:
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1. Tie Wire: FS-QQ-W-461, annealed, minimum 16-gauge, 0.0508 inch.

2. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement.
a. Wire supports: CRSI class 2.
b. Do not use wood, brick, or other objectionable materials. c. Do not use galvanized supports.
d. Supports placed against ground: Pre-cast concrete blocks not less than 4 inches square with embedded wire.

3. Provide stainless steel components for placement within 1-1/2 inches of weathering surfaces.

J. Welding Electrodes: AWS D1.4, low hydrogen, E70XX series.

2.02 REINFORCING BAR SPLICING:

A. Coupler Systems: Mechanical devices for splicing reinforcing bars; capable of developing full steel reinforcing design strength in tension and compression. Comply with ACI 318 Chapter 25.

1. Manufacturers:
a. Headed Reinforcement Corporation (HRC): hrc-usa.com. b. nVent Lenton: nvent.com
c. Dayton Superior Corporation: www.daytonsuperior.com. d. Splice Sleeve North America, Inc; NMB Splice Sleeve System: www.splicesleeve.com. e. Substitutions: See Division 01 - Product Requirements.

B. Form Savers: Mechanical devices for connecting dowels and reinforcing bars at construction joints; capable of developing full steel reinforcing design strength in tension and compression.

1. Manufacturers:
a. nVent Lenton: nvent.com
b. Substitutions: See Division 01 - Product Requirements.

C. Taper Tie Hole Plug: Mechanical device for plugging tie holes; anchors optional flush or recessed grout.

1. Manufacturers:
a. Dayton Superior Corporation: www.daytonsuperior.com. b. Substitutions: See Division 01 - Product Requirements.

D. Grout: Cementitious, non-metallic, non-shrink grout for use with manufacturer's grout sleeve reinforcing bar coupler system.

1. Manufacturers:
a. Dayton Superior Corporation: www.daytonsuperior.com. b. Substitutions: See Division 01 - Product Requirements.

2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with CRSI (DA4) - Manual of Standard Practice and to meet requirements of Drawings.

B. Fabricate reinforcement in accordance with the requirements of ACI 315R where specific details are not shown or where Drawings and Specifications are not more demanding.

C. Steel reinforcement shall not be bent or straightened in a manner that will injure the material. Bars with kinks or bends not shown on the Drawings shall not be used. Heating of bars for bending will not be permitted.

D. Reinforcing shall not be field bent or straightened without structural engineer’s review.

E. Provide offsets in rebar (1:6 maximum) where required to maintain clearances.

F. Fusion welding of preassembled cages shall be permitted only under the following conditions:

1. Fusion welding of holding wires to ties, stirrups, and hoops in beams, columns, and grade beams to preassemble reinforcing cages is permissible. The holding wire area shall not exceed 5% of the beam, column, or grade beam cross sectional longitudinal steel area. Fusion welding is not allowed to longitudinal reinforcing steel in any beam, column, or grade beam.

2. Fusion welding of holding wires to the ends of the reinforcing steel placed in mats (spread footings, slab reinforcement, etc.) is permitted provided the fusion weld occurs within 6 bar diameters of the free end of the bar (e.g. no allowed at the end of coupled, T-headed, or weld splice bars).
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3. Fusion welding of holding wires shall not occur on a bent portion of a reinforcing bar. Bars may not be bent where a fusion weld occurs.

4. Holding wires shall conform to ASTM A496.

5. All reinforcing steel to be welded shall comply with ASTM A706.

6. Submit complete structural plans indicating which members will use fusion welding process for assembly. Provide complete structural details indicating the size of stirrups and holding wires and welding requirements. Submit a complete shop welding program which includes the following:
a. Type of the specific fusion welding machine

7. Periodic inspection protocol of the in-plant welding. This information shall be submitted to the Structural Engineer (SEOR) and the Owner’s Testing Agency for approval. Fusion welding and fabrication is not permitted until approved by the SEOR.

PART 3 - EXECUTION

3.01 PLACEMENT
A. Place, support and secure reinforcement against displacement. Do not deviate from required position. All reinforcement shall be accurately set in place, lapped, spliced, spaced rigidly and securely held in place and tied with specified wire at all splices and crossing points. All wire tie ends shall point away from the form. Carefully locate all dowel steel to align with wall and column steel.

1. Bars shall be in long lengths with laps and splices as shown. Offset laps in adjacent bars. Place steel with clearances and cover as shown. Bar laps shall be as indicated on the Drawings. Tie all laps and intersections with the specified wire.

2. For horizontal reinforcement, maintain clear space between parallel bars not less than 1 times nominal reinforcement diameter, but in no case shall clear space be less than 4/3 times maximum size concrete aggregate.

3. For vertical reinforcement, maintain clear space between parallel bars not less than 1-1/2 times nominal reinforcement diameter, but in no case shall clear space be less than 4/3 times maximum size concrete aggregate.

4. Reinforcing dowels for slabs shall be placed as detailed. Sleeves may be used if reviewed by the Structural Engineer before installation. Install dowel through all construction and expansion joints for all slabs on grade.

B. Bar Supports: Support and securely fasten bars with chairs, spacers and ties to prevent displacement by construction loads or placement of concrete beyond the tolerances specified.

Conform to CRSI as a minimum standard.

C. Steel Adjustment:

1. Move within ACI 117 specified allowable tolerances to avoid interference with other reinforcing steel, conduits, or embedded items.

2. Do not move bars beyond allowable without concurrence of Structural Engineer.

3. Do not heat, bend, or cut bars without concurrence of Structural Engineer.

4. Reinforcement shall not be bent after being embedded in hardened concrete.

D. Splices:

1. Splice reinforcing as shown.

2. Lap Splices: Tie securely with wire to prevent displacement of splices during placement of concrete.

3. Splice Devices: Install in accordance with manufacturer's written instructions. Obtain Structural Engineer’s review before using.

4. Do not splice bars except at locations shown without concurrence of Structural Engineer. a. Where splices in addition to those indicated are required, indicate location on shop drawings clearly and highlight "for Engineer’s approval".

E. Do not displace or damage vapor barrier.

F. Accommodate placement of formed openings.

G. Refer to Structural Drawings for concrete cover requirements over reinforcement.

H. Concrete shown without reinforcing shall be reinforced as similar parts shown with reinforcing except where concrete is specifically noted to be unreinforced. 03 20 00

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I. Examine surfaces and conditions receiving or affecting the work. Do not proceed until unsuitable conditions have been corrected.

J. Welding:

1. Welding is not permitted unless specifically detailed on Drawings or approved by Engineer.

2. Employ shielding metal-arc method and meet requirements of AWS D1.4.

3. Welding is not permitted on bars where the carbon equivalent is unknown or is determined to exceed 0.55.

4. Welding shall not be done within two bar diameters of any bent portion of a bar which has been bent cold.

5. Welding of crossing bars is not permitted.

K. Welded Wire Fabric: Install in long lengths, lapping 24 inches at end splices and one mesh at side splices. Offset laps in adjacent widths. Place fabric in approximately the middle of the slab thickness unless shown otherwise on the Drawings by dimension. Wire tie lap joints at 12-inch centers. Use concrete blocks to support mesh in proper position.

L. Reinforcement shall be free of mud, oil or other materials that may reduce bond at the time concrete is placed. Reinforcement with tightly adhered rust or mill scale will be accepted without cleaning provided that rusting has not reduced dimensions and weights below applicable standards. Remove loose rust.

M. Protection against rust:

1. Where there is danger of rust staining adjacent surfaces, wrap reinforcement with impervious tape or otherwise prevent rust staining.

2. Remove protective materials and clean reinforcement as required before proceeding with concrete placement.

N. Refer to notes on Drawings for additional reinforcement requirements.

O. Refer to Mechanical and Electrical Drawings for formed concrete requiring reinforcing steel. All such steel shall be included under the work of this Section.

3.02 FIELD QUALITY CONTROL
A. An independent testing agency, as specified in Division 01 - Quality Requirements, will inspect installed reinforcement for compliance with contract documents before concrete placement.

END OF SECTION
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PART 1 - GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections apply to this Section.

1.02 SECTION INCLUDES
A. Cast-in-place concrete building elements.

B. Concrete for composite floor construction.

C. Elevated concrete slabs.

D. Slabs on grade.

E. Concrete foundations.

F. Grouting of steel base plates.

G. Joint devices associated with concrete work.

H. Concrete curing.

1.03 RELATED REQUIREMENTS
A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 20 00 - Concrete Reinforcing.

C. Section 04 22 00 – Concrete Unit Masonry
D. Section 05 12 00 – Structural Steel
E. Section 05 30 00 – Metal Decking
F. Section 05 50 00 – Metal Fabrications

1.04 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ACI 117 - Specification for Tolerances for Concrete Construction and Materials.

2. ACI 211.1 – Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

3. ACI 211.2 – Standard Practice for Selecting Proportions for Structural Lightweight Concrete.

4. ACI 301 - Specifications for Concrete Construction.

5. ACI 302.1R - Guide to Concrete Floor and Slab Construction.

6. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete.

7. ACI 305R – Guide to Hot Weather Concreting.

8. ACI 306R – Guide to Cold Weather Concreting.

9. ACI 308R - Guide to External Curing of Concrete.

10. ACI 318 - Building Code Requirements for Structural Concrete.

11. ACI 360R – Guide to Design of Slabs-On-Ground.

12. ASTM C31 – Standard Practice for Making and Curing Concrete Test Specimens in the Field.

13. ASTM C33 - Standard Specification for Concrete Aggregates.

14. ASTM C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

15. ASTM C42 – Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

16. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

17. ASTM C109 – Standard Test Method for Compressive Strength of Hydraulic Cement Mortars.

18. ASTM C143 – Standard Test Method for Slump of Hydraulic Cement Concrete.

19. ASTM C150 - Standard Specification for Portland Cement.

20. ASTM C172 – Standard Practice for Sampling Freshly Mixed Concrete by the Volumetric Method.

21. ASTM C192 – Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory.

22. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

23. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.
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24. ASTM C330 - Standard Specification for Lightweight Aggregates for Structural Concrete.

25. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

26. ASTM C567 – Standard Test Method for Determining Density of Structural Lightweight Concrete.

27. ASTM C618 – Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

28. ASTM C685 – Standard Specification for Volumetric Batching and Continuous Mixing.

29. ASTM C989 – Standard Specification for Slag Cement for Use in Concrete and Mortars.

30. ASTM C1116 - Standard Specification for Fiber-Reinforced Concrete.

31. ASTM C1157 – Standard Performance Specification for Hydraulic-Cement.

32. ASTM C1582 - Standard Specification for Admixtures to Inhibit Chloride-Induced Corrosion of Reinforcing Steel in Concrete.

33. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers.

1.05 SUBMITTALS
A. See Division 01 - Administrative Requirements for submittal procedures.

B. General:

1. Review of submittals is of a general nature only, and the responsibility for conformance with intent of drawings shall remain with the Contractor. Review does not imply or state that the fabricator has correctly interpreted the construction documents.

2. All submissions shall be in accordance with the submission schedule developed and agreed between the Architect and Contractor at the commencement of the project. Submission shall include dates of order and delivery of materials to the shop and the site.

3. Shop drawing schedule shall allow adequate time for reviews. Reinforcing steel shall not be fabricated or placed before the shop drawings have been reviewed by the Architect and returned.

C. Concrete Design Mixtures: Each concrete mix design to be used on the project shall be reviewed and approved by the Testing Agency prior to concrete being delivered to site. Owner’s Testing Agency shall review all mix designs prior to submittal. Submit proposed mix designs for each class of concrete listed on drawings. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

1. For each concrete mixture, the following information shall be included: where the mix is to be used, all materials and admixtures including their source and proportions in the mix; Water content, water-to-cement ratio, slump, and aggregate grading; whether the mixture is appropriate for pumping; and total chloride content.

2. Indicate compressive strength and method used to determine strength. The compressive strength of the concrete shall be proportioned per ACI. Include all calculations and tests required by ACI 318 Chapter 5. Laboratory test data must be submitted along with calculations that show with each mix design meets the strength requirement. Mix design number must match the mix design number shown on the test data. Include all test results or past history back up data specific as part of the submittal. Test results within the past two years shall be used to indicate performance in accordance with past history.

3. Indicate amounts of mixing water to be withheld for later addition at Project site.

D. Transit-mix delivery slips.

1. Keep record at the Site showing time and place of each pour of concrete, together with transit mix delivery slip certifying contents of the pour per ASTM C94. Include the time water was added to dry mix.

2. Make the record available for inspection at the Site and to the Architect for his review upon request.

3. Upon completion of this portion of the Work, deliver the record and the delivery slips to the Architect.

E. Reinforcement: Comply with submittal requirements in Section 03 20 00.

F. Welding certificates and welding procedures for all reinforcement welding. Comply with submittal requirements in Section 05 12 00.

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H. Certificates of Compliance from manufacturer or supplier:

1. Material Test Reports:
a. Cement Certificates per CBC Chapter 17.
1) Cement without a certificate shall not be used.
b. Aggregates: Material test reports for the following, from a qualified testing agency, indicating compliance with requirements:
1) Light weight aggregate (per ASTM C330).
2) Normal weight aggregate (per ASTM C33). Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity. Include evaluation of reactivity.

2. Product Test Reports and Certificates: Include ICC-ES or IAPMO reports where available.

Provide for each of the following, signed by manufacturers.:
a. Cementitious materials, per ASTM C150, ASTM C595, ASTM C618, ASTM C989, and/or ASTM C1240, as applicable.
b. Admixtures. Where more than one admixture is used, include certification that admixtures are compatible. Per ASTM C494 for each type used; include chloride ion content. c. Fiber reinforcement.
d. Curing compounds. Also include data on method of removal in the event of incompatibility with floor covering adhesives.
e. Floor and slab treatments.
f. Non-shrink grout, per ASTM C1107 Grade B.
g. Bonding agents.
h. Vapor retarders.
i. Semirigid joint filler and joint-filler strips
j. Waterstops.
k. Post-installed concrete anchors.
l. Repair materials.

I. Hardeners and sealers: Provide manufacturer’s data.

J. Grout samples for sacked surface textures and colors upon Architect’s request only.

K. Field quality-control test and inspection reports.

L. Sustainable Design Submittals:

1. If any fly ash, ground granulated blast furnace slag, silica fume, rice hull ash, or other waste material is used in mix designs to replace cement, submit a letter indicating the total volume of concrete cast in place, mix design(s) used showing the quantity of cement replaced, reports showing successful cylinder testing, and temperature on day of pour if cold weather mix is used.

2. Submit environmental assessment report for concrete mix. Compare concrete mix submitted with a conventional or reference concrete mixture that meets the specified performance requirements. Include:
a. Energy consumption.
b. Emissions.
c. Potential toxicity.
d. Potential risk.
e. Raw material consumption.
f. Land use.
g. Third-party validation of comparison methodology.

3. MSDS or product data showing VOC content data for concrete curing compounds, admixtures and form release agents used in concrete poured interior to the waterproofing membrane.

Demonstrate compliance with California Air Resources Board (CARB), Architectural Coatings Suggested Control Measure 2008 and VOC emissions data in compliance with the California Department of Public Health Standard Method v1.1–2010, data must show exposure scenario, and range of VOC’s after 14 days.

4. MSDS or product data showing VOC content data for sealants used interior to the waterproofing membrane. Demonstrate compliance with the South Coast Air Quality Management District (SCAQMD) Rule 1168 AND VOC emissions data in compliance with the California Department of Public Health Standard Method v1.1–2010, data must show exposure scenario, and range of VOC’s after 14 days.
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M. Project Record Documents: Accurately record actual locations of embedded utilities and components that will be concealed from view upon completion of concrete work.

1.06 QUALITY ASSURANCE
A. Perform work of this section in accordance with ACI 301 and ACI 318 and applicable standards listed in the Reference Standards section.

1. Maintain one copy of ACI 301 and ACI 318 on site.

B. Follow recommendations of ACI 305R when concreting during hot weather.

C. Follow recommendations of ACI 306R when concreting during cold weather.

D. For slabs required to include moisture vapor reducing admixture (MVRA), do not proceed with placement unless manufacturer's representative is present for every day of placement except when waived by owner.

E. For slabs indicated to receive membrane-forming, moisture emission-reducing, curing and sealing compound, do not proceed with application unless manufacturer's representative is present for every day of placement except when waived by owner.

F. Installer Qualifications:

1. Concrete: A qualified installer who employs on Project personnel qualified as ACI-certified Flatwork Technician and Finisher and a supervisor who is an ACI-certified Concrete Flatwork Technician.

2. Reinforcing Steel: Installation shall be done only by an installation firm normally engaged in this business. All work shall be performed by qualified mechanics working under an experienced supervisor.

G. Manufacturer Qualifications:

1. Concrete: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94 requirements for production facilities and equipment. a. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."

2. Steel Reinforcing: A firm regularly engaged in the manufacture of steel bar and welded wire fabric reinforcing.

H. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, qualified according to ASTM C1077 and ASTM E329 for testing indicated, as documented according to ASTM E548.

1. Personnel conducting field tests shall be qualified as ACI Concrete FieldTesting Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.

2. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician - Grade I. Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician - Grade II.

3. Shop and field testing and inspection of steelwork shall be performed by an inspector currently certified as an AWS Certified Welding Inspector.

I. Testing Agency: Shall be selected and paid for by the Owner, unless otherwise specified; re-testing paid for by the Contractor.

J. Contractor’s Quality Control Plan: Quality Control includes the functions performed by the Contractor to ensure that the material and workmanship of concrete construction meets the project specifications and applicable standards. The Contractor shall submit a Quality Control Plan that addresses all inspection issues, including testing and inspection per ACI. The verification testing and inspection carried out by the Testing Agency does not relieve the contractor of the responsibility for conducting their own quality control/inspection program to ensure the requirements of the Contract Documents have been met. The Contractor’s Quality Control Plan will be reviewed by the Testing Agency.

K. Quality Control Inspector Qualifications: Along with Quality Control Plan, Contractor shall submit written qualifications for all inspectors to be assigned Quality Control functions for concrete work.

L. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures through one source from a single manufacturer.

M. Mechanical Bar Couplers shall have a current ICC-ES or IAPMO Evaluation Report that indicates compliance with requirements of these specifications.
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N. Steel Reinforcing Allowable Tolerances (ACI 117):

1. Fabrication:
a. Sheared length: 1 inch.
b. Depth of truss bars: Plus or minus ½-inch.
c. Ties: Plus or minus ½-inch.
d. All other bends: Plus or minus 1 inch.

2. Placement:
a. Concrete cover to form surfaces: Plus or minus ¼-inch. b. Minimum spacing between bars: Plus or minus ¼-inch.
c. Crosswise of members: Spaced evenly within 2 inches of stated separation. d. Lengthwise of members: Plus or minus 2 inches.

3. Maximum bar movement to avoid interference with other reinforcing steel, conduits, or embedded items: 2 bar diameters.

O. Unidentifiable Reinforcing Steel: Tested by testing agency; paid for by Contractor:

1. Test reinforcing delivered to site which cannot be properly identified by heat number and mill mark for compliance with ASTM A615 as follows:
a. No. 8 Bar and Smaller: One tensile test and one bend test of each size per 7-1/2 tons, or portion thereof.
b. No. 9 Bar and Larger: One tensile test of each size per 10 tons, or portion thereof.

P. Welding: Qualify procedures and personnel according to AWS D1.4, "Structural Welding Code-- Reinforcing Steel."

1. Welders whose work fails to pass inspection shall be requalified before performing further welding.

2. Firm specializing in furnishing and installing reinforcement shall have a minimum of 5 years experience on projects with requirements similar to this project and shall have sufficient production capacity.

3. All welding shall be performed by operators who are qualified for the types of welds used. Each operator shall have been qualified within the preceding one year as prescribed by AWS.

4. Require welders to retake the qualification test if, as determined by the Architect, there is a reasonable doubt as to the proficiency of the welder. If the welder does not requalify, they shall not perform any welding on the project.

Q. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to test concrete mixtures. When mixes are proportioned by trial batch method, engage a Laboratory conforming to ASTM E329 and under direction of a Professional Engineer licensed in the State in which the Project is located.

R. Mockups: As required by the Owner and Architect, cast concrete slab-on-grade and formed-surface panels to demonstrate typical joints, surface finish, texture, tolerances, and standard of workmanship. Mock-up shall be constructed using the same mixes, materials, products, procedures and methods as will be used for the permanent construction.

1. Build panel(s) a minimum of 32 sq. ft. (4 ft. x 8 ft. panel) for slab-on-grade and formed surface in the location(s) indicated or, if not indicated, as directed by the Architect. Maintain sample panel exposed to view for duration of concrete work.

2. Obtain Architect’s acceptance of visual qualities.

3. Approved panels may become part of the completed Work if undisturbed at time of Completion.

S. Formwork:

1. Concrete formwork shall be designed and constructed to safely support fluid concrete and superimposed construction loads without excessive deflection or concrete leakage. Provide bracing to maintain accurate alignment and to resist all anticipated lateral loads. Forms shall conform with drawings as to shape, line, and dimension. Design, engineering and construction of forms shall be Contractor's responsibility. Formwork for exposed concrete shall be constructed to tolerances indicated in ACI 303R.

2. Cooperate and coordinate with other trades who furnish and/or install piping, conduit, reglets, anchors, inserts, sleeves, hangers, etc., as their work requires; including provisions for recesses and chases.

T. Prefabrication and Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01.
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1. Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete manufacturer.
d. Concrete subcontractor.

2. Review special inspection and testing and inspecting agency procedures for field quality control, concrete finishes and finishing, cold- and hot-weather concreting procedures, curing procedures, construction contraction and isolation joints, and joint-fillers, forms and form removal limitations, shoring and reshoring procedures, vapor-retarder installation, anchor rod and anchorage device installation tolerances, steel reinforcement installation, floor and slab flatness and levelness measurement, concrete repair procedures, and concrete protection.

U. Tests and Inspections:

1. Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings, and/or TIO form, and as required by this section.

2. A testing program is required prior to start of construction. Testing program to be done in Compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

3. The following tests shall be made by a recognized testing laboratory selected by the Owner and approved by the governing agency. All tests shall be in accordance with the previously mentioned standards and ACI 318 Section 26.12. A complete record of all tests and inspections shall be kept per CBC Section 1704.5.
a. Compressive Strength: Make and cure in accordance with ASTM C-31. Test in accordance with ASTM C-39 and ACI 318 Section 26.12. Standard cure testing shall be utilized.

Supplementary field cure testing shall occur where required by SEOR and/or AHJ. 1) A record shall be made of time and of locations of concrete from which samples were taken.
2) A minimum of five identical cylinders shall be taken from each pour of 150 cubic yards or 5000 square feet or part thereof, being placed each day per ACI 318 Section 26.12.2.

One cylinder shall be tested at age 7 days, and a minimum of three at age 28 days unless otherwise specified. Preserve a minimum of one remaining cylinder for future use.
b. Drying Shrinkage: (applies only to lightweight concrete only unless noted otherwise) 1) A record shall be made of time cylinders and of locations of concrete from which samples were taken.
2) Three identical 4" x 4" x 11" specimens shall be made from same concrete as used in structure. Percent of shrinkage shall be reported at 21 days after 7 day moist curing period. Average results of 3 specimens shall be used as the accepted value. The value for laboratory cast specimens shall not exceed .075%. If field test specimens are used in lieu of laboratory specimens, a tolerance of +33% may be used. 3) Test specimens in accordance with ASTM C157.
c. Concrete consistency (slump) shall be tested in accordance with ASTM C143.

4. Provide full time inspection per CBC Section 1705.3 during the taking of test specimens and during the placing of all concrete and embedded steel.

5. See Section 03 20 00 for reinforcing steel tests and inspections.

6. Provide concrete batch plant inspections per ASTM C685.

1.07 DELIVERY, STORAGE AND HANDLING
A. Steel Reinforcement:

1. Deliver, store, and handle steel reinforcement to prevent bending and damage. Avoid damaging coatings on steel reinforcement where occur.
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2. Deliver reinforcing to Site properly bundled and tagged. Use tags that indicate bar size, lengths and marks corresponding to markings shown on shop drawings. Segregate so as to maintain identification after bundles are broken.

3. Store reinforcement in a manner that will prevent excessive rusting or fouling with/ grease, oil, dirt, and other bond weakening materials.

4. Do not use damaged, reworked, or deteriorated material.

B. Deliver and store welding electrodes in accordance with AWS D1.4.

C. Formwork: Deliver and store packaged materials in original containers with seals unbroken and labels intact until time of use.

D. Concrete Materials:

1. Protect cement from moisture and rotate stock to ensure fresh materials.

2. Protect aggregates as necessary to maintain saturated condition when batched.

3. Storage methods should comply with ACI 301 4.1.4.

E. Contractor to coordinate with owner and/or testing laboratory to provide facilities for job curing of test cylinders and transporting to Testing Laboratory.

F. Comply with all local building and fire codes for fire safety during construction.

PART 2 - PRODUCTS

2.01 CONCRETE MIXES
A. Concrete mixes shall be as stated in the Structural Documents with strength, maximum aggregate size, maximum water to cement ratio, and use as documented.

1. Cement content as required by mix design (ACI 318 Section 26.4.3).

2. Admixtures: Water Reducing

3. Weight
a. Normal Weight Concrete (NWC): 150 lbs. per cubic foot maximum

4. Air Entrainment
a. As required for UL rating (4%-7% for LWC)
b. As required for Durability Requirements per ACI 318 Chapter 19 c. As required in Construction Documents

2.02 FORMWORK
A. Comply with requirements of Section 03 10 00.

2.03 REINFORCEMENT MATERIALS
A. Comply with requirements of Section 03 20 00.

2.04 CONCRETE MATERIALS
A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project:

1. Portland Cement: ASTM C150, Type II, II/V, Type V, or ASTM C595 Type 1L. One brand of cement shall be used throughout to maintain uniform color for all exposed concrete.

2. Supplement Portland Cement with the following Supplementary Cementitious Materials (SCM):
a. Fly Ash Pozzolan: ASTM C618, F as required.
b. Blast-Furnace Slag: ASTM C989-10
c. Silica Fume: ASTM C1240, proportioned in accordance with ACI 211.1.

3. The SCM producer shall have a minimum of 5 years’ experience in the production of acceptable SCM and shall practice an effective quality control program to guard against contamination of the SCM.

4. Cementitious material used shall have at least 2 years of use with proposed aggregates without detrimental reaction.

5. Alkali content shall not exceed 0.6% when tested in accordance with ASTM C114.

6. The temperature of cement delivered to the plant shall not exceed 150 degrees F.

B. Normal-Weight Aggregates: ASTM C33, fine and coarse aggregate, graded. Provide aggregates from a single source with documented service record data of at least 10 years' satisfactory service in 03 30 00

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similar applications and service conditions using similar aggregates and cementitious materials.

Aggregate shall be crushed granite or Perkins type.

1. Select coarse-aggregate size from three options in subparagraph below; add gradation requirements if preferred. Aggregate size limits relate to spacing of steel reinforcement, depth of slab, or thickness of concrete member.

2. Coarse Aggregate:
a. Aggregate shall contain no thin or elongated pieces. Any piece having a major dimension more than 2-1/2 times the average thickness shall be considered thin or elongated. b. If shrinkage-controlled concrete, Coarse Aggregate shall be crushed limestone, granite, or accepted equal.
c. The maximum size used in a particular location shall be consistent with the form and dimensions of the section being placed, with the location and spacing of the reinforcing steel and with the method of vibration. The aggregate sizes shall be such as will produce dense, uniform concrete, free of rock pockets, honeycombs, or other irregularities. d. Combined aggregate gradation for slabs and other designated concrete shall be 8% to 18% for large top size aggregates (1-1/2-inch) or 8% - 22% for smaller top size aggregates (1-inch or 3/4-inch) retained on each sieve below the top size and above the No. 100.

3. Fine Aggregate: Uniformly graded, clean sand, free from excessive fines, organic materials or other deleterious materials. Free of materials with deleterious reactivity to alkali in cement.

C. Lightweight Aggregate: ASTM C330, to be specified between 1-inch and 3/8-inch nominal maximum aggregate size.

1. Lightweight cellular and granular inorganic materials, free from oil, organic matter, or other deleterious substances.

2. Uniformly graded from 1/4-inch to maximum size. The combined grading shall be such that the percentage of weight of the combined aggregates shall fall within the limits established by ASTM C330.

3. Dry weight of lightweight concrete shall be as specified above. Comply with ASTM C567 for oven dry density testing if specifically required by code or jurisdiction. Contractor to verify density of concrete meets the requirements of the UL rating.

4. Lightweight Aggregates Rotary Kiln Produced: Expanded shale slate, clay or slag aggregate, the maximum size used in a particular location shall be consistent with the form and dimensions of the section being placed, with the location and spacing of the reinforcing steel and with the method of vibration. The aggregate sizes shall be such as will produce dense, uniform concrete, free of rock pockets, honeycombs, or other irregularities.

D. Recycled (Reclaimed) Aggregates:

1. Use only in below grade work where covered in its final condition. Do not use in integrally colored concrete.

2. Maximum 20% of total aggregates by weight.

3. Use one source for each required type throughout the project.

4. Testing per latest edition of Greenbook Standard Specifications for Public Works Construction.

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2.05 ADMIXTURES
A. General: Where more than one is used, admixtures shall be compatible. Use of admixtures shall be consistent throughout Work.

1. Use of alternate admixtures may only be used with the written acceptance of the Architect. See Substitutions Division 01 – Product Requirements.

2. Admixtures to be in accordance with ACI 318 Section 26.4.1.4.

3. Prohibited Admixtures: Admixtures containing more than 0.05 percent chloride ions, fluorides, sulphites, thiocyanates, and/or nitrates are not permitted. Do not use admixtures that will negatively impact the visual finish of concrete exposed to view. Calcium chloride is not permitted.

4. Limit VOC content per IEQc2.

B. Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other admixtures.

1. Available Products:
a. Grace Construction Materials; Darex AEA or Daravair. b. Master Builders, Inc.; MB-VR or Micro Air.
c. Euclid Chemical Company (The); Air Mix.

C. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing (Plasticizing) Admixture: ASTM C494, Type A for use in cool weather. Available Products:
a. Grace Construction Products, W. R. Grace & Co.; "WRDA with Hycol". b. Master Builders, Inc.; "Pozzolith 220N".
c. Euclid Chemical Company (The); “WR-75, WR-91 or Eucon MR”.

2. Retarding Admixture: ASTM C494, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C494, Type D for use in hot weather. Available Products:
a. Sika Corporation; “Sikament 30”.
b. Euclid Chemical Company (The); “Eucon Retarder-75”.

4. Mid-Range, Water-Reducers ASTM C494. Available Products:
a. Master Builders “Polyheed.”

5. Plasticizing and Retarding Admixture: ASTM C1017, Type II.

6. Non-Chloride, Non-Corrosive Accelerating Admixture: ASTM C494, Type C or E. Manufacturer must have long-term non-corrosive test data from an independent testing laboratory (of at least a year’s duration) using an acceptable accelerated corrosion test method. Available Products:
a. Euclid Chemical Company (The); “Accelguard 80, 90, or NCA”.

7. Shrinkage Reducing Admixture: ASTM C494, Type S.
a. Euclid Chemical Company; Eucon SRA Floor; Eucon SRA-XT. b. GCP Applied Technologies; Eclipse Floor 200; Eclipse 4500.

8. Waterproofing Admixture: Admixture formulated to reduce permeability to liquid water, with no adverse effect on concrete properties.
a. Admixture Composition: Crystalline, functioning by growth of crystals in capillary pores. b. Admixture Composition: Hydrophobic polymer waterproofing and corrosion inhibitor, functioning by closing concrete pores and chemical bonding. c. Permeability of Cured Concrete: No measurable leakage when tested in accordance with COE CRD-C 48 at 200 psi (1.38 MPa); provide test reports. d. Potable Water Contact Approval: National Science Foundation (NSF) certification for use on structures holding potable water, based on testing in accordance with NSF 61 and NSF 372. e. Available Products:
1) Euclid Chemical Company; Eucon Vandex AM-10.
2) W. R. Meadows, Inc; ADI-CON CW Plus.
3) Xypex Chemical Corporation; XYPEX Admix C-500.
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D. Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete and complying with ASTM C494, Type C.

1. Available Products:
a. Euclid Chemical Company (The); Eucon CIA.
b. Grace Construction Products, W. R. Grace & Co.; DCI. c. Master Builders, Inc.; Rheocrete CNI.
d. Sika Corporation; Sika CNI.

E. Color Pigment: ASTM C979, synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis.

1. Color: As selected by Architect from manufacturer's full range.

2. Concentration: Base dosage rates on weight of Portland cement, fly ash, silica fume, and other cementitious materials but not aggregate or sand.

2.06 ACCESSORY MATERIALS
A. Underslab Vapor Retarder:

1. Sheet Material: ASTM E 1745, Class A, not less than 15 mils thickness. Suitable for installation in contact with soil or granular fill under concrete slabs. Single-ply polyethylene is prohibited.

Include manufacturer's recommended adhesive or pressure-sensitive tape. Plastic Vapor Retarder shall have a water-vapor transmission rate (WVTR) no greater than .008 perms (grain/h xft2 in x Hg) when tested in accordance with ASTM E96. Include manufacturer’s recommended tape with water vapor transmission rate no greater than 0.3 perms when tested in accordance with ASTM E96. Tape shall be: a minimum of 6-mils thick, a minimum of 3 ¾ inches wide, manufactured from high density polyethylene, and have pressure sensitive adhesive.

Include manufacturer’s recommended vapor resistant mastic. a. Sheet Products:
1) Alumiseal Corporation; Zero Perm Vapor Barrier.
2) Henry Company (Fortifiber); Moistop Ultra 15.
3) Raven Industries Inc.; Vapor Block 15.
4) Reef Industries, Inc.; Griffolyn Type-65G or 105.
5) W.R. Meadows, Inc.; PERMINATOR Class A - 15 mils.
6) STEGO Industries LLC; Stego Wrap Vapor Barrier.
7) Substitutions: See Section 01 60 00 - Product Requirements. b. Accessory Products: Vapor retarder manufacturer's recommended tape, adhesive, mastic, prefabricated boots, etc., for sealing seams and penetrations. 1) Vapor Retarder Tape:
(a) Water Vapor Transmission Rate: ASTM E 96, 0.3 perms or lower (b) Minimum 6-mils thick
(c) Minimum 3 3/4 inches wide
(d) Manufactured from High Density Polyethylene
(e) Pressure Sensitive Adhesive
B. Non-Shrink Cementitious Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents. Acceptance by Architect required before using.

1. Grout: Comply with ASTM C1107.

2. Height Change, Plastic State; when tested in accordance with ASTM C827:
a. Maximum: Plus 4 percent.
b. Minimum: Plus 1 percent.

3. When placed at a flowable consistency there shall be at least 95% bearing under an 18 inches x 36 inches base plate.

4. Minimum Compressive Strength at 48 Hours: 3,000 pounds per square inch.

5. Minimum Compressive Strength at 28 Days, ASTM C109: 7,000 pounds per square inch

6. Flowable Products:
a. Euclid Chemical Company; Hi-Flow Grout.
b. W. R. Meadows, Inc; 588-10K; 1428 HP.
c. BASF Construction Products; Masterflow 713 or 928.
d. SIKA Corporation; Sika Grout 328.
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e. SpecChem; SC Precision Grout
f. Metallic grout equivalent to Master Builders "Embeco" may be used only where covered by earth, concrete, or masonry.
g. Substitutions: See Division 01 - Product Requirements.

7. Low-Slump, Dry Pack Products:
a. Dry Pack products may only be used where approved by Architect or otherwise indicated in Drawings.
1) Euclid Chemical Company; DRY PACK GROUT.
2) Five Star Products, Inc; Five Star Grout.
3) L&M Construction Chemicals, Inc, a subsidiary of Laticrete International, Inc; Duragrout. 4) SpecChem, LLC; SC Multipurpose Grout.
5) W. R. Meadows, Inc; PAC-IT.
6) Substitutions: See Division 01 - Product Requirements.

C. Non-Shrink Epoxy Grout: For anchor reinforcing steel or threaded rods in concrete. Moistureinsensitive, two-part; consisting of epoxy resin, non-metallic aggregate, and activator.

1. Composition: High solids content material exhibiting positive expansion when tested in accordance with ASTM C827.
a. Maximum Height Change: Plus 4 percent.
b. Minimum Height Change: Plus 1 percent.

2. Minimum Compressive Strength at 7 days, ASTM C579: 12,000 pounds per square inch (82.7 MPa).

3. Products:
a. BASF Construction Products; Masterflow MP
b. Sika Corporation; Sikadur 32 Hi-Mod
c. Euclid Chemical Company; Epoxy 452 or E3G.
d. Five Star Products, Inc; Five Star DP Epoxy Grout.
e. SpecChem, LLC; SpecPoxy Grout.
f. Substitutions: See Division 01 - Product Requirements.

D. Floor Leveling and Fill Materials

1. Epoxy Concrete Mortar (where areas to fill are less than ¼-inch thick): Floor leveling, non-shrink trowel applied epoxy concrete mortar.

2. Concrete Mortar (where areas to fill are greater than ¼-inch thick): Floor leveling, patching and repair, non-shrink trowel applied concrete mortar.

3. Cementitious Floor Leveling Material: Shall be self-leveling or trowelable with a minimum 28 day compressive strength of 3000 psi in accordance with ASTM C-109. a. The Quikrete Companies; Quikrete No. 1249.
b. Ardex; V-1200.
c. Mapei; "UltraFlex".
d. Substitutions: See Division 01 - Product Requirements.

2.07 BONDING AND JOINTING PRODUCTS
A. Latex Bonding Agent: Non-redispersable acrylic latex, complying with ASTM C1059, Type II acrylic emulsion or styrene butadiene.
a. Euclid Chemical Company; AKKRO-7T; Wuco-Weld.
b. W. R. Meadows, Inc; ACRY-LOK.
c. Sonneborn; Sonobond.
d. Larsen Products; Weld-Crete.
e. Substitutions: See Division 01 - Product Requirements.

B. Epoxy Bonding System:

1. Complying with ASTM C881 and of Type required for specific application. Two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements, and as follows:
a. Types I and II, non-load bearing or IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.
1) CTS Cement Manufacturing Corporation; Fast Anchoring and Repair Adhesive. 2) Euclid Chemical Company; DURAL FAST SET LV.
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3) Mapei Corporation; Planibond AE, Planibond 3C.
4) Substitutions: See Division 01 - Product Requirements.

C. Waterproofing Admixture Slurry: Slurry coat of Portland cement, sand, and crystalline waterproofing additive, mixed with water in proportions recommended by manufacturer to achieve waterproofing at cold joints in concrete.

1. Products:
a. W. R. Meadows, Inc; ADI-CON CW Plus.
b. Xypex Chemical Corporation; XYPEX Concentrate.
c. Substitutions: See Division 01 - Product Requirements.

D. Waterstops:

1. Rubber, complying with COE CRD-C 513.

2. PVC, complying with COE CRD-C 572.

3. Bentonite and butyl rubber, complying with NSF 61 and NSF 372.

4. Synthetic rubber; swells to 1000 percent of original size in clean water.

5. Configuration: As indicated on drawings.

6. Size: As indicated on drawings.

7. Products:
a. Penetron; Penebar SW-55.
b. CETCO, a division of Minerals Technologies Inc; WATERSTOP RX. c. Kryton International, Inc; Krytonite Swelling Waterstop. d. Substitutions: See Division 01 - Product Requirements.

E. Reglets: Formed steel sheet, galvanized, not less than 26 gauge, with temporary filler to prevent concrete intrusion during placement.

F. Slab Expansion and Isolation Joint Filler: Preformed non-extruded resilient filler.

1. Material:
a. ASTM D1751, cellulose fiber.
b. ASTM D1752, sponge rubber (Type I).
c. ASTM D8139, semi-rigid, closed-cell polypropylene foam.

2. Products:
a. Burke; Fiber Expansion Joint.
b. W.R. Meadows; Fibrated Expansion Joint Filler with Snap-Cap; Deck-O-Foam Joint Filler with pre-scored top strip.
c. Nomaco, Inc; Nomaflex Expansion Joint Filler with Void Cap Option. d. Substitutions: See Division 01 - Product Requirements.

G. Slab Contraction Joint Device: Preformed linear strip intended for pressing into wet concrete to provide straight route for shrinkage cracking.

H. Slab Construction Joint Devices: Combination keyed joint form and screed, galvanized steel, with rectangular or round knockout holes for conduit or rebar to pass through joint form at 6 inches on center; ribbed steel stakes for setting.

1. Provide removable plastic cap strip that forms wedge-shaped joint for sealant installation.

2. Height: To suit slab thickness.

2.08 CURING MATERIALS
A. Evaporation Reducer: Liquid thin-film-forming compound that reduces rapid moisture loss caused by high temperature, low humidity, and high winds; intended for application immediately after concrete placement.
a. Products:
1) Euclid Chemical Company ; EUCOBAR.
2) Kaufman Products Inc; VaporAid.
3) W. R. Meadows, Inc ; Evapre or Evapre-RTU.
4) Substitutions: See Division 01 - Product Requirements.

B. Curing Compound, Naturally Dissipating: Clear, water-based, liquid membrane-forming compound; complying with ASTM C309:

1. Type 1, Class A and B, and AASHTO Specification M-148;

2. Type 1, Class A and B requirements, and State of California Air Resources Board VOC Regulations.
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3. Sodium Silicate compounds are prohibited.

4. Certified by curing compound manufacturer to not interfere with bonding of floor covering.

5. Product dissipates within 4 to 6 weeks.

6. Products:
a. Euclid Chemical Company; COLOR-CRETE CURE AND SEAL VOC. b. W. R. Meadows, Inc; 1100-Clear.
c. Substitutions: See Division 01 - Product Requirements.

C. Curing Agent, Water-Cure Equivalent Type: Clear, water-based, non-film-forming, liquid-water cure replacement agent.

1. Compressive Strength of Treated Concrete: Equal to or greater than strength after 14-day water cure when tested according to ASTM C39.

2. Conform with State of California Air Resources Board VOC Regulations.

D. Resin Curing Compound: Solvent-based liquid, white pigmented, membrane-forming.

1. For use on exterior slabs. When slab will be painted, sealed, topped, or receive other applied finish, completely remove curing compound after curing is complete and before finish coatings are applied.

2. Comply with ASTM C309, Type 2, Classes A and B.

3. Conform with State of California Air Resources Board VOC Regulations.

4. VOC Content: Less than 200 g/L.

5. Solids Content: 20 percent, minimum.

6. Products:
a. Euclid Chemical Company; KUREZ DR-VOX; KUREZ DR-100. b. Kaufman Products Inc; Thinfilm 450 Resin Base.
c. Substitutions: See Division 01 - Product Requirements.

E. Curing and Sealing Compound, Moisture Emission-Reducing, Membrane-Forming: Clear, liquid sealer for application to newly-placed concrete; capable of providing adequate bond for flooring adhesives, initially and over the long term; with sufficient moisture vapor impermeability to prevent deterioration of flooring adhesives due to moisture emission.

1. Use this product to cure and seal all slabs to receive adhesively applied flooring or roofing.

2. Comply with ASTM C309 and ASTM C1315 Type I Class A.

3. Conform with State of California Air Resources Board VOC Regulations.

4. VOC Content: Less than 100 g/L.

5. Solids Content: 25 percent, minimum.

6. Sodium silicate compounds prohibited.

7. Products:
a. Euclid Chemical Company; Diamond-Clear VOX
b. Floor Seal Technology, Inc; VaporSeal 309 System.
c. Spec Chem; Cure & Seal WB.
d. ShawContract; Moisture Shield
e. Substitutions: See Division 01 - Product Requirements.

F. Curing and Sealing Compound, Moisture Emission-Reducing, Penetrating: Clear, water-based, nonfilm-forming curing agent; capable of providing adequate bond for flooring adhesives, initially and over the long term; with sufficient moisture vapor impermeability to prevent deterioration of flooring adhesives due to moisture emission, moisture vapor emission, and alkalinity.

1. Use this product to cure and seal all slabs to receive adhesively applied flooring or roofing.

2. Compressive Strength of Treated Concrete: Equal to or greater than strength after 28-day water cure when tested according to ASTM C39.

3. Chloride Ion Resistance of Treated Concrete: Equal to or greater than strength after 28-day water cure when tested according to ASTM C1202.

4. Comply with ASTM C309 and ASTM C1315 Type I Class A.

5. Conform with State of California Air Resources Board VOC Regulations.

6. Products:
a. W.R. Meadows; Pentreat 244.
b. Substitutions: See Division 01 - Product Requirements.

G. Curing and Densifying Compound, Membrane-Forming: Lithium polysilicate-based, clear, liquid densifier for application to newly-placed concrete.
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1. Comply with ASTM C309.

2. Conform with State of California Air Resources Board VOC Regulations.

3. Solids Content: 25 percent, minimum.

4. Products:
a. BASF; Sonosil.
b. Euclid Chemical Company; Eucosil.
c. Substitutions: See Division 01 - Product Requirements.

H. Moisture-Retaining Sheet/Cover: ASTM C171.

1. Provide in a thickness of 42 mils; standard weight of 53 lbs./1000 ft2; tensile strength (machine direction) of 36 lbs./in.; and puncture resistance of 70 lbs. a. Fiber reinforced asphaltic vapor barrier building paper, regular. b. Polyethylene film, white opaque.
c. White-burlap-polyethylene sheet.

I. Absorptive Cover: AASHTO M182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. when dry.

J. Water: Potable, not detrimental to concrete.

2.09 FLOOR AND SLAB TREATMENTS
A. Abrasive Aggregate for non-slip finish: Fused aluminum oxide grits, graded 12/30. Use factory graded rustproof and non-glazing material that is unaffected by freezing, moisture and cleaning materials.

B. Concrete Hardener/Sealer: Clear, water soluble, sprayable in-organic silicate-based hardener/sealer or acrylic co-polymer resin. Shall conform to State of California Air Resources Board VOC Regulations.

C. Concrete Sealer: Conforming to ASTM C-309, Type I, Class B requirements, and conforming to State of California Air Resources Board VOC Regulations.

D. Sealer for Colored Concrete: Clear, penetrating, water-based, low-luster sealer recommended by the pigment manufacturer. It shall be compatible with colored concrete components and will not adversely affect concrete color or slip resistance.

2.10 POST-INSTALLED CONCRETE ANCHORS
A. Expansion Anchors:

1. As indicated on Drawings.

B. Adhesive Anchors:

1. As indicated on Drawings.

C. Screw Anchors:

1. As indicated on Drawings.

D. Grouted Dowels / Grouted Anchors: High strength non-shrink grout to anchor reinforcing steel or threaded rods in concrete.

1. Master Builders; Masterflow 928.

2. Sika Corporation; Sika Grout 212.

3. Substitutions: See Division 01 - Product Requirements.

2.11 REPAIR MATERIALS
A. High Strength Flowing Repair Mortar: For forming and pouring structural members, or large horizontal repairs, provide the flowable one-part, high strength microsilica modified repair mortar with 3/8” aggregate. The product shall achieve 9000 psi @ 28-days at a 9-inch slump.

B. Concrete Patching Mortar:

1. Horizontal repairs, ASTM C1059, Type II. Available Products:
a. Euclid Chemical Co.; Euco Thin Coat, Concrete Coat.
b. Sika Chemical Corp.; Sikatop 121 or 122.
c. Substitutions: See Section 01 60 00 - Product Requirements.

2. Vertical or Overhead repairs, ASTM C1059, Type II. Available Products:
a. Euclid Chemical Co.; Verticoat.
b. Sika Chemical Corp.; Sikatop 123.
c. Master Builders; Emaco R300, 310 or R350.
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d. Substitutions: See Division 01 - Product Requirements.

C. Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations.

1. Cement Binder: ASTM C150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C219.

2. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application.

3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by underlayment manufacturer.

4. Compressive Strength: Not less than specified strength at 28 days when tested according to ASTM C109.

5. Bond Strength: Not less than specified strength at 28 days when tested according to ASTM C1042.

6. Available Products:
a. Euclid Chemical Co.; Flo-Top.
b. Master Builders; UnderLayment 110.
c. Substitutions: See Division 01 - Product Requirements.

D. Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations.

1. Cement Binder: ASTM C150, Portland cement or hydraulic or blended hydraulic cement as defined in ASTM C219.

2. Primer: Product of topping manufacturer recommended for substrate, conditions, and application.

3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by topping manufacturer.

4. Compressive Strength: Not less than specified strength at 28 days when tested according to ASTM C109.

5. Product shall exhibit the following properties: Chaplin Abrasion Test – 0.0079-inches maximum at 28 days.

6. Available Products:
a. Euclid Chemical Co.; Thin Top SL.
b. Master Builders; Topping 112.
c. Substitutions: See Division 01 - Product Requirements.

2.12 CONCRETE MIX DESIGN
A. General:

1. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301. a. Procurement of concrete mix design is responsibility of Contractor. b. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.
c. Contractor shall notify the Testing Laboratory and Architect of intent to use concrete pumps to place concrete so that mix designs can be modified accordingly.

2. Supplementary Cementitious Materials (SCM): Fly ash shall not exceed 25% of the total cementitious material, unless otherwise indicated by Architect and Structural Engineer. Where slag is used to replace cement, slag shall not exceed 25% of the total cementitious material by mass. Ternary systems where more than one supplementary cementitious material is used are prohibited without consent of SEOR.

3. Limit water-soluble, chloride-ion content in hardened concrete to specified percent by weight of cement.

4. Admixtures: Use admixtures according to manufacturer's written instructions. a. Use admixtures in concrete, as required, for placement and workability. b. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.
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c. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a watercementitious materials ratio below 0.50. d. Use corrosion-inhibiting admixture in concrete mixtures where required.

5. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.

B. Mixtures:

1. Initial mix design shall be prepared for all concrete in accordance with ACI 318 Section 26.4.3.

Mix proportions shall be determined in accordance with ACI 318 Section 26.4.3 or 26.4.4. In the event that additional mix designs are required due to depletion of aggregate sources, aggregate not conforming to Specifications or at request of Contractor, these mixes shall be prepared as above.

2. Definition of Mix Properties to be specified for each mix:
a. Concrete density, either normal or light weight concrete. b. Concrete strength (f'c) as the minimum compressive strength at a specified number of days, tested in accordance with ASTM C39.
c. Aggregate size as the largest of the coarse aggregate. d. Slump limit. Slump shall be measured at the point of delivery in accordance with ASTM C143 prior to the addition of superplasticizer (if used). Slump tolerance shall meet the requirements of ACI 117 and shall be 4 inch plus or minus 1 inch for general concrete placement. Mixes employing the specified mid-range water reducer shall provide a measured slump not to exceed 7 inch ±1 inch after dosing, 2 inch ±1 inch before dosing.

Use water reducing admixtures as required to provide a workable consistency for pump mixers. Water shall not be added at the jobsite without written review by the structural engineer.
e. Air entrainment: Provide 6% air entrainment typical for exterior concrete exposed to freezethaw cycles. Provide required air entrainment to meet the exposure categories listed in the concrete general notes per ACI 318, Chapter 19.
f. Air content by volume and may be plus or minus 1.5 percent at point of delivery. g. Water/cement ratio is a maximum and specified by weight. h. SCM cement replacement ratio as a %.
i. Drying shrinkage limit (where required) as a percentage change in length after 21 days of drying when tested as per ASTM C157 with 4 inches x 4 inches x 11 inches specimen moist cured 7 days prior to drying.
j. Fiber reinforcement (where used) specified as weight/volume of concrete.

2.13 MIXING
A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94 or ASTM C685 and ASTM C 1116 (fiber reinforced concrete when applicable), and furnish batch ticket information.

1. The batching plant shall be equipped with an electric metering device capable of determining moisture content of sand.

2. Begin the mixing operation within thirty minutes after the cement has been intermingled with the aggregates.

3. After mix water has been added, concrete shall be mixed not less than 1-1/2 minutes nor more than 1-1/2 hours. Concrete shall be rejected if not deposited within the time specified.

B. Project-Site Mixing: Use only if method of storing material, mixing of material and type of mixing equipment is approved by Architect. Approval of site mixing does not relieve Contractor of any other requirements of Specifications. Measure, batch, and mix concrete materials and concrete according to ASTM C 94. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.

2. For mixer capacity larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd.
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3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixture time, quantity, and amount of water added. Record approximate location of final deposit in structure.

C. Lightweight Concrete: Mix lightweight concrete in accordance with the directions of the approved lightweight aggregate manufacturer.

D. Admixtures:

1. Air entrained and chemical admixtures shall be charged into mixer as a solution and shall be dispensed by an automatic dispenser or similar metering device. Powdered admixtures shall be weighed or measured by volume as recommended by manufacturer. Accuracy of measurement of any admixture shall be within plus or minus 3%.

2. Two or more admixtures may be used in same concrete, provided such admixtures are added separately during batching sequence, and provided further that admixtures used in that combination retain full efficiency and have no deleterious effect on concrete or on properties of each other.

3. All admixtures are to be approved by Structural Engineer prior to commencing this work.

E. Re-tempering:

1. Concrete shall be mixed only in quantities for immediate use. Concrete which has set shall be discarded, not re-tempered.

2. Indiscriminate addition of water to increase slump is prohibited.

3. When concrete arrives at project with slump below that suitable for placing, water may be added only if neither maximum permissible water-cement ratio nor maximum slump is exceeded. Water shall be incorporated by additional mixing equal to at least half of total mixing time required. Any addition of water above that permitted by limitation of water-cement ratio shall be accompanied by a quantity of cement sufficient to maintain proper water-cement ratio. Such additions shall only be used if approved by Architect. In any event, with or without addition of cement, not more than 2 gallons of water per cubic yard of concrete, over that specified in design mix, shall be added.

F. Cold Weather Batching:

1. When average of the highest and lowest air temperature falls below 40 degrees F for more than three consecutive days, provide adequate equipment for heating concrete materials. No frozen materials or materials containing ice shall be used. When placed in forms, concrete placed in these temperatures shall have a minimum temperature based on dimensions of concrete sections placed per ACI 301.

G. Hot Weather Batching:

1. Concrete deposited in hot weather shall have a placing temperature below 95 degrees F per ACI 301. If necessary, ingredients shall be cooled to accomplish this.

H. Do not use shrinkage-reducing admixture (SRA) in same concrete batch with a moisture vapor reduction admixture (MVRA) or porosity inhibiting admixture (PIA).

PART 3 - EXECUTION

3.01 EXAMINATION
A. Verify lines, levels, and dimensions before proceeding with work of this section.

3.02 PREPARATION
A. Prior to Work specified in this Section, carefully inspect the installed Work of other trades and verify that such Work is complete to the point where this installation may properly commence.

B. Formwork: Comply with requirements of Section 03 10 00.

C. Reinforcement: Comply with requirements of Section 03 20 00.

D. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

E. Notify the Architect at least 48 hours in advance of the beginning of pouring operations and at the completion of formwork and location of all construction joints. An inspection of forms and joints will be made for approval of finished work and general layout only. The foregoing inspection shall in no way relieve the Contractor of responsibility of design and safety or formwork, bulkheads and shorings.
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F. Ensure Excavations are sufficient to permit placement, inspection, and removal of forms. The entire place of deposit shall have been cleaned of wood chips, sawdust, dirt, debris, hardened concrete and other foreign matter. No wooden ties or blocking shall be left in the concrete except where indicated for attachment of other work.

G. Concrete surfaces to which fresh concrete is to be bonded shall be brush cleaned to remove all dust and foreign matter and to expose the aggregate, and then coated with the bonding adhesive herein specified.

H. Prior to placing concrete for any slabs on grade, the moisture content of the subgrade below the slabs shall be adjusted to at least optimum moisture.

I. Verify geotechnical engineer has approved all foundation excavations.

J. No concrete shall be placed until formwork and reinforcement has been approved by Architect.

Clean forms of all debris and remove standing water. Thoroughly clean reinforcement and all handling equipment for mixing and transporting concrete. Concrete shall not be placed against reinforcing steel that is hot to the touch.

K. Coordinate:

1. Obtain necessary information for coordination of formwork with items to be embedded in concrete.

2. Coordinate size and location of openings in concrete. Obtain Architect’s approval for openings not shown on Structural Drawings.

L. Discrepancies:

1. Notify the Architect of any discrepancies or inconsistencies.

2. Do not proceed with installation in areas of discrepancy until such discrepancies have been fully resolved.

M. Where new concrete is to be bonded to previously placed concrete, prepare existing surface by cleaning and applying bonding agent in according to bonding agent manufacturer's instructions.

1. Use epoxy bonding system for bonding to damp surfaces, for structural load-bearing applications, and where curing under humid conditions is required.

2. Use latex bonding agent only for non-load-bearing applications.

N. Where new concrete with integral waterproofing is to be bonded to previously placed concrete, prepare surfaces to be treated in accordance with waterproofing manufacturer's instructions.

Saturate cold joint surface with clean water, and remove excess water before application of coat of waterproofing admixture slurry. Apply slurry coat uniformly with semi-stiff bristle brush at rate recommended by waterproofing manufacturer.

O. Concrete Slabs on Grade:

1. Bases below exterior and interior slabs on grade shall be accurately leveled and compacted prior to placing of concrete.

2. Unless otherwise indicated, interior slabs on grade shall be poured over a minimum of four (4 inch) inches of compacted crushed rock, over a vapor retarder. Install vapor retarder under interior slabs on grade. Comply with ASTM E1643. Lap joints minimum 6 inches. Seal joints, seams and penetrations watertight with manufacturer's recommended products and follow manufacturer's written instructions. Repair damaged vapor retarder before covering.

3. Protect slab on grade subbase from moisture prior to placing concrete. Avoid wetting rock layer to allow adequate concrete curing and avoid future vapor transmission. If the subbase has been wet excessively, verify that water has been eliminated prior to placement of concrete.

3.03 EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. Ensure that embedded items are placed and held, during placing of concrete, to tolerances consistent with other items that will be attached to them.

1. Install anchor rods, accurately located, to elevations required and complying with tolerances in AISC's "Code of Standard Practice for Steel Buildings and Bridges."

2. Install reglets to receive waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, shelf angles, and other conditions.
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3. Install dovetail anchor slots in concrete structures as indicated.

4. Install concrete accessories in accordance with manufacturer’s recommendations: straight, level, and plumb.

B. Provide pipe sleeves when pipes pass through concrete. Fill voids in sleeves, inserts and anchor slots with readily removable material to prevent entry of concrete into voids. The Contractor shall also see that sleeves have been installed and other provisions have been made for the installation of mechanical, electrical and other equipment.

C. No conduit shall be cast in concrete unless specifically indicated on the Structural Drawings.

D. Coring of concrete after placement is not permitted without prior approval by the Engineer of Record.

3.04 MISCELLANEOUS CONCRETE ITEMS
A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated, after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.

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

C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations, complying with diagrams or templates from manufacturer furnishing machines and equipment.

D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated items.

Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and trowel-finish concrete surfaces.

E. Post-Installed Concrete Anchors

1. Install in accordance with the manufacturer’s recommendations and ICC-ES (or IAPMO) reports.

2. Use washers on all bolts.

3. Use care to avoid cutting or damaging reinforcing bars.

4. When exposed to view in the final structure, bolts shall be of a length that will extend entirely through but not more than 1/4-inch beyond the nuts unless otherwise shown on the Drawings.

3.05 JOINTS
A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Existing Concrete to New Concrete Joints

1. Chip keys and roughen existing concrete surfaces where new concrete abuts. Roughen surface by bush-hammering, chipping or sandblasting to remove surface mortar and expose clean aggregate.

2. Drill and install dowels using epoxy grout in accordance with manufacturer's printed recommendations.

3. Prime surface with 10-mil layer of epoxy adhesive using a stiff brush. Place concrete while the epoxy adhesive is still tacky. Re-prime if necessary.

C. Construction Joints: Install only as indicated and noted on Drawings. Joints not indicated on Drawings shall be so located, when approved, as to least impair strength of structure, and shall conform to typical details. Construction joints shall have level tops, vertical sides. Horizontal construction joints shall be thoroughly cleaned and roughened by removing entire surface film and exposing clean aggregate solidly embedded in mortar matrix. Joints between concrete and masonry shall be considered construction joints. Vertical construction joints need not be roughened unless noted otherwise. See Drawings for doweling and required keys. Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.

1. Place joints perpendicular to main reinforcement unless otherwise indicated. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs.

2. In walls, do not space construction joints more than 60 feet apart in horizontal direction and maximum 20 feet apart in vertical direction unless otherwise shown. In framed slabs and beams, and on metal deck slabs, do not space construction joints more than 120 feet apart. Place 03 30 00

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construction joints perpendicular to main reinforcement except as otherwise shown. Continue reinforcement across construction joints except as otherwise shown.

3. Form keyed joints at indicated locations. Embed keys at least 1-1/2 inches into concrete.

4. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection.

5. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs.

6. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible.

7. Roughen surface at all construction joints where key is not used and under baseplates.

Roughen concrete surface while concrete is still green where possible. Do not leave laitance, loosened particles of aggregate or damaged concrete at surface. Forms and reinforcing shall be cleaned of drippings. Dampen contact surfaces of construction joints, leaving them free of standing water, before placing fresh concrete. Roughen construction joints by any of following methods:
a. By sand-blasting joint.
b. By thoroughly washing joint, using a high-pressure hose, after concrete has taken initial set.

Washing shall be done not less than 2 hours nor more than 4 hours after concrete has been poured, depending upon setting time.
c. By chipping and wire brushing.

8. All decisions pertaining to adequacy of construction joint surfaces and to compliance with requirements pertaining to construction joints shall be reviewed with the Structural Engineer.

9. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

10. Before placing regular concrete mix, horizontal construction joint surfaces shall be covered with a layer of mortar composed of cement and fine aggregate of same proportions as that used in prescribed mix, but omitting coarse aggregate.

D. Control Jointing in Slabs-on-Grade: Joints shall be in locations indicated on Drawings, or as directed by Architect. Form weakened-plane control joints, sectioning concrete into areas as indicated.

Construct control joints as follows:

1. Construct interior slab control joints as follows:
a. By use of construction joints laid out in checkerboard pattern; pour and allow alternate slabs to set; fill out balance of checkerboard pattern with second pour. b. By use of dummy groove joints at least 1/4 depth of slab, and at least 1/8 inch wide. These joints may be sawcut as soon as wet concrete can support the weight of the equipment and operator. Delaying saw-cutting past this point will make jointing ineffective. Use power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

2. Slab reinforcing need not be terminated at control joints.

3. Construction and expansion joints shall be counted as control joints.

E. Isolation/Expansion Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

1. Unless otherwise indicated, use 3/8 inch thick expansion joint filler.

2. Joints in interior slabs on grade shall be only in locations indicated.

3. Edges of concrete at joints shall be edger finished to approximately 3/8 inch radius.

4. Interrupt reinforcing at all expansion joints.

5. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated.

6. Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch below finished concrete surface where joint sealants, specified in Division 07 are indicated.

7. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.

F. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint. 03 30 00

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G. Joint Filling:

1. Prepare, clean, and install joint filler according to manufacturer's written instructions. a. Defer joint filling until concrete has aged at least a specified length of month(s). Do not fill joints until construction traffic has permanently ceased.

2. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact faces of joint clean and dry.

3. Install semirigid joint filler full depth in saw-cut joints and at least 2 inches deep in formed joints.

Overfill joint and trim joint filler flush with top of joint after hardening.

3.06 PLACING CONCRETE
A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed. Ensure that all foreign material has been removed from surfaces, including reinforcement and embedded items, against which concrete will be placed.

B. Contractor shall notify the Testing Laboratory and Architect of intent to use concrete pumps to place concrete. Mix designs shall be modified accordingly as required.

C. The addition of water to the mix after leaving the plant is permitted only when the added water would not cause the mix design water/cement ratio to be exceeded. The addition of water at the site is contingent upon full time inspection of the process by the owners testing laboratory and the acceptance of the Inspector. Comply with ACI 301, section 4.3.2.1.

D. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301.

E. Method: Convey concrete as rapidly and directly as practicable to preserve quality and to prevent segregation. Deposit concrete in forms as nearly as practicable at its final position in a manner which will ensure that required quality is obtained. Chutes shall slope not less than 4 inches and not more than 6 inches per foot of horizontal run.

1. Do not deposit concrete that has initially set. Retempering of concrete, which has partially set, is not permitted.

2. Maximum time for discharge of concrete shall be per ASTM C94.

F. Sequence: Pour all walls and columns full height to designated construction joints. Pour all beams, and horizontal structures to designated construction joints. Construction joints to be made in walls only where indicated on the Drawings.

G. Placement: Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete. Deposit concrete to avoid segregation.

1. Once placing is started, carry it on as a continuous operation until placement of the panel or section is complete. Construction joints to be made only where indicated on the Drawings or on approved shop drawings. Prevent the formation of cold joints at other locations.

2. Deposit concrete in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness.

Deposit concrete in a manner to avoid inclined construction joints.

3. Particular care shall be used when starting a concrete pour to maintain the continuity of appearance. Use all means necessary to avoid blemishes, imperfections, or changes in the finish.

4. Maintain reinforcement in position on chairs during concrete placement.

5. Deposit concrete into forms in horizontal layers not exceeding 24 inches in thickness around building, proceeding along forms at a uniform rate and consolidating into previous pour. In no case shall concrete be poured into an accumulation of water ahead of pour, nor shall concrete be flowed along forms to its final place of deposit. Fresh concrete shall not be permitted to fall from a height greater than 6 feet without use of adjustable length pipes or, in narrow walls, of adjustable flexible hose sleeves. Concrete shall be scheduled so that placing is a continuous operation for the completion of each section between predetermined construction joints. If any concreting operation, once planned, cannot be carried on in a continuous operation, concreting shall stop at temporary bulkheads, located where resulting construction joints will least impair the strength of the structure. Location of construction joints shall be as shown on the drawings or 03 30 00

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as approved by Structural Engineer. The rate of rise in walls shall not be less than 2 feet per hour.

H. Consolidation: Consolidate concrete during placement operations so concrete is thoroughly worked around reinforcement and other embedded items and into corners. Concrete shall be thoroughly compacted and worked to all points with solid continuous contact to forms and reinforcement to eliminate air pockets and honeycombing.

1. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301. Use and type of vibrator shall conform to ACI 309, Guide for Consolidation of Concrete.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. Place vibrating element directly in concrete and not attached to either inside or outside of forms or to reinforcing steel.

3. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate. Do not over-vibrate concrete.

I. Initial Finishing:

1. Screed slab surfaces with a straightedge and strike off to correct elevations.

2. Where floor drains or floor slopes are indicated, slope slabs uniformly to provide even fall for drainage.

3. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleedwater appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

J. Concrete Slabs on Grade:

1. Exterior and interior concrete slabs on grade shall be poured as required under this Section.

Base shall be accurately leveled and compacted prior to placing of concrete.

2. Typically, interior slabs on grade shall be poured over a minimum of four (4 inch) inches of clean crushed rock, unless otherwise indicated, over a vapor retarder. Base section shall meet the requirements within the Geotechnical Engineering report.

3. Protect slab on grade subbase from moisture prior to placing concrete. Avoid wetting rock layer to allow adequate concrete curing and avoid future vapor transmission. If the subbase has been wet excessively, verify that water has been eliminated prior to placement of concrete.

4. Screed slab surfaces with a straightedge and strike off to correct elevations.

K. Concrete Over Metal Deck:

1. At floor slabs, increase fill thickness as required to compensate for deflection of beams and deck at no additional cost to Owner. Obtain specified fill thickness at high points of the deck. Finish floor to specified tolerances for floor flatness, including at concrete over metal deck floors. Refer to 05 30 00 Metal Decking Specification.

2. At roof, maintain specified thickness of concrete uniformly over deck. Slab need not conform to flatness and levelness tolerances
L. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Concrete placed in these temperatures shall have a minimum temperature based on dimensions of concrete sections placed as shown in ACI 301. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When concrete is expected to be placed at air temperatures of less than 40 deg F, contractor shall review with Architect all special procedures that will be used including mix design modifications and methods of protection. This review shall occur prior to the expected extreme temperatures.

2. Provide sufficient protection material and equipment on the Project site in advance of the time when the mean daily temperatures are expected to drop below 40 degrees F.

3. When average high and low temperature is expected to fall below 40 deg F for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301. In addition, take precautions including, but not limited to:
a. Use non-chloride, non-corrosive accelerating admixture in accordance with previously accepted submittals.
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b. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. c. Do not use calcium chloride, salt, or other materials containing antifreeze agents unless otherwise specified and approved in mixture designs.

M. Hot-Weather Placement: Comply with ACI 301 and ACI 305.1 and as follows:

1. When concrete is expected to be placed at air temperatures of greater than 75 deg F, contractor shall review with Architect all special procedures that will be used including mix design modifications and methods of protection. This review shall occur prior to the expected extreme temperatures.

2. Provide sufficient protection material and equipment on the Project site in advance of the time when the mean daily temperatures are expected to rise above 75 degrees F.

3. When air temperature exceeds 75 deg F, take special precautions to prevent slump loss, rapid setting, and plastic shrinkage; including but not limited to:
a. Maintain concrete temperature below 95 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
b. Keep aggregate piles continuously moist by sprinkling with water. Temperature of Concrete:

The temperature of the concrete mix at the time it is being placed in the forms shall not exceed 95 degrees F per ACI 301. The method employed to provide this temperature shall in no way alter or endanger the design mix or the design strength required. c. Use set retarding admixture in accordance with previously accepted submittals. d. Convey, deposit, finish and commence curing of concrete as rapidly as practicable.

N. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

O. Minimize evaporation from concrete in place by providing shade and windbreaks. Maintain such protection in place for 14 days minimum.

3.07 FINISHING FORMED SURFACES
A. Rough-Formed Finish: Surfaces shall be reasonably true to line and plane with no specified requirements for selected facing materials. Tie holes and defects shall be patched and fins exceeding 1/4 inch in height shall be rubbed down with wooden blocks. Fins and other rough spots at surfaces to receive membrane waterproofing shall be completely removed and the surfaces rubbed smooth. Otherwise, remove fins and other projections exceeding a specified height agreed with Architect. Rough finish shall be used for the following areas:

1. Below grade and unexposed surfaces.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defects.

Remove fins and other projections that exceed specified limits on formed-surface irregularities.

C. Smooth Plywood Form Finish: Finish shall be true to line and plane. Tie holes and defects shall have been patched and ground with surface fins removed. Arrangement of plywood sheets shall be orderly, symmetrical, as large as practical and free of torn grain or worn edges. Surface concrete shall be treated with 1 part muriatic acid, in three parts water solution, followed immediately by a thorough rinsing with clear water. Surfaces which are glazed, have efflorescence, or traces of form oil, curing compounds or parting compounds shall be cleaned or treated to match other formed surfaces, except as otherwise indicated or specified.

1. Smooth Plywood Form Finish shall be used for the following areas:
a. All surfaces above grade unless otherwise specified. b. At Contractor's option, may also be used in lieu of rough form finish.

D. Smooth Plastic Liner Finish: Surface shall be smooth, concrete free of honeycombing, air pockets larger than 1/8 inch in diameter, and fins.

1. This finish shall be used only where indicated on the Drawings.

E. Rubbed Finish: Apply the following to smooth-formed finished as-cast concrete where indicated:

1. Smooth-Rubbed Finish: Not later than one day after form removal, moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture.

Do not apply cement grout other than that created by the rubbing process. 03 30 00

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2. Grout-Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of thick paint to coat surfaces and fill small holes. Mix one part portland cement to one and one-half parts fine sand with a 1:1 mixture of bonding admixture and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Scrub grout into voids and remove excess grout. When grout whitens, rub surface with clean burlap and keep surface damp by fog spray for at least 36 hours.

3. Cork-Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part portland cement and one part fine sand with a 1:1 mixture of bonding agent and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Compress grout into voids by grinding surface. In a swirling motion, finish surface with a cork float.

F. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated.

G. Sacked Surfaces: Exposed surfaces that are unacceptable in appearance to the Architect shall be sacked.

1. Prepare concrete surfaces in accordance with the referenced standards. Remove any form release materials by stoning by hand, power grinding or other method approved by the Architect.

2. Prepare concrete surfaces to receive sack finishing with a light sand blasting.

3. For best results, grout application and rubbing should be performed when areas to be treated are shaded and during cool, damp weather. When work is to be performed in hot and dry weather, a fog spray should be available for continuous use.

4. Prepare grout samples for matching of concrete surfaces for approval by the Architect. These shall be made in the following proportions of gray cement to white cement to sand: 1:1:2, 1:2:3, and 2:1:3, etc. until the correct matching color is obtained on the test areas. Sand should be fine enough to pass the Number 30 sieve. Mixes should be made to a good workable consistency in a clean container and the mix with the best color chosen, or modified if needed.

5. Provide sufficient qualities of sand and cement from the same source for the complete work at the job site.

6. Mixing Application:
a. Mixing of grout on the job should be timed for it to be used up within 1 to 1-1/2 hours. b. Let the grout stand 20 to 30 minutes after mixing, and then remixed before applying. c. Soak the concrete surface thoroughly with water at least 15 minutes before applying grout and again just before application so that the surface is adequately wet during the operation. d. Apply grout with plasterer's trowel or sponge rubber float in sweeping strokes from the bottom up. Brush or spray gun applications may be used when approved by the Architect. e. Work in freshly applied grout vigorously with a sponge rubber float, then let sit until some of its plasticity is gone but not until it loses its damp appearance. At this point it shall be rubbed with clean, dry burlap to remove the excess grout, leaving no visible film on the surface but filling all air holes.
f. Keep the surface wet for a day after grouting and sack rubbing are completed.

7. Alternate methods of application and materials shall be subject to the approval of the Architect.

H. Schedule of Concrete Finish Types shall be coordinated with the Architect and indicated on Drawings.

3.08 FINISHING FLOORS AND SLABS (FLATWORK)
A. Comply with ACI 302.1R recommendations for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Unless otherwise indicated or specified, flatwork shall have an integral monolithic finish.

C. Integral Monolithic Finish: Apply as soon as freshly poured concrete slabs will bear weight of workers. Pour slabs full thickness to finish floor elevations indicated. At proper time, tamp surface repeatedly with a wire mesh or grid tamper in a manner to force aggregate down below surface and to bring sufficient mortar to surface to provide for a smooth coating of cement mortar over entire surface. Allow surface mortar to partially set, then float with wooden floats and finish with one of following, as required.
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1. Broom Finish: Steel trowel surface to a smooth dense surface free of lines, tool marks, cat faces and other imperfections. After troweling, and before final set, give surface a broom finish, brushing in direction noted on Drawings, or as directed. Broom finish shall be used typically on exterior flatwork except as otherwise indicated or specified and shall be "medium" texture as approved by Architect.

2. Smooth Steel Trowel Finish: Apply 2 steel trowelings to obtain hard, smooth surface. All lips, irregularities, uneven levels, etc. shall be worked out before last troweling. All interior flatwork shall have a smooth steel trowel finish unless specified otherwise.

D. Slip-Resistive Finish: Before final floating, apply slip-resistive finish. Apply according to manufacturer's written instructions.

E. Dry-Shake Floor Hardener Finish: After initial floating, apply dry-shake floor hardener to surfaces according to manufacturer's written instructions.

3.09 FLOOR FLATNESS AND LEVELNESS TOLERANCES
A. For tolerances not indicated, refer to ACI 117.

B. Slabs on grade – Comply with FF Floor Flatness & FL Floor Levelness as specified by Architect or Structural Engineer, or at a minimum shall be sufficiently even to contact a 10' long straightedge with a tolerance of 1/8 inch.

C. Concrete over metal deck – Refer to Section 05 30 00 for minimum requirements.

D. Elevated slabs – Comply with Architectural or Structural Engineer requirements.

E. Comply with flatness and levelness tolerances per ASTM E 1155 for randomly trafficked floor surfaces. Measure FF Floor Flatness and FL Floor Levelness within 48 hours after slab installation; report both composite overall values and local values for each measured section.

F. Slabs supporting modular office partitions, adhered flooring systems, or compact storage shelving must also comply with the manufacturer’s tolerance requirements.

G. Slabs scheduled to receive wood flooring must also comply with tolerances required for installation of wood flooring.

H. Finished surfaces of exterior integral finished flatwork shall not vary more than 1/4 inch from a 10' long straightedge, except at grade changes.

I. Fill or grind completed slabs as necessary to achieve specified finish tolerances. Fill shall be with a self-leveling cementitious product capable of being tapered to a feathered edge.

1. Repair any slab section measuring below either the minimum local F-number or the minimum local L-number.

3.10 SHORES AND RESHORES
A. Comply with ACI 318 and ACI 301 for design, installation, and removal of shoring and reshoring.

1. Do not remove shoring or reshoring until measurement of slab tolerances is complete.

2. As a minimum, shoring shall remain in place for the following periods:
a. Walls and Columns: 2 days
B. In multistory construction, extend shoring or reshoring over a sufficient number of stories to distribute loads in such a manner that no floor or member will be excessively loaded or will induce tensile stress in concrete members without sufficient steel reinforcement.

C. Plan sequence of removal of shores and reshore to avoid damage to concrete. Locate and provide adequate reshoring to support construction without excessive stress or deflection.

3.11 CONCRETE SURFACE REPAIRS
A. Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval. Repair and replacement work will be done at Contractor’s expense.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for handling and placing.

C. Slabs on Grade: After entire slab is finished, shrinkage cracks that may appear shall be patched as follows:

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2. Where slab is exposed and appearance is important, unsightly cracks shall be repaired in a manner satisfactory in appearance to Architect. If this cannot be accomplished, concrete shall be considered defective.

D. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch in any dimension in solid concrete, but not less than 1 inch in depth. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.

2. Honeycombed areas shall be removed down to sound concrete, coated with a bonding grout or approved compound and patched using a low shrinkage high bond mortar. Patched areas shall be cured by being kept damp for at least 5 days.

3. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface.

4. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Architect.

E. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.

1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions.

2. After concrete has cured at least 14 days, correct high areas by grinding.

3. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete.

4. Correct other low areas scheduled to receive floor coverings with a repair underlayment.

Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations.

5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface.

6. Repair defective areas, except random cracks and single holes 1 inch or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mixture as original concrete except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

7. Repair random cracks and single holes 1 inch or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles.

Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete.

Keep patched area continuously moist for at least 72 hours.

F. Perform structural repairs of concrete, subject to Architect's approval, using epoxy adhesive and patching mortar.

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3.12 CURING AND PROTECTION
A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

Comply with ACI 306.1 for cold-weather protection and ACI 305.1 for hot-weather protection during curing. Concrete shall be maintained at not less than 50 degrees F nor more than 100 degrees F for a period of 72 hours after being deposited.

B. Protection: Contractor shall be responsible for protection of finished concrete against injury by rain, cold, vibration, animal tracks, marking by visitors, vandalism, etc.

C. Provide additional curing agents or compounds, not necessarily listed herein, but as recommended and or required for use with shake type hardeners or other special coatings and coverings by their manufacturers for a complete and proper installation.

D. Where supplementary cementitious materials are used, extra precautions shall be taken to prevent premature drying.

E. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

F. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for the remainder of the curing period.

Forms heated by sun shall be kept moist during curing period.

G. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.

H. Cure concrete according to ACI 308.1, by one or a combination of the following methods:

1. Moisture Curing: Keep surfaces continuously moist for not less than seven (7) days with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven (7) days.

Immediately repair any holes or tears during curing period using cover material and waterproof tape.
a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive floor coverings.
b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments.
c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining cover or a curing compound that the manufacturer certifies will not interfere with bonding of floor covering used on Project.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.
a. After curing period has elapsed, remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacturer unless manufacturer certifies curing compound will not interfere with bonding of floor covering used on Project.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

5. Interior slabs to receive adhesive-applied or resilient flooring: Cure only with moisture retaining cover. Do not cure with curing compound.
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6. Interior slabs to receive thin set of tile: Cure only with moisture retaining cover. Do not cure with curing compound.

I. Flatwork: Flatwork to be exposed, stained, or painted shall have curing process submitted and approved by the architect prior to construction.

1. Initial Curing Process:
a. Mist Spraying: As soon as troweling of concrete surfaces is completed, exposed concrete shall be sprayed continuously with a special atomizer spray nozzle, capable of producing a fine mist. Spraying shall be done without any dripping of water from nozzle. Amount of spraying shall be such as to maintain surface of concrete moist without any water accumulating on surface. Maintain spraying for a minimum of 12 hours, or until such time as hereinafter described curing process is applied. Mist spraying will not normally be required when the ambient air temperature is below 90 degrees F.

2. Final Curing Process:
a. Water Curing: Concrete shall be kept wet by mechanical sprinklers or by any other approved method which will keep surfaces continuously wet.
b. Saturated Burlap Curing: Finished surfaces shall be covered with a minimum of two layers of heavy burlap which shall be kept saturated during the curing period. c. Curing Compounds: Membrane curing compounds of chlorinated rubber or resin type conforming to ASTM C309 may be used only if specifically approved by Architect. Use of membrane curing compound will not be permitted on surfaces to be painted, or to receive ceramic tile, membrane water-proofing or hardeners and sealers. Membrane curing compound may be used in areas to receive resilient floor tile, provided it is wax-free, compatible with adhesive used and approved by adhesive manufacturer. Agitate curing compounds thoroughly by mechanical means continuously during use and spray or brush uniformly in accordance with manufacturer's recommendations. Apply immediately following final finishing operation. All curing compounds shall conform to State of California Air Resources Board VOC Regulations.
d. Waterproof paper conforming to ASTM C 171, or opaque polyethylene film, may be used.

Concrete shall be covered immediately following final finishing operation. Anchor paper or film securely and seal all edges in such a manner as to prevent moisture escaping from concrete.

J. Refer to Drawings for areas of concrete slab not to receive curing compounds or hardening compounds. Where concrete floors are to receive heavy duty coatings, waterproof coatings and the like, verify with coating installer the type of finish required for specified coating.

3.13 SURFACE HARDENER AND SEALER
A. Seal all interior exposed flatwork with clear sealer, except surfaces receiving ceramic tile, quarry tile, poured flooring or other special finishes specified, or as scheduled on the Drawings.

1. Apply sealer in 2 or 3 coats, in accordance with manufacturer's directions, using the maximum quantity recommended.
a. Concrete floors must be thoroughly cured for a minimum of 30 days and completely dry before treatment.
b. Surfaces to be treated must be clean, free of membrane curing compounds, dust, oil, grease and other foreign matter.
c. Upon completion, concrete surfaces shall be clean and without discoloration or traces of excess hardener left on the surface.

B. Apply sprayable hardener/sealer at locations as scheduled or as indicated on the Drawings. Apply in accordance with the manufacturer's favorably reviewed application instructions and recommendations.

3.14 GROUTING
A. Prepare and place grout materials at locations as indicated on the Drawings in accordance with the manufacturer's recommendations and installation instructions.

B. Pack grout materials solidly between bearing surfaces and bases or plates as indicated and to ensure no voids.
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3.15 DEFECTIVE CONCRETE
A. Defective concrete shall mean any of the following:

1. Concrete not meeting 100 percent of the specified 28 day compressive strength.

2. Concrete exhibiting rock pockets, voids, spalls, streaks, cracks, honeycombing, that has any sawdust, wood, or debris embedded in it, or is otherwise defective, and in the Architect's judgment these defects impair the proper strength or appearance of the work

3. Exposed reinforcing to extent that strength, durability, or appearance is adversely affected.

4. Concrete significantly out of place, line, or level.

5. Concrete not containing the required embedded items.

6. Any concrete work not in accordance with the Specification and Drawings.

B. Upon determination that concrete strength is defective:

1. Should cylinder tests fall below minimum strength specified, concrete mix for remainder of work shall be adjusted to produce required strength. Core samples shall be taken and tested from cast-in-place concrete where cylinders and samples indicate inferior concrete with less than minimum specified strength.
a. Cores of hardened concrete shall be taken and tested in accordance with ASTM C 42 and C

39. Number and location of such cores shall be subject to the approval of Architect. b. Cost of core sampling and testing will be paid for by the Contractor. c. “85 percent” reduction in ACI 318 Section 26.12.4 will not justify low cylinder tests.

C. Upon determining that concrete surface is defective, Contractor may restore concrete to acceptable condition by cutting, chipping, pointing, patching, grinding, if this can be done without significantly altering strength of structure. Permission to patch defective areas will not be considered a waiver of the right to require removal if patching does not, in the opinion of the Architect, satisfactorily restore quality and appearance.

D. If core tests indicate that concrete is below the strength specified, or if patching does not restore concrete to specified quality and appearance, the concrete shall be deemed defective, and shall be removed and replaced without additional cost to the Owner.

E. No repair work shall begin until procedure has been reviewed by the Architect and Structural Engineer.

3.16 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage a special inspector and qualified testing and inspecting agency to perform field tests and inspections and prepare test reports.

B. Inspections:

1. Steel reinforcement placement.

2. Steel reinforcement welding.

3. Headed bolts and studs.

4. Post-installed concrete anchors, per ICC-ES or IAPMO recommendations.

5. Verification of use of required design mixture.

6. Concrete placement, including conveying and depositing.

7. Curing procedures and maintenance of curing temperature.

8. Verification of concrete strength before removal of shores and forms from beams and slabs.

C. Concrete Tests: Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings and as required by this section.

1. A testing program is required prior to start of construction. Testing program to be done in Compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

2. The following tests shall be made by a recognized testing laboratory selected by the Owner and approved by the governing agency. All tests shall be in accordance with the previously mentioned standards and ACI 318 Section 26.12. A complete record of all tests and inspections shall be kept per CBC Section 1903.1.
a. Compressive Strength: Make and cure in accordance with ASTM C31. Test in accordance with ASTM C39 and ACI 318 Section 26.12.
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1) A record shall be made of time and of locations of concrete from which samples were taken.
2) Four identical cylinders shall be taken from each pour of 150 cubic yards or 5000 square feet or part thereof, being placed each day per ACI 318 Section 26.12.2. One cylinder shall be tested at age 7 days, and two at age 28 days unless otherwise specified.

Preserve remaining cylinder for future use.
b. Drying Shrinkage: (applies to lightweight concrete only unless noted otherwise). 1) A record shall be made of time cylinders and of locations of concrete from which samples were taken.
2) Three identical 4" x 4" x 11" specimens shall be made from same concrete as used in structure. Percent of shrinkage shall be reported at 21 days after 7 day moist curing period. Average results of 3 specimens shall be used as the accepted value. The value for laboratory cast specimens shall not exceed .075%. If field test specimens are used in lieu of laboratory specimens, a tolerance of +33% may be used. 3) Test specimens in accordance with ASTM C157.
c. Concrete consistency (slump) shall be tested in accordance with ASTM C143. Perform one slump test for each set of test cylinders taken.

3. Provide full time inspection per CBC Section 1704.3 during the taking of test specimens and during the placing of all concrete and embedded steel.

D. Reinforcing Steel

1. Notify the testing agency and the Architect at least 48 hours before concrete is to be poured or reinforcing is covered up.

2. Before any concrete is poured on any particular portion of the building, the reinforcing steel and form dimensions will be inspected by the Testing Agency. Any errors or discrepancies shall be corrected before concrete is placed.

3. A testing program is required prior to start of construction. Testing program to be done in compliance with the CBC requirements and in collaboration with Testing Laboratory, Design team, contractor, owner and submitted for review by the agency in charge of building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

4. All reinforcing steel whose properties are not identifiable by mill test reports shall be tested in accordance with ASTM A615. One Series of tests for each missing report shall be made and costs shall be borne by the Contractor.

5. When tests are indicated for reinforcing steel on the structural drawings, the reinforcing steel used shall be tested in accordance with ASTM A615. One tensile and one bend test for each 2- 1/2 tons of steel or fraction thereof, shall be made.

6. In addition to other required inspections, the following are subject to Special Inspection as per the CBC:
a. Placement of Reinforcing Steel
b. Welding of Reinforcing Steel

7. A special inspector from the Testing Agency shall be present during all field bending of reinforcement.

8. Installation of deformed bar anchors to be tested in accordance with Section 7.1 of AWS D1.1.

9. Welding of Reinforcement: There shall be continuous inspection during all welding of reinforcement. All butt welds to be inspected using radiographic testing. At the Owners option recognized non-destructive tests such as resistance, Magnetic Particle Examination, and Liquid Penetrant Inspection may be used to inspect the welds. Inspect shop and field welding in accordance with AWS D1.4, including checking materials, equipment, procedure and welder qualification as well as the welds. Inspector will use non-destructive testing or any other aid to visual inspection that he deem necessary to assure the adequacy of the weld.

10. Comply with ICC-ES or IAPMO approvals with respect to special inspection required during installation.

11. Testing and inspection of mechanical splices and reinforcing couplers to conform to manufacturer's recommendations and ICC-ES or IAPMO approval.

E. Survey and Adjustment: Continuously observe formwork operations, record such observations on a daily basis, and submit reports of the results. Instrument check forms before and during concrete 03 30 00

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placement to assure no movement has taken place. Make appropriate corrections to reposition displaced forms.

1. Measure floor and slab flatness and levelness as specified in “Floor Flatness and Levelness Tolerances” Section.

2. Certify, by written report submitted on a weekly basis, for each level and story that the elevations, finish lines and building lines of the hardened concrete are within tolerances, as substantiated by transit survey; also that all embeds and inserts have been installed within tolerance.

F. Slab Testing: Cooperate with manufacturer of specified moisture vapor reducing admixture (MVRA) to allow access for sampling and testing concrete for compliance with warranty requirements.

G. Permeability Test: Test concrete with waterproofing admixture according to COE CRD-C 48.

3.17 ADJUSTING AND CLEANING
A. Remove all debris, excess materials, tools and equipment resulting from or used in this operation at completion of this work.

B. Surfaces to be painted shall be smooth and free of substances such as dirt, wax, excessive laitance, grease or materials that would prevent proper bonding of finishes.

1. Removal of foregoing contaminants, and complete removal of parting and curing compounds affecting proper paint bond, shall be responsibility of this Section of Work. Sandblast cleaning shall not be employed without specific approval of Structural Engineer.

END OF SECTION
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 1
SECTION 03 35 43 – POLISHED AND DYED CONCRETE
PART 1 - GENERAL

1.1 PRINCIPAL WORK IN THIS SECTION
A. The requirements of the Owner’s General and Supplementary Conditions, and Division 0 and Division 1 general requirements apply to the work of this Section.

B. Coordinate the work of this Section with related trades.

C. Verify applicable dimensions, clearances and heights at the jobsite.

D. Furnish materials and perform labor required to execute this work as indicated on the drawings, as specified herein and as necessary to complete the work required by project conditions, including but not limited to:

1. Grinding and polishing of interior concrete slabs/floors to aggregate exposure as herein specified

2. Joint filler

3. Joint edge spall repair

4. Crack repair

5. Surface defect repair including pop-outs, chips, spalls and pitting

6. Apply sealer and hardener, and polishing to specified sheen level and aggregate exposure

1.2 REFERENCE STANDARDS
A. 2022 California Code of Regulations (CCR), Title 24, California Building Standards Commission (CBSC) www.bsc.ca.gov current edition at time of permit issuance.

B. Title 24, California Code of Regulations, California Building Standards Commission C. ATBCB ADAAG - Americans with Disabilities Act Accessibility Guidelines, current version.

D. CBC Energy Code, California Code of Regulations, Title 24, Part 6, California Building Standards Commission
E. Title 24, Chapter 11 – California Green Building Standards Code

1. Non-residential new construction
a. All occupancy types
F. American Concrete Institute (ACI), www.aci-int.org

1. ACI302.1R Guide for Concrete Floor and Slab Construction.

G. American Society For Testing and Materials (ASTM), www.astm.org

1. Refer to Section 03 30 00 – Cast in Place Concrete for additional ASTM reference standards

2. ASTM C309 - Liquid Membrane-Forming Compounds for Curing Concrete

3. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 2

4. ASTM C1028 - Standard Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer PullMeter Method H. Definitions:

1. Floor Slab Joints: Joints deliberately created in regular, grid pattern intervals during construction.
a. Construction Joints and Closure Strip Joints: Formed joints between adjacent slab panels, where panels are separate concrete pours.
b. Shrinkage Joints (also called control or contraction joints): Saw-cuts installed after slab troweling to control slab breaks caused by concrete shrinkage, and keep cracks in straight lines under the saw-cuts.

2. Cracks in Floor Slab: Random, uncontrolled breaks in the floor slab. a. Shrinkage Cracks: Cracks that are the result of overall concrete shrinking beyond the capacity of the construction joints to contain.
b. Slab Curl Cracks: Caused by concrete shrinking faster at the slab top than the bottom, with resulting curl at pour edges, breaking may be from wheeled vehicle impact.

3. Slab Spalls: Locations where slab surface has delaminated, chipped or broken off, exposing aggregate in the mix.

1.3 PERFORMANCE, TESTING AND INSPECTION
A. General:

1. Comply with manufacturer’s standards.

2. Comply with Building Code.

3. Testing shall be done as herein specified and as listed in drawings.

B. Standards:

Item Name of Test Performance Testing Std.

Concrete
substrate
Floor levelness • Refer to Section 03 30 00 – Cast in Place Concrete
• Concrete must have an average Floor Flatness
rating of at least 50, with a minimum of 35.
• Concrete must have an average Floor
Levelness rating of at least 50, with a minimum
of 35.

Polishing system
mfgr.

Polished
floor
assembly
• Concrete must be cured a minimum of 28 days
or as directed by the manufacturer before
application of polishing can begin.
• Application of polishing shall take place 10
days prior to installation of equipment and
substantial completion, thus providing a
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 3
complete, uninhibited concrete slab for
application.
• Finish concrete area shall be closed to traffic
during finish floor application and after
application for the time as recommended by
the manufacturer.

Slip Resistance
Coefficient of
Friction: Level

0.6 min level to 5% ASTM C 1028
Slip Resistance
Coefficient of
Friction: sloped

0.8 min > than 5% ASTM C 1028
Aggregate
exposure
• Light Grind
▪ Grind into concrete “cream” only to remove
+/- 1/32nd inch.
• Medium Grind – Some Sand Exposed
▪ Grind into the concrete to remove +/-
1/16th to 1/8th inch
▪ Exposed some small aggregate
• Heavy Grind – Some Aggregate Exposed
▪ Grind into the concrete to remove +/- 1/8th
to 1/4th inch
▪ Exposes some large aggregate in
compliance with approved mockup
Grinding Mfgr.

Type Planetary type
(Terrazzo type grinders not allowed)
Mfgr.

Sheen/shine • Class I Low Reflectivity x Grit 400
• Class 2 Medium Reflectivity x Grit 800
• Class 3 High Reflectivity x Grit 1500
Polished Mfgr
floor
Sheen/
shine Edges • Match floor N/A
Dyed
finish
Type Solvent Based Provided by same
mfgr. grinding and
polishing floor
Refer to drawings and as herein specified
C. Sustainability:

1. Refer to Division 1 sustainability requirements.

2. Refer to product criteria identified herein.

D. Construction Testing:

Item Name of Test Performance Results Testing Std.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 4
Polished
concrete
Slip Resistance Coefficient of Friction 0.6 min
(from dead level to 5%)
ASTM C 1028
Polished
concrete
Slip Resistance Coefficient of Friction 0.8 min
(greater than 5%)
ASTM C 1028
Water Vapor Emissions per mfgr’s recommendations and acceptance of existing substrate E. Construction Testing / Inspection by others:

Item Name of Test Performance Results By Whom
Polishing of concrete Installation compliance Comply with written instructions Polishing mfgr. representative
Sheen/shine Compliance of Mockup Meet visual inspection Architect

1.4 SUBMITTALS AND MOCK-UPS
A. Refer to Division 1 for substitution, deviation and/or submittal procedures.

B. Submit O&M (Operation and Maintenance) manuals in accordance with Division 1 requirements and as herein specified.

C. Refer to Division 1 for sustainability requirements.

D. Submit Manufacturer’s product data.

1. Concrete finish manufacturers’ product data sheets, specifications, MSDS, and test data sheets.
a. Include data for all products to be used to achieve polished concrete system as herein described.
b. Include descriptive data, curing time, and application requirements

2. Concrete finish manufacturers’ recommended installation procedures, which when approved by the Architect will become the basis for accepting or rejecting actual installation procedures used on the work.

E. Submit Shop Drawings

1. Coordinate joint layout pattern with Slab Joints per Section 03 30 00 – Cast in Place Concrete.

One Joint layout submittal covering the joint requirements herein, shown on the architectural and structural drawings will be acceptable.

F. Submit samples.

1. Three (3) of each color and finish specified.

G. Mock-Up Field Sample:

1. Erect at location approved by Architect.

2. Building slab mock up:
a. One mock-up shall be provided for each color and sheen level combination specified. 1) Size: 8’-0” x 8’-0”
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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POLISHED AND DYED CONCRETE 03 35 43 - 5
b. Polished Concrete slab/floor mock-up may not be part of final construction. 1) Concrete slab mock-up shall be constructed from same concrete pour(s) as building slab, and be cured, protected and prepared to receive Polished Concrete Finish in exact manner of building slab.
2) Mock-up shall comprise of all components and finishes as specified and indicated in Drawings and shall include expansion and construction joints, saw cuts, edges at walls, hardeners, sealers, joint fill, sealants, chamfers, etc. and finish as specified and detailed. 3) Concrete Slab Mock-Up shall be removed upon completion and acceptance of final building slab with Polished Concrete Finish installation. 4) Notify Architect seven days in advance of dates and times when mock-ups will be constructed.
5) Maintain mock-ups during construction in an undisturbed condition as a standard for judging the completed work.

3. Architect will review and accept mock-up, when it is determined that it represents the design intent before construction begins.
a. Obtain from the Architect approval of mock-ups before starting construction. b. If the Architect determines that mock-ups do not meet requirements, demolish and remove them from the site and cast new mock-ups until mock-ups are approved. c. After completion of the contract, demolish and remove mock-up.

H. Certification:

1. Provide certified test reports, prepared by an independent testing laboratory, confirming compliance with specified performance criteria.

2. Provide a letter of acknowledgement from both the equipment and chemical manufacturer stating that the installer is a trained applicator and is familiar with proper procedures and installation requirements recommended by the manufacturer.

1.5 QUALITY ASSURANCE
A. Refer to Division 1 for quality control requirements.

B. Contractor / Installer / Fabricator shall have been in business for ten (10) years providing / installing / finishing projects of similar size and complexity.

1. Use a certified installer and adequate number of skilled workmen who are thoroughly trained and experienced in the necessary craft.

2. The special concrete finish manufacturer shall certify applicator. a. Contact manufacturer for list of Certified Applicators.

C. Manufacturer shall have been in business for ten (10) years providing / installing / finishing similar size projects and complexity.

1. Provide letter of certification from concrete finish manufacturer stating that installer is certified applicator of special concrete finishes, and is familiar with proper procedures and installation requirements required by the manufacturer.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 6
D. Stipulations:

1. Concrete Design:
a. Coordinate with Concrete Mix Designs specified in Section 03 30 00 – Cast-In-Place Concrete.
b. Aggregate selected must be tested to ensure it will accept polish. c. Calcium chloride accelerators should not be utilized if acid stains are to be applied to the concrete floor.

2. Concrete shall be cleaned and all bond breaker material shall be removed.

3. Floor slab shall be placed and prepared as herein specified.

4. Installer/finisher shall be trained by system manufacturer and certified by same.

E. Pre-Installation Conference: A pre-installation conference shall be held prior to commencement of field operations to establish procedures to maintain optimum working conditions and to coordinate this work with related and adjacent work.

1. Agenda for meeting shall include, but not be limited to; a. Curing of concrete
b. Manufacturer’s recommendations
1) Protection of Concrete prior to finishing
2) Polishing of Concrete
3) Protection of Concrete after finishing (prior to substantial completion) 4) Mock-Ups

2. General Contractor shall request meeting 5 days in advance of construction. Recommended attendees shall include General Contractor, Testing Agency, Ready-Mix Concrete manufacturer, Cast in Place concrete subcontractor, Concrete Finish (concrete polishing) Subcontractor.

F. Manufacturer’s Representative: Make arrangements necessary to have a trained employee of the manufacturer on-site periodically during installation work to review installation procedures.

1. Manufacturer’s representative shall review and provide in writing a letter stating that polishing was done properly.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Refer to Division 1 for product delivery, storage and handling requirements.

B. Deliver materials in original containers, with seals unbroken, bearing manufacturer labels indicating brand name and directions for storage.

C. Store in compliance with Manufacturer instructions.

1.7 JOB CONDITIONS
A. Field-verify that all components, substrates, etc. by others are installed correctly to proceed with installation/application of products as herein specified.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 7
B. Environmental Limitations:

1. Comply with manufacturer’s written instructions for substrate temperature and moisture content, ambient temperature and humidity, ventilation and other conditions affecting topping performance and as herein specified.

C. Close areas to traffic during floor application and after application, for time period recommended in writing by manufacturer.

D. Removal of contamination of the slab by soil, foot prints, drag marks, welding marks, hydraulic fluids, or any other outside contaminant shall be performed under this specification.

1. Refer to Section 03 00 51 – Concrete Cleaning.

1.8 PROTECTION
A. Protect finish surfaces at all times from surfaces and material adjacent to them.

B. Finish work defaced with other materials on surface shall be replaced.

C. Protect work under this section from damage by other trades.

1. All hydraulic powered equipment must be diapered to avoid staining of the concrete.

2. No trade will park vehicles on the inside slab. If necessary to complete their scope of work, drop cloths will be placed under vehicles at all times.

3. No pipe cutting machine will be used on the inside floor slab.

4. Steel will not be placed on interior slab to avoid rust staining.

5. All equipment must be equipped with non-marking tires.

1.9 GUARANTEE / WARRANTY
A. Refer to Division 1 for closeout submittal procedures.

B. Furnish initial one (1) year written warranty signed by manufacturer and installer agreeing to repair and/or replace work which has failed as a result of defects in materials or workmanship.

1. Upon notification of Owner within the warranty period, such defects shall be repaired and replaced at no cost to the Owner.

1.10 RELATED WORK/SECTIONS
A. The following is related work including, but not limited to the following;

1. Concrete floor mix design

2. Concrete floor curing

3. Floor recessed items

4. Floor joints
B. Related Sections include, but are not limited to the following:

1. Division 1

2. Section 03 30 00 – Cast in Place Concrete

3. Section 07 92 00 – Sealants and Caulking
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
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1.11 OPERATION AND MAINTENANCE DATA
A. Submit as part of project closeout:

1. Complete instructions regarding maintenance of polished concrete surface.

2. Refer to Division 1 for closeout submittal procedures.

1.12 SEQUENCING AND SCHEDULING
A. Schedule work and sequence with General Contractor.

B. Schedule required testing, prior to the installation of materials, components, etc.

PART 2 - PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS
A. Single source responsibility, specified items shall be from one manufacturer for each product and equipment type.

B. Acceptable manufacturers shall be one of the following and as herein listed and in Drawings and all components shall be supplied from single source:

1. Concrete Dye System
a. L.M. Scofield, www.scofield.com
b. RetroPlate System, www.retroplatesystem.com
c. Ameripolish

2. Concrete Stain System
a. L.M. Scofield, www.scofield.com
b. Prosoco, www.prosoco.com
C. Reviewed Equivalent by Architect.

1. Substitutions and deviations shall require Architect’s approval and shall be given in letterform.

2. Refer to Division 1 for substitution, deviation and/or submittal procedures.

3. Proposed alternate products must be equal in terms of chemical composition, color, finish, configuration, performance standards, etc.

D. All products and materials indicated shall be installed according to current listed specification requirements and manufacturers specifications/recommendations.

E. Refer to drawings, details, and other related specification section whether listed or not.

F. Details shall set basic requirements for size and configuration of systems.

2.2 GENERAL SYSTEM DESCRIPTION
A. Step 1: Place Concrete Slab / Floor Deck:

B. Step 2: Grind Concrete
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
POLISHED AND DYED CONCRETE 03 35 43 - 9
C. Step 4: Hone and Polishing Concrete

2.3 MATERIALS
A. Concrete Slab/Floor:

1. Refer to Section 03 30 00 – Cast in Place Concrete
a. Concrete Slab

2. Joint Filler/Saw Cut Filler
a. Product as recommended by Concrete polishing manufacturer and subcontractor

3. Crack & Spall Repair:
a. Product as recommended by Concrete polishing manufacturer and subcontractor B. Floor Protection:

1. Manufacturer: L.M. Scofield Company

2. Product:
a. Floor Protection Material: Proguard Duracover
b. Seaming Tape: Proguard Heavy Duty Seaming Tape
1) Do not apply the heavy duty seaming tape to bare or finished floors or wall surfaces at any time. It will permanently damage the floor.

3. Install products per manufacturer’s published installation procedures.

C. Polished Concrete System:

1. Manufacturer: L.M. Scofield Company, www.scofield.com

2. Products:
a. Lithium Densifier: Formula One Lithium Densifier
1) High performing hardening and dust proofing compound. 2) Chemically reactive
3) Permanent bond to concrete
4) Formulated to be used in conjunction with integrally colored and uncolored concrete. b. Final Finish: Formula One Guard-W
1) Water-borne acrylic penetrating material
2) Protects of polished concrete from normal staining
3) Enhances Gloss
D. Concrete Grind/Polishing:

1. Planetary grinding equipment must be capable of providing a multiple step process starting with course metal bond diamonds and ending with fine resin bond diamonds.

2.4 OTHER MATERIALS
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A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the General Contractor subject to the approval of the Architect.

B. Polishing Equipment

1. Floor grinding machines, dust extraction system, grinding heads, grinding pads for edges, hand grinders, etc. as required and approved by installation manufacturer.

PART 3 - EXECUTION

3.1 INSPECTION / EXAMINATION
A. Verification of Conditions:

1. Installer and General Contractor shall examine areas and conditions under which work is to be performed.

2. Identify conditions detrimental to proper or timely completion of work and coordinate with General Contractor to rectify.
a. Verify that base slab meet finish and surface profile requirements in Division 3 Section “Cast-In-Place Concrete,” and Project Conditions above. b. Do not proceed until unsatisfactory conditions are corrected.

3. Visually examine the floor joints and cracks in the slab observing the following:
a. Where semi-rigid joint filler is most appropriate material. b. Where spall and crack repair mortar is most appropriate. c. Notify the Architect where other defective areas are observed and not indicated for repair work, but where repair is appropriate.

B. Surface:

1. Examine and verify that receiving conditions of substrate have no defects or errors, which would result in poor or potentially defective application or cause latent defects in workmanship.

3.2 PROTECTION
A. The General Contractor is responsible for using Temporary Floor Protection throughout project construction to safeguard the surface quality of concrete slabs to receive polished finish before and after the application of these decorative finishes. The concrete slab must be treated as a finished floor at all times during construction.

1. Temporary Floor Protection will be removed only while finish work to the concrete is being performed and will be replaced after the final finish has cured sufficiently.

B. All concrete floors that will not be covered by other materials

3.3 COORDINATION

1. Refer to Division 1 for project coordination requirements.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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2. General Contractor shall coordinate work as herein specified, in accordance with drawings and as required to complete scope of work with all related trades.

3.4 PREPARATION
A. Prepare work, substrates, etc. in accordance with manufacturer’s recommendations.

B. Installer shall examine and approve concrete substrate for conditions affecting performance of finish.

1. General Contractor shall correct conditions that are found to be out of compliance with the requirements of this section.

2. Repairs are not acceptable unless specifically approved on a case-by-case basis by the Architect.

C. Verify that base slab meets finish and “floor levelness” surface profile requirements and correct.

D. Provide floor clean of materials and debris.

E. Protect adjacent surfaces as required to prevent damage by the concrete polishing procedure.

F. Setup grinding machine, dust extraction system, tooling, and generator.

G. Ensure floor is cured to accept polishing application.

3.5 INSTALLATION
A. General:

1. Perform work in accordance with manufacturer’s recommendations, as herein specified and in accordance with drawings.

2. Sequence:
a. Place Concrete Slab
1) Refer to Section 03 30 00 – Cast in Place Concrete
b. Grind to desired depth:
1) Grind concrete floor with metal bond diamonds removing construction debris until the specified Grade is obtained. The first cut must be performed with a metal bond diamond.
a) Medium Grind @ Grade Level Floors
c. Joint & crack repair
1) General:
a) Install in accordance with manufacturer’s recommendations. b) Fill construction joints and cracks with filler products as specified in accordance with manufacturer’s instructions colored to match (or contrast) with concrete color as specified by Architect.
2) Shrinkage and construction joint repairs
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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a) Joints where overall width of joint and edge spall is 1/2” or less. i. Where narrow joint conditions exist with little to no edge spalling, clean both joint sidewalls to full original depth utilizing a diamond blade equipped dust free saw.
ii. Where minor edge raveling or spalling exists, prepare joint by making 3/4” minimum depth (1 3/4” preferred) vertical saw cuts at spall edges, then remove material to provide a channel to accept repair material. iii. Where necessary, clean dry silica sand can be placed at the bottom of the joint (1/4” maximum layer) to seal off any opening and prevent excessive filler seepage or run through.
iv. Following Manufacturer’s mixing and installation instructions fill the joint and monitor top to assure fill remains crowned.
v. After product has cured, cut smooth and flush with the finish floor surface or may be polished smooth with the floor using the specified polishing process. b) Joints where overall width of joint and edge spall is more than 1/2” i. Prepare joint by making straight, vertical saw cuts at spall edges, then remove delaminated material and deteriorated concrete surface material. ii. Where necessary, clean dry silica sand can be placed at the bottom of the joint (1/4” maximum layer) to seal off any opening and prevent excessive filler seepage or run through.
iii. Blend repair mortar per manufacturer’s requirements. Fill area with the repair mortar. Trowel top of repair mortar to be flush with concrete surfaces on both sides.
iv. After repair mortar has cured, use a flexible grinding wheel to grind top and edges to be flush and smooth with concrete floor on both sides. v. If spalled repair area is over a control joint create a relief cut through the center of the repair mortar by re-cutting the joint. The relief cut should extend down through the structural mortar repair following the original saw cut in the slab. vi. Re-fill the relief cut with control joint sealer in accordance with Manufacturer’s installation instructions.
vii. After product has cured, cut smooth and flush with the finish floor surface or may be polished smooth with the floor using the specified polishing process. 3) Slab and Crack repair:
a) Random cracks not subject to movement, which are specifically identified to be repaired:
i. Utilizing dust-free cleanout and crack chasing saws cut along the crack to a depth of approximately 3/4” (1/2” minimum) creating a straight, clean vertical edge. Ensure that this defining cut has removed all previously adhered fillers, and any loose or weak concrete from the crack edge.
ii. Follow manufacturer’s mixing and installation instructions and fill the crack with repair material.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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POLISHED AND DYED CONCRETE 03 35 43 - 13
iii. After repair material has cured, polish smooth with the floor using the specified polishing process.
4) Surface defect repair, including pop-outs, chips, spalls, and pitting:
a) Clean defect section with angle grinder equipped with wheel to remove all dirt/laitance. Wheel should be run over defects in multiple directions to insure proper cleaning.
b) Vacuum prepared pitting sections.
c) Dispense low viscosity Crack or Spall Repair material generously in and around pitted areas. Sand Filler, Grit size from 12 to 60, may be added to mixed components and then placed into area to be repaired. See Manufacturer’s comprehensive installation guidelines for more information regarding use. d) Immediately trowel repair material flush with slab surface. If material sticks to the trowel clean with denatured alcohol.
e) After repair material is fully cured, surface may be ground smooth or polished using the specified polishing process.
d. Hone and Polish Concrete
1) Finish Honing and Polishing the floor to the desired Class. 2) Class I Low Reflectivity x Grit 400
3) After the polishing process has been completed, apply protection guard material according to the products current technical bulletin. Allow to cure for 2-4 hours. 4) Using a high-speed burnishing machine and diamond impregnated pads, burnish the surface to the desired gloss level.
a) The exact number of grinding and polishing steps required will be determined by the flatness achieved by the concrete finisher, along with the desired look that is specified.
5) Finish to within 1/2” of vertical surfaces where practical. 6) Achieve waterproofing, hardening, dust-proofing, and abrasion resistance of the surface without changing the natural appearance of the concrete, except for the sheen.

3.6 FIELD QUALITY CONTROL
A. Product manufacturer shall provide field service support as requested by the Installer/Applicator

1. General Contractor and the product manufacturer shall make periodic on-site inspections to ensure that the materials are being installed in strict accordance with manufacturer’s specifications.

2. The Applicator shall be responsible for the proper application of the materials.

B. The Applicator shall certify in writing the quality of work performed relative to the substrate system, details, installation procedures and workmanship is in accordance with project specifications and manufacturer's instructions.

3.7 PROTECTION AND CLEAN UP
A. Refer to Division 1 for protection and cleaning requirements.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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B. Subcontractor will keep the work areas in a clean and safe condition so his rubbish, waste, and debris do not interfere with the work of others.

C. Protect work and materials of this Section prior to and during installation, and protect the installed work and materials of other trades.

1. Clean adjacent surfaces free of caulking or sealant with mechanical action or solvent as necessary, avoiding damage to other materials.

2. Remove spatter from adjoining surfaces, as necessary.

D. Perform work in accordance with manufacturer’s recommendations, as herein specified and in accordance with drawings.

E. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no cost to the Owner.

F. After completion of work in this section, remove all erection equipment and implements of service, and debris.

1. Leave entire area in a neat, clean, acceptable condition.

G. General Contractor shall protect polished floor until project is turned over to Owner.

H. Provide Guarantee/Warranties and Bonds as required in this specification section and as listed in Division 1 closeout submittal procedures.

I. Provide record drawings in accordance with Division 1 closeout submittal procedures.

J. Close out, on-site inspection will be at the discretion of the Architect after he receives the General Contractor’s NOTICE of “Certificate of Substantial Completion”.

END OF SECTION 03 35 43
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PART 1 - GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Grout for masonry.

1.03 RELATED REQUIREMENTS
A. Section 04 05 13 – Masonry Mortaring.

B. Section 04 22 00 – Concrete Unit Masonry

1.04 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ASTM C5 - Standard Specification for Quicklime for Structural Purposes.

2. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

3. ASTM C150 - Standard Specification for Portland Cement.

4. ASTM C404 - Standard Specification for Aggregates for Masonry Grout.

5. ASTM C476 - Standard Specification for Grout for Masonry.

6. ASTM C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry.

7. ASTM C979 - Standard Specification for Pigments for Integrally Colored Concrete.

8. ASTM C1019 - Standard Test Method for Sampling and Testing Grout for Masonry.

9. ASTM C1072 - Standard Test Methods for Measurement of Masonry Flexural Bond Strength.

10. ASTM C1314 - Standard Test Method for Compressive Strength of Masonry Prisms.

11. ASTM E518 - Standard Test Methods for Flexural Bond Strength of Masonry.

12. TMS 402/602 - Building Code Requirements and Specification for Masonry Structures.

1.05 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Product Data:

1. Include mix design.

2. Include required environmental conditions and admixture limitations.

C. Reports: Submit reports on grout indicating compliance of component grout materials to requirements of ASTM C476 and test and evaluation reports to requirements of ASTM C1019.

D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements. Submit documentation on all materials including but not limited to:

1. Aggregates.

2. Cement.

3. Admixtures.

E. Manufacturer's Installation Instructions: Submit packaged dry mortar manufacturer's installation instructions.

1.06 QUALITY ASSURANCE
A. Comply with provisions of TMS 402/602, except where exceeded by requirements of Contract Documents.

1. Maintain one copy of each on the Project site.

1.07 PRECONSTRUCTION TESTING
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building enforcement. Requirements below are minimum requirements; additional requirements may be required in final testing program.

B. Testing will be conducted by an independent test agency, in accordance with provisions of Section 01 40 00 - Quality Requirements.

C. Sample panel construction: For masonry governed by Level 2 or 3 Quality Assurance, construct sample panels of masonry walls per TMS 602. The specifier has the option of permitting a segment of the masonry construction to serve as a sample panel or requiring a separate stand-alone panel.

D. Grout Mixes: Test grout batches in accordance with ASTM C1019 procedures.

1. Test results will be used to establish optimum grout proportions and establish quality control values for construction testing.

1.08 DELIVERY, STORAGE, AND HANDLING
A. Maintain packaged materials clean, dry, and protected against dampness, freezing, and foreign matter.

1.09 FIELD CONDITIONS
A. Cold Weather Construction to be in accordance with TMS 602.

B. Hot Weather Construction to be in accordance with TMS 602.

PART 2 - PRODUCTS

2.01 GROUT APPLICATIONS
A. At Contractor's option, grout may be field-mixed from packaged dry materials, made from factory premixed dry materials with addition of water only, or ready-mixed.

B. Grout Mix Designs:

1. Provide premixed type in accordance with ASTM C476.

2. Grout shall have a 28-day compressive strength of 2000 psi or f’m as indicated in the Drawings, whichever is greater. Grout shall conform to TMS 602.

3. Fine Grout or Coarse Grout: The contractor is to determine the proper application of Fine Grout or Coarse Grout based on the grout pour height used and the clear grout space width for multiwythe construction or clear grout space dimensions for hollow units in accordance with TMS 402 Table 3.2.1.

4. Add grout admixture in accordance with the manufacturer’s recommendations. Calcium Chloride cannot be used in grout mixes.

2.02 MATERIALS
A. Packaged Dry Material for Grout for Masonry: Premixed cementitious materials and dried aggregates; capable of producing grout of the specified strength in accordance with ASTM C476 with the addition of water only.

1. Type: Fine or Coarse.

B. Portland Cement: ASTM C150, Type I or II, low alkali; natural gray.

C. Quicklime: ASTM C5, non-hydraulic type.

D. Grout Aggregate: ASTM C404.

E. Water: Clean and potable.

F. Water-Reducing Admixture: expanding, retarding, and water-reducing.

1. Product: Sika Grout Aid.

G. Bonding Agent: Latex type.

H. Integral Water-Repellent and Efflorescence-Control Admixture: Polymeric liquid admixture added to grout at the time of manufacture.

1. Use only in combination with masonry units produced with integral water-repellent admixture.

2. Product: Master Builders MasterPel 240MA.

I. Bond Beam Mesh: Barrier to stop grout when filling block wall cells

1. Manufacturers:
a. Grout Stop: www.wirebond.com/products/grout-stop
b. Mortar/Grout Screen: www.h-b.com
c. Mortar Mesh: www.bontool.com/mortar-mesh-100-x-4-81-118 04 05 16

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2.03 GROUT MIXING
A. Mix grout in accordance with ASTM C476.

B. Thoroughly mix grout ingredients in quantities needed for immediate use in accordance with ASTM C476 for fine and coarse grout.

C. Add admixtures in accordance with manufacturer's instructions; mix uniformly.

D. Do not use anti-freeze compounds to lower the freezing point of grout.

PART 3 - EXECUTION

3.01 PREPARATION
A. Apply bonding agent to existing concrete surfaces.

B. Plug clean-out holes for grouted masonry with brick masonry units. Brace masonry to resist wet grout pressure.

3.02 INSTALLATION
A. Install grout to requirements of section(s) in which masonry is specified.

B. Work grout into masonry cores and cavities to eliminate voids.

C. Do not install grout in lifts greater than 16 inches without reconsolidating.

D. Do not displace reinforcement while placing grout.

3.03 GROUTING
A. General Requirements:

1. All cells shall be grouted solid as indicated on the Drawings.

2. Use of grout lifts above or below 4’-0” or 5’-4” for 10 inch nominal or wider hollow unit masonry at Contractor's option.

3. Use grout pump, hopper or bucket to place grout.

4. Place grout in final position within 1 1/2 hours after introduction of mixing water.

5. Stop grout approximately 1½ inches below top of last course; except at top course bring grout to top of wall. Do not form grout keys within beams.

B. Grout pours less than 4’-0” or 5’-4” for 10 inch nominal or wider hollow unit masonry:

1. Do not lay units higher than 4’-0" before grouting or 5’-4” for 10 inch nominal or wider hollow unit masonry.

2. If mortar has been allowed to set prior to grouting, remove all fins protruding more than ½ inch into grout space.

3. Conform to requirements of CBC Section 2104.2.4.1.

4. Consolidate each lift with mechanical vibration twice per Article 3.5 E of TMS 602. Once while placing grout and once more after initial absorption of water but before set.

C. Grout pours greater than 4’-0” or 5’-4” for 10 inch nominal or wider hollow unit masonry:

1. Conform to requirements of TMS 602 CBC Section 2104.2.4.2.

2. Layup walls, subject to maximum height limitations of Table 6 under Article 3.5 of TMS 602.

3. Provide clean out holes at the bottom of every pour in cells containing vertical reinforcement.

Construct clean out courses with open bottom bond beam units inverted to permit cleaning of all cells by flushing. Cleanouts shall be not less than 3x4 inch openings cut from one face shell. Do not plug clean out holes until masonry work, reinforcement, and final cleaning of the grout spaces have been completed and inspected.

4. Clean mortar droppings from the bottom of the grout space and from reinforcing steel. Remove mortar fins protruding more than ½ inch into the grout space by dislodging the projections with a rod or stick as the work progresses or by washing the grout space at least twice a day during erection using a high-pressure stream of water.

3.04 FIELD QUALITY CONTROL
A. An independent testing agency will perform field tests, in accordance with provisions of Section 01 40 00 - Quality Requirements.

B. Test and evaluate grout in accordance with ASTM C1019 procedures.

1. Test with same frequency as specified for masonry units. 04 05 16

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3.05 DEFECTIVE GROUT
A. Should the strength of grout fall below that specified, remainder of Work shall be adjusted to reach required strength. Work in place representing inferior grout and indicating a strength less than the minimum specified shall be tested by taking and testing core samples. Number and location of cores shall be determined by Structural Engineer.

B. Should compression tests of cores fail to meet required strength, masonry shall be deemed to be defective and shall be removed and replaced at no cost to Owner.

C. Costs relative to taking and testing of core samples shall be paid by Owner and will be deducted from Contract Amount. Cost of patching core holes shall be borne by Contractor.

END OF SECTION
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PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Concrete block.

B. Reinforcement.

C. Bolts and Post-Installed Anchors.

D. Accessories.

1.02 RELATED REQUIREMENTS
A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 20 00 - Concrete Reinforcing.

C. Section 03 30 00 - Cast-in-Place Concrete.

D. Section 04 05 13 - Masonry Mortaring.

E. Section 04 05 16 – Masonry Grouting.

F. Section 05 50 00 - Metal Fabrications.

1.03 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed governing building code or material standard. If no specific edition is adopted, use the latest edition.

1. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

2. ASTM A480 - Standard Specification for General Requirements for Flat-Rolled Stainless and Heat-Resisting Steel Plate, Sheet, and Strip.

3. ASTM A580 - Standard Specification for Stainless Steel Wire.

4. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

5. ASTM A641 - Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.

6. ASTM A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

7. ASTM A706 - Standard Specification for Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement.

8. ASTM A951 - Standard Specification for Steel Wire for Masonry Joint Reinforcement.

9. ASTM A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

10. ASTM C90 - Standard Specification for Loadbearing Concrete Masonry Units.

11. ASTM C140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units.

12. ASTM C150 - Standard Specification for Portland Cement.

13. ASTM C979 - Standard Specification for Pigments for Integrally Colored Concrete.

14. ASTM C1314 - Standard Test Method for Compressive Strength of Masonry Prisms.

15. ASTM E154 - Standard Test Methods for Water Vapor Retarders Used in Contact with Earth Under Concrete Slabs, on Walls, or as Ground Cover.

16. ASTM E514 - Standard Test Method for Water Penetration and Leakage Through Masonry.

17. TMS 402/602 - Building Code Requirements and Specification for Masonry Structures.

1.04 ADMINISTRATIVE REQUIREMENTS
A. Preinstallation Meeting: Convene a preinstallation meeting one week before starting work of this section; require attendance by all relevant installers.

1.05 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements for submittal procedures.

B. Product Data: Provide data for masonry units, fabricated wire reinforcement, and masonry accessories.

C. Shop Drawings: Indicate pertinent dimensions, materials, anchorage, size and type of fasteners.

D. Samples: Submit four samples of decorative block units to illustrate color, texture, and extremes of color range.
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E. Manufacturer's Certificate: Certify that masonry units meet or exceed specified requirements.

F. Test Reports: Concrete masonry manufacturer's test reports for units with integral water repellent admixture where utilized.

G. Manufacturer's Qualification Statement.

H. Installer's Qualification Statement.

I. Maintenance Materials: Furnish the following for Owner's use in maintenance of project.

1. See Section 01 60 00 - Product Requirements, for additional provisions.

1.06 QUALITY ASSURANCE
A. Comply with provisions of TMS 402/602, except where exceeded by requirements of Contract Documents.

1. Maintain one copy of each on the Project site.

B. Manufacturer Qualifications: Company specializing in manufacturing the type of products specified in this section with a minimum of three years of documented experience.

C. Installer Qualifications: Company specializing in performing work of the type specified and with at least three years of documented experience.

1.07 MOCK-UPS
A. Sample panel construction: For masonry governed by Level 2 or 3 Quality Assurance, construct sample panels of masonry walls per TMS 602. The specifier has the option of permitting a segment of the masonry construction to serve as a sample panel or requiring a separate stand-alone panel.

B. Locate where directed.

1.08 DELIVERY, STORAGE, AND HANDLING
A. Deliver, handle, and store masonry units by means that will prevent mechanical damage and contamination by other materials.

B. Store masonry units off the ground in a dry location, covered and protected from absorbing moisture.

C. Store masonry accessories, including metal items, in such a way as to prevent corrosion or accumulation of dirt and oil.

PART 2 - PRODUCTS

2.01 CONCRETE MASONRY UNITS
A. Concrete Block: Comply with referenced standards and as follows:

1. Size: 8" wide by 8" high x 16" long unless as otherwise indicated on the Drawings.

2. Special Shapes: Provide bond beam units, open end units, lintel units and other special units as indicated. Use open end units at cells containing vertical reinforcement wherever possible.

3. Load-Bearing Units: ASTM C90.
a. Weight: As indicated in the Drawings.
b. Hollow block, as indicated in the Drawings.
c. Exposed Faces: Manufacturer's standard color and texture where indicated in the Drawings. d. Exposed Faces: Special color and texture where indicated in the Drawings.

4. Pre-Faced Units: ASTM C90, hollow block, with smooth resinous facing complying with ASTM C744.
a. Colors and styles: As indicated on the Drawings.
1) Substitutions: See Section 01 60 00 - Product Requirements.

5. Units with Integral Water Repellent: Concrete block units as specified in this section with polymeric liquid admixture added to concrete masonry units at the time of manufacture. a. Performance of Units with Integral Water Repellent:
1) Water Permeance: When tested per ASTM E514 and for a minimum of 72 hours. (a) No water visible on back of wall above flashing at the end of 24 hours. (b) No flow of water from flashing equal to or greater than 0.032 gallons per hour at the end of 24 hours.
(c) No more than 25 percent of wall area above flashing visibly damp at end of test. 2) Flexural Bond Strength: ASTM C1072; minimum 10 percent increase. 3) Compressive Strength: ASTM C1314; maximum 5 percent decrease. 04 22 00

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b. Use only in combination with mortar that also has integral water repellent admixture. c. Use water repellent admixtures for masonry units and mortar by a single manufacturer.

2.02 REINFORCEMENT
A. Reinforcing Steel: Type as specified in Section 03 20 00; size as indicated on the Drawings.

2.03 BOLTS AND POST-INSTALLED ANCHORS
A. Anchor Bolts:

1. As indicated on the Drawings.

B. Expansion Anchors:

1. As indicated on the Drawings.

C. Adhesive Anchors:

1. As indicated on the Drawings.

D. Screw Anchors:

1. As indicated on the Drawings.

E. Anchor Finish:

1. Interior Exposure: All anchors, nuts and washers for use in interior environments free of potential moisture shall be manufactured from carbon steel and zinc coated.

2. Exterior or Exposed Use: All anchors, nuts, and washers for use in exposed or potentially wet environments, or for attached of exterior cladding materials shall be galvanized or stainless steel. Galvanized anchors, nuts and washers shall conform to ASTM A153. Stainless steel anchors shall be manufactured from 300 series stainless steel. and nuts and washers from 300 series or Type 18-8 stainless steel.

2.04 ACCESSORIES
A. Non-Metallic Expansion Joint Strips: Premolded, flexible cellular neoprene rubber filler strips complying with ASTM D1056, Grade RE 41E1, capable of compression up to 35% of width and thickness indicated.

B. Premolded Control Joint Strips: Material as indicated below, designed to fit standard sash block and maintain lateral stability in masonry wall; size and configuration as indicated.

1. Premolded PVC Control Joint Strips. Strips shall be polyvinyl chloride complying with ASTM D 2287, Type PVC 654-4 with a durometer hardness or 90.

2. Manufacturers:
a. Blok-Lok Limited: www.blok-lok.com.
b. Hohmann & Barnard, Inc: www.h-b.com.
c. WIRE-BOND: www.wirebond.com.
d. Substitutions: See Section 01 60 00 - Product Requirements.

C. Joint Filler: Closed cell polyvinyl chloride; oversized 50 percent to joint width; self expanding; in maximum lengths available.

1. Manufacturers:
a. Hohmann & Barnard, Inc: www.h-b.com.
b. WIRE-BOND: www.wirebond.com.
c. Substitutions: See Section 01 60 00 - Product Requirements.

D. Drainage Fabric: Polyester or polypropylene mesh bonded to a water and vapor-permeable fabric.

1. Manufacturers:
a. Advanced Building Products, Inc; Mortairvent: www.advancedbuildingproducts.com. b. Mortar Net Solutions; DriPlane: www.mortarnet.com.
c. York Manufacturing, Inc; Weep Armor Weep Vent Protection: www.yorkmfg.com. d. Substitutions: See Section 01 60 00 - Product Requirements.

E. Cleaning Solution: Non-acidic, not harmful to masonry work or adjacent materials.

2.05 JOINTS
A. All joints to be tooled per Architectural Requirements.

2.06 SEALER
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A. Contractor shall provide and install minimum two coats, BASF MasterProtect H107 masonry sealer, or equal, at all CMU walls. BASF MasterProtect H107 product, or equal, shall meet all state vapor requirements. Sealer shall be clear and non-gloss product.

PART 3 - EXECUTION

3.01 EXAMINATION
A. Examine areas to receive masonry and verify following:

1. That foundation surface is level to permit bed joint with range of 1/4 inch minimum to 3/4 inch maximum for partially grouted or 1-1/4 inch maximum for fully grouted.

2. That edge is true to line to permit projection of masonry to less than 1/4 inch.

3. That projecting dowels are free from loose scale, dirt, concrete, or other bond inhibiting substances and properly spaced and located.

4. Do not begin work before unsatisfactory conditions have been corrected.

3.02 PREPARATION
A. Clean concrete surfaces to receive masonry. Remove laitance or other foreign material lodged in surfaces by sandblasting or other means as required. Joints between concrete and masonry shall be considered construction joints. See Concrete specifications.

B. Ensure masonry units are clean and free from dust, dirt, or other foreign materials before laying. Do not use damaged masonry units, damaged components of structure, or damaged packaged materials.

C. Establish lines, levels, and coursing. Protect from disturbances.

D. Provide temporary bracing during installation of masonry work. Maintain in place until building structure provides permanent bracing.

E. Direct and coordinate placement of metal anchors supplied for installation under other sections.

3.03 COLD AND HOT WEATHER REQUIREMENTS
A. Cold Weather Construction to be in accordance with TMS 602.

B. Hot Weather Construction to be in accordance with TMS 602.

3.04 COURSING
A. Place masonry to lines and levels indicated to the specified tolerances.

B. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness.

C. Preserve the vertical continuity of cells in concrete unit masonry per Article 3.3E of TMS 602.

D. Concrete Masonry Units:

1. Bond: Running, unless otherwise indicated on the Drawings.

2. Coursing: One unit and one mortar joint to equal 8 inches, unless otherwise indicated on the Drawings.

3. Mortar Joints: Concave.

3.05 PLACING AND BONDING
A. Do not install cracked, broken or chipped masonry units.

B. Lay only dry concrete masonry units. Do not wet concrete masonry prior to laying up units unless written permission is obtained from the Engineer.

C. Lay hollow masonry units with face shell bedding on head and bed joints.

1. Block Cap: Lay with full mortar coverage on horizontal and vertical joints.

2. Install grout cap where and as indicated.

D. Fully bond intersections and external and internal corners.

E. Buttering corners of joints or excessive furrowing of mortar joints is not permitted.

F. Remove excess mortar and mortar smears as work progresses.

G. Remove excess mortar with water repellent admixture promptly. Do not use acids, sandblasting or high pressure cleaning methods.

H. Interlock intersections and external corners, except for units laid in stack bond. 04 22 00

CONCRETE UNIT MASONRY
Dry Creek WWTP Operations and Lab Building
210015.01

I. Do not shift or tap masonry units after mortar has achieved initial set. Where adjustment must be made, remove mortar and replace.

J. Perform job site cutting of masonry units with proper tools to provide straight, clean, unchipped edges. Prevent broken masonry unit corners or edges. Install cut units with cut surfaces and, where possible, cut edges concealed.

K. Cut mortar joints flush where wall tile is scheduled or resilient base is scheduled.

L. Isolate masonry partitions from vertical structural framing members with a control joint as indicated.

M. Step back unfinished work for joining with new work. Do not use toothing.

N. Provide cleanouts as indicated in “grouting” below.

O. Matching Existing Masonry Work: Match coursing, bonding, color and texture of new masonry work with existing work wherever possible.

3.06 JOINTS
A. Horizontal and vertical joints at masonry units shall be 3/8 inch wide and as follows:

1. Point joint tight in unpurged masonry below ground.

2. All end joints shall be fully filled with mortar and joints squeezed in bed joints shall be held back approximately ½ inch from cell to provide positive bond with grout.

3. Joints shall be struck flush at all areas to receive plaster, stucco and any other finish material other than paint.

3.07 REINFORCEMENT
A. Place reinforcement in accordance with TMS 602.

B. Reinforcing steel shall not be bent or straightened in a manner that will damage the material. Bars with kinks or bends not shown on the plans shall not be used. Heating of bars for bending is not permitted.

1. Bars shall conform accurately to the sizes, shapes, lines and dimensions shown on drawings and with hooks and beds made as detailed. Bars shall be placed as indicated on the Drawings.

2. At the time grout is place around it, reinforcing steel shall be clean of mill scale or other coatings that will destroy or reduce bond.

C. Foundation dowels that interfere with unit webs are permitted to be bent to a maximum of 1 inch horizontally for every 6 in of vertical height.

D. Reinforcing steel shall be secured to all foundation dowels and held in place at spacing not to exceed 192 bar diameters.

3.08 GROUTING
A. General Requirements:

1. Refer to 04 05 16 Masonry Grouting.

3.09 CONTROL AND EXPANSION JOINTS
A. See the Drawings for type and location of expansion and/or control joints.

B. Where control joints are not indicated on the drawings the Contractor shall submit a proposed control joint layout for Architect and Engineer approval. General guidelines for control joint locations are as follows:

1. At major changes in wall height.

2. At changes in wall thicknesses.

3. At corresponding control joints in foundations, floors, or roof construction.

4. Near wall intersections.

5. At column centerlines.

C. Maximum Spacing: Maximum control joint spacing in concrete masonry construction shall be such that the ratio of wall length to height shall not exceed 1.5 with a maximum spacing of 25 feet.

D. Form expansion joint as detailed on drawings.

3.10 BOND BEAMS
A. Bond beams shall be located where shown and detailed on the drawings, and shall be reinforced as indicated and as herein after specified.
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3.11 BUILT-IN WORK
A. Miscellaneous Embedded Items: All items indicated to be embedded in masonry shall be carefully located and anchored to prevent movement during grouting operations. Solidly grout spaces around built-in items. Consult other trades in advance and make provisions for installation of their work to avoid cutting and patching. Install chases minimum of one full masonry unit length for jambs B. As work progresses, install built-in metal door frames and glazed frames and other items to be built into the work and furnished under other sections.

C. Install built-in items plumb, level, and true to line.

D. Bed anchors of metal door and glazed frames in adjacent mortar joints. Fill frame voids solid with grout.

E. Do not build into masonry construction organic materials that are subject to deterioration.

3.12 TOLERANCES
A. Install masonry within the site tolerances found in TMS 402/602.

B. Maximum Variation from Alignment of Columns: 1/4 inch.

C. Maximum Variation from Unit to Adjacent Unit: 1/16 inch.

D. Maximum Variation from Plane of Wall: 1/4 inch in 10 ft and 1/2 inch in 20 ft or more.

E. Maximum Variation from Plumb: 1/4 inch per story non-cumulative; 1/2 inch in two stories or more.

F. Maximum Variation from Level Coursing: 1/8 inch in 3 ft and 1/4 inch in 10 ft; 1/2 inch in 30 ft.

G. Maximum Variation of Mortar Joint Thickness: Head joint, minus 1/4 inch, plus 3/8 inch.

H. Maximum Variation from Cross Sectional Thickness of Walls: 1/4 inch.

3.13 CUTTING AND FITTING
A. Cut and fit for chases. Coordinate with other sections of work to provide correct size, shape, and location.

B. Obtain approval prior to cutting or fitting masonry work not indicated or where appearance or strength of masonry work may be impaired.

3.14 FIELD QUALITY CONTROL
A. An independent testing agency will perform field quality control tests, as specified in Section 01 40 00 - Quality Requirements.

B. Concrete Masonry Unit Tests: Test each variety of concrete unit masonry in accordance with ASTM C140 for compliance with requirements of this specification.

C. Mortar Tests: Test each type of mortar in accordance with ASTM C780, testing with same frequency as masonry samples.

3.15 REPAIR, POINTING, AND CLEANING
A. Remove and replace masonry units which are loose, chipped, broken, stained or otherwise damage, or if units do not match adjoining units.

B. Pointing: During the tooling of joints, enlarge any voids or holes and completely fill with mortar.

C. Dry brush masonry surface after mortar has set, at each day's work and after final pointing.

D. Remove excess mortar and mortar droppings.

E. Replace defective mortar. Match adjacent work.

F. Clean soiled surfaces with cleaning solution.

G. Use non-metallic tools in cleaning operations.

H. Upon completion of masonry installation, repair all holes. Defective joints shall be cut out and rejointed. Exposed masonry surfaces shall be cleaned free of mortar, green stain and efflorescence.

3.16 PROTECTION
A. Without damaging completed work, provide protective boards at exposed external corners that are subject to damage by construction activities.

3.17 DEFECTIVE MASONRY
A. Materials or workmanship not conforming to appearance or strength specified, will be deemed defective and shall be removed and replaced at no cost to Owner. 04 22 00

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B. Defective mortar or grout, as defined under Section 04 05 13 and Section 04 05 16 shall constitute defective masonry.

END OF SECTION
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 1
SECTION 04 22 00 – CONCRETE UNIT MASONRY
PART 1 - GENERAL

1.1 PRINCIPAL WORK IN THIS SECTION
A. The requirements of the Owner’s General and Supplementary Conditions, and Division 0 and Division 1 general requirements apply to the work of this Section.

B. Coordinate the work of this Section with related trades.

C. Verify applicable dimensions, clearances and heights at the jobsite.

D. Furnish materials and perform labor required to execute this work as indicated on the drawings, as specified herein and as necessary to complete the work required by project conditions, including but not limited to:

1. Load bearing concrete unit masonry (U) with Integral Water Repellent Additive

2. Mortar with Integral Water Repellent Additive

3. Grout

4. Mortar

5. Reinforcement

6. All required accessories

1.2 REFERENCE STANDARDS
A. 2022 California Code of Regulations (CCR), Title 24, California Building Standards Commission (CBSC) www.bsc.ca.gov current edition at time of permit issuance.

B. (CCR) Title 24, (CBSC) Chapter 11 – California Green Building Standards Code

1. Non-residential new construction
a. All occupancy types
C. ATBCB ADAAG - Americans with Disabilities Act Accessibility Guidelines, current version.

D. American Concrete Institute (ACI), www.aci-int.org

1. ACI 530.1 Specification for Masonry Structures
E. American Society For Testing and Materials (ASTM), www.astm.org

1. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

2. ASTM C 33 - Standard Specification for Concrete Aggregates

3. ASTM C 55 - Standard Specification for Concrete Building Block

4. ASTM C 90 - Standard Specification for Solid Load Bearing Concrete Masonry Units

5. ASTM C 129 - Standard Specification for Non-Load Bearing Concrete Masonry Units and Related Units

6. ASTM C140 - Standard Test Methods for Sampling and Testing of Concrete Masonry City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 2
Units and Related Units

7. ASTM C144 - Standard Specification for Aggregate for Masonry Mortar

8. ASTM C150 - Standard Specification for Portland Cement

9. ASTM C270 - Standard Specification for Mortar for Unit Masonry

10. ASTM C331 - Standard Specification for Lightweight Aggregates for Concrete Masonry Units

11. ASTM C426 - Standard Test Method for Drying Shrinkage Concrete Block.

12. ASTM C476 - Standard Specification for Grout for Masonry

13. ASTM C744 - Standard Specification for Prefaced Concrete and Calcium Silicate Masonry Units

14. ASTM C1019 - Method of Sampling and Testing Grout
F. Concrete Reinforcing Steel Institute (CRSI), www.crsi.org G. International Code Council Evaluation Service (ICC-ES), www.icc-es.org H. International Masonry Industry All-Weather Council (IMIAC)

1. IMIAC - International Masonry Industry All-Weather Council (IMIAC): Recommended Practices and Guide Specifications for Cold Weather Masonry Construction.

2. IMIAC - International Masonry Industry All-Weather Council (IMIAC): Recommended Practices and Guide Specifications for Hot Weather Masonry Construction.

I. National Concrete Masonry Association (NA), www.na.org

1. NA TEK Bulletin #8-2A - Removal of Stains from Concrete Masonry.

2. NA TEK Bulletin #8-3A - Control and Removal of Efflorescence.

3. NA TEK Bulletin #10-1 - Design of Concrete Masonry for Crack Control.

4. NA TEK Bulletin #19-4 - Flashing - Concrete Masonry.

1.3 PERFORMANCE, TESTING AND INSPECTION
A. General:

1. Comply with manufacturer’s standards.

2. Comply with Building Code, Building Official.

3. Job site inspections shall be done as herein specified and as listed in drawings. a. A special inspector shall be employed per CBC 1705.4 to inspect the placement of all units, placement of all reinforcing steel, during all grouting operations and during taking of all test specimens.

4. Testing shall be done as herein specified and as listed in drawings.

B. Standards:

Item Name of Test Performance Testing Standard
CMU Compressive
Strength
at 28 days
and Design
1900 psi, min. and comply with
design criteria
ASTM C50, ASTM C90, ASTM C140
& ASTM C1093
CBC Chapter 17 & 21, including
but not limited to sections;
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 3
2101, 2102, 2103, 2104, 2105,
2105.2, 2105.3, 2105.4, 2106 &
2107
Weight Normal
Medium
Light
ASTM C90
CBC chapter 17
Documentation Comply ASTM E548
Installation Install concrete unit masonry
when temperature in area
surrounding work is 40°F or
above.
• Maintain temperature of
work above 40°F for at least
48 hours after installation.

Grout shall not be placed when
air temperatures fall below 20°F.

Grout Compressive
Strength
2000 psi, min. ASTM C 476, ASTM C 1586 &
ASTM C 1019
CBC Chapter 17 & 21
Refer to drawings and as herein specified
C. Sustainability:

1. Refer to Division 1 sustainability requirements.

2. Refer to product criteria identified herein.

D. Construction Testing / Inspection by others:

Item Name of Test Performance Results By Whom
CMU Compressive
Strength
1900 psi, min.

Units will be tested for compressive strength on
both the net and gross.

Special Inspector
Compressive
Strength
ASTM C 476
2000 psi, min.

Three sample units will be tested during
construction for each 5,000 square feet of wall
area and at a minimum one for a fraction of
5,000 square feet. Test also three sample prism
units prior to construction.

Grout Special Inspector
Linear Shrinkage
ASTM C 426
Pass Special Inspector

1.4 SUBMITTALS AND MOCK-UPS
A. Refer to Division 1 for substitution, deviation and/or submittal procedures.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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CONCRETE UNIT MASONRY 04 22 00 - 4
B. Submit O&M (Operation and Maintenance) manuals in accordance with Division 1 requirements and as herein specified.

C. Refer to Division 1 for sustainability requirements
D. Submit Manufacturer’s data and shop drawings.

1. Masonry

2. Mortar

3. Grout

4. Additives

5. Copies of manufacturer’s product information and information and installation instructions for each item and accessory.

6. Control joint materials. Provide samples and catalogue data.

7. Water repellant additive for:
a. Masonry
b. Mortar

8. Texture options

9. Color Options
E. Submit samples.

1. Masonry, qty. 3 each type, color, etc

2. Mortar color samples

3. Masonry color samples
F. Site mock-up, refer to “Mock-Up” heading.

G. Certification:

1. Certificate of compliance: Submit certificate of compliance from recognized independent testing laboratory, regarding material requirements specified herein.

1.5 QUALITY ASSURANCE
A. Refer to Division 1 for quality control requirements.

B. Contractor /Installer / Fabricator shall have been in business for five (5) years providing/installing/finishing projects of similar size and complexity.

C. Manufacturer shall have been in business for five (5) years providing/installing/finishing projects of similar size and complexity.

D. Material with lead times in question or confirmed to be in conflict with meeting the schedule and sequence of construction must be documented at time of bid E. Pre-Installation Conference: A pre-installation conference shall be held prior to commencement of field operations to establish procedures to maintain optimum working conditions and to coordinate this work with related and adjacent work.

1. Agenda for meeting shall include, but not be limited to:

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 5
a. Review of specifications, materials lists, drawings, and material application requirements. b. Masonry patterns, colors, etc.
c. Verification that all parties understand the meaning and intent of the contract documents.

2. General Contractor shall request meeting 5 days in advance of construction.

F. Manufacturer’s Representative: Make arrangements necessary to have a trained employee of the manufacturer on-site periodically during installation work to review installation procedures.

1. Manufacturer’s representative shall review and certify all phases of construction to verify the complete work meets specification requirements.

2. Written certification of all phases of construction shall be sent to the Architect by the manufacturer’s representative.

G. Miscellaneous Criteria:

1. Measurements: Use suitably calibrated devices to accurately measure materials. a. Shovel measurements will not be permitted.
b. One 94-pound sack of cement will be considered to be one cu. ft. if full sack batches are made. Allow for bulking of sand and aggregate.

1.6 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Comply with Division 1 product delivery, storage and handling requirements.

B. Packing and Shipping

1. Transport and handle masonry units in such a manner as to prevent chipping and breakage.

2. Mortar, sand & cement admixtures shall be delivered to the job site in manufacturer’s original containers with seals unbroken and labeled with manufacturer’s batch number.

C. Storage and Protection

1. Store masonry units off the ground in a dry location, covered and protected from absorbing moisture

2. Locate storage piles, pallets, stacks or bins to avoid or protect material from heavy or unnecessary traffic.

3. Store packaged materials in original, unopened containers in compliance with manufacturer’s printed instructions.

4. Do not store water repellent in areas where temperature will fall below 20° F.

D. Scaffolding, runways and ladders required for work under this Section shall be provided by masonry contractor, and shall be heavy trades type substantially built and in compliance with State labor laws, safety codes and other regulatory agencies as applicable to this project.

E. Package Materials to be delivered and stored in original packages until ready for use. Store cement, admixtures and aggregates in a manner, which prevents deterioration or contamination.

F. Do not use materials, which is caked, lumpy, partially set or otherwise deteriorated.

1.7 JOB CONDITIONS
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 6
A. Field-verify that all components, substrates, backing, etc. provided by others are installed correctly before proceeding with installation of products as herein specified.

1.8 PROTECTION
A. Protect finish surfaces at all times from surfaces and material adjacent to them.

B. Finish work defaced with other materials on surface shall be replaced.

C. Protect work under this section from damage by other trades.

1.9 GUARANTEE / WARRANTY
A. Refer to Division 1 for closeout submittal procedures.

B. Furnish initial one (1) year written warranty signed by manufacturer and installer agreeing to repair and/or replace work which has failed as a result of defects in materials or workmanship.

1. Upon notification of Owner within the warranty period, such defects shall be repaired and replaced at no cost to the Owner.

C. Furnish manufacturer’s additional five (5) year warranty agreeing to repair and/or replace work which has failed as a result of defects in materials or workmanship.

1. Upon notification of Owner within the warranty period, such defects shall be repaired and replaced at no cost to the Owner.

1.10 RELATED WORK/SECTIONS
A. Related work includes, but is not limited to the following:

1. Waterproofing

2. Wall plumbing and electrical

3. Roof framing / construction

4. Footings and foundations

5. Veneer finishes
B. Related Sections include, but are not limited to the following:

1. Division 1

2. Section 02 41 13 – Selective Site Demolition & Protection

3. Section 03 30 00 – Cast in Place Concrete

4. Section 03 20 00 – Concrete Reinforcing

5. Section 05 12 00 – Structural Steel Framing

6. Section 07 19 00 –Water Repellent Coatings

7. Section 07 92 00 – Sealants and Caulking
C. Related Documents include, but are not limited to the following:

1. Refer to Division 1 for Supplementary Conditions

1.11 OPERATION AND MAINTENANCE DATA
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 7
A. Submit as part of project closeout:

1. Complete instructions regarding maintenance of the materials, finishes, etc.

2. Refer to Division 1 for closeout submittal procedures.

1.12 SEQUENCING AND SCHEDULING
A. Schedule work and sequence with General Contractor.

B. Schedule required testing, prior to the installation of materials, components, etc.

1.13 TESTING AGENT
A. Refer to Division 1 for testing laboratory service requirements.

1.14 GENERAL SYSTEM DESCRIPTION
A. Installation of U, reinforcing, Mortar and grout walls PART 2 - PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS
A. Single source responsibility, specified items shall be from one manufacturer.

B. Acceptable manufacturers shall be one of the following and as herein listed and in Drawings.

1. Masonry
a. Basalite (www.basalite.com)
b. ORCO Block Company (www.orco.com)

2. Water Repellent Admixture:
a. ACM Chemistries, Inc., www.acmchem.com
b. BASF, www.master-builders-solutions.basf.us

3. Lime Substitute
a. GIBCO www.gibco-usa.com

4. Masonry Reinforcement and Anchors:
a. Hohmann & Barnard, www.h-b.com

5. Metal Lath:
a. Amico, http://www.amico-lath.com/lath/self_furring_metal_lath.htm

6. Reviewed Equivalent by Architect.
a. Substitutions and deviations shall require Architect’s approval and shall be given in letterform.
b. Refer to Division 1 for substitution, deviation and/or submittal procedures.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
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c. Proposed alternate products must be equal in terms of chemical composition, color, finish, configuration, performance standards, etc.

C. All products and materials indicated shall be installed according to current listed specification requirements and manufacturers specifications/recommendations.

D. Refer to drawings, details, and other related specification section whether listed or not.

E. Details shall set basic requirements for size and configuration of systems.

2.2 MATERIALS
A. Concrete Masonry Units:

1. General:
a. Weight: Normal, Light, Medium [Specifier, select and coordinate with Structural Engineer]
b. Type: Load bearing,
1) CBC Section 2103
c. Maximum lineal shrinkage: .065% from saturated to oven dry condition. d. Manufacturer: Basalite
e. Moisture controlled units. Yes

2. Schedule:
a. Size:
1) Standard Unit:
a) 8” x 8” x 16” nominal (w x h x length)
2) Solid Veneer Unit:
a) 2” x 8” x 16” nominal (w x h x length)
b. Shapes:
1) Provide required shapes such as corner, end units, radius, bases, bond beams, lintels, etc.
2) Provide units open one or both ends, as required. Use open end units at cells containing vertical reinforcement wherever possible.
c. Block Product Finish: Provide the following types of concrete masonry units 1) Standard Unit: Ground Face
2) Solid Veneer: Ground Face
d. Color: Block colors shall be as follows or selected from manufacturer’s standard colors. 1) 490 (Basalite)
B. Mortar and Grout:

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 9

1. General:
a. Type: S
1) 28-day compressive strength of not less than 1800 psi. 2) Conform to CBC Section 2103.8, & ASTM C270
b. Cement:
1) Cement shall be Portland cement conforming to ASTM C150, Type I or II c. Aggregates:
1) Aggregates for mortar conform to: ASTM C144
2) Aggregates for grout conform to: ASTM C404
d. Lime substitute:
1) Mfgr: Gibco Industries
2) Product: MRF
3) Compliance: ICC Report No. 3213, ASTM C207, Type S, ANSI A 42.2 and ANSI A42.3 Type C
e. Integral Water Repellent admixture:
1) Mfgr: BASF
2) Product: MasterPel 240MA
f. Water: Clean and free from deleterious substances.
g. Sand: Comply with the “Standard Specifications for Aggregate for Masonry Mortar”, ASTM C144, except provide natural sand graded from coarse to fine within the following limits:

2. Pea Gravel: Graded with 100% passing the 3/8” sieve and not more than 5% passing the No. 8 Sieve.

C. Mortar (In joints)

1. Mix Design:
a. Component: Proportions of parts
1) Portland Cement: 1 bag
2) Lime Substitute: 3 ounces
3) Sand (Aggregate): 3 – 3-1/2 cubic feet
a) ASTM C144
b) Natural or manufactured sand
c) Fresh water washed and free of deleterious materials. d) Locally available sand.
e) Do not use frozen aggregate.
4) Water: Per mfgr. recommendations
a) Clean potable water
City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 10
5) Admixtures: Per mfgr. recommendations

2. General:
a. Mortar shall be Type S having a 28 day compressive strength of not less than 1800 psi. 1) Conform to CBC Section 2103.8, & ASTM C270
b. Mortar shall be made with admixtures that are proportioned, added and mixed in strict accordance with manufacturer’s directions.

3. Color: To be selected by Architect.

D. Grout – cell fill

1. Grout shall have a 28-day compressive strength as herein listed. Proportion by volume, and with sufficient water to produce consistency for pouring without segregation so that grout will flow into masonry joints.
a. Grout shall conform to CBC Section 2103.12 & Table 2103.12 & ASTM C 476. b. Sufficient water shall be added to make a workable mix that will flow into joints of the masonry without separation or segregation. When grout is to be placed in masonry units with typical rates of absorption the slump of the grout should be approximately 8 to 10 inches depending on temperature and humidity conditions.

2. Fine Grout: (1) one part Portland cement, to which may be added not more than 1/10 part lime putty, and 2-1/4 to 3 times the sum of the volumes of the cementitious materials with sand. a. Fine grout shall be used for all grout spaces less than 3” wide.

3. Coarse Grout: (1) one part Portland cement, to which may be added not more than 1/10 part lime putty, 2-1/4 to 3 times the sum of the volumes of the cementitious materials with sand 1- 2 times the sum of the volumes of the cementitious materials with 3/8” max. diameter pea gravel.
a. Coarse grout shall be used in grout spaces 3” wide or more

4. Add “Sika Grout Aid” admixture to grout at the rate of 1 pound per 100 pounds cementitious material.

2.3 OTHER MATERIALS
A. Reinforcing Bars, Tie Wire & Spacers:

1. Refer to Section 03 21 00 – Concrete Reinforcing
B. Anchor Bolts: All anchor bolts cast in masonry shall be headed bolts with cut threads conforming to ASTM A307 or ASTM A36 or ASTM A572.50 as indicated on drawings.

C. Expansion Anchors:

1. General:
a. All expansion bolts installed in masonry shall be Kwikbolt 3 sleeve expansion bolts as manufactured by Hilti.

City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
Project Specifications
CONCRETE UNIT MASONRY 04 22 00 - 11
1) See Structural Drawings for;
a) Installation requirements and tension testing requirements as applicable. b) Special head requirements as needed.
2) Substitution of other brands or anchors shall proceed only after written approval from the Structural Engineer and the Building Official has been obtained.

D. CMU veneer wall ties:

1. Mfgr: Hohmann & Barnard

2. Type:
a. Adjustable Veneer Anchor
1) Product: HB-213
PART 3 - EXECUTION

3.1 INSPECTION/EXAMINATION
A. Verification of Conditions:

1. Examine areas and conditions under which work is to be performed.

2. Identify conditions detrimental to proper or timely completion of work and coordinate with General Contractor to rectify.

3. That foundation surface is level to permit bed joint with range of 1/4 to 3/4 inch.

4. That edge is true to line to permit projection of masonry to less than 1/4-inch.

5. That projecting dowels are free from loose scale, dirt, concrete, or other bond-inhibiting substances and properly located.

B. Surface:

1. Examine and verify that receiving conditions of substrate have no defects or errors, which would result in poor or potentially defective application or cause latent defects in workmanship.

3.2 COORDINATION
A. Refer to Division 1 for project coordination requirements.

B. General Contractor shall coordinate work as herein specified, in accordance with drawings and as required to complete scope of work with all related trades.

C. Cooperate with other trades for embedded items, furnished under those Sections and herein installed.

D. Supervise setting of dowels for masonry furnished and installed under Section 03 20 00 –Concrete Reinforcing.

3.3 PREPARATION
A. Prepare work, substrates, etc. in accordance with manufacturer’s recommendations.

B. Clean concrete surfaces to receive masonry.

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1. Remove latence or other foreign material lodged in surfaces by sandblasting or other means as required.

C. Ensure masonry units are clean and free from dust, dirt, or other foreign materials before laying.

D. Establish lines, levels, and coursing and protect from disturbances.

E. Provide temporary bracing during erection of masonry work. Maintain in place until masonry has set to provide permanent bracing.

3.4 MOCK-UP
A. Erect at location approved by Architect.

1. Mock-up shall be part of final construction once approved by Architect.

2. Mock-up shall comprise of all components and finishes as specified and indicated in Drawings B. Mock-up

1. One panel shall be constructed to simulate the condition of concrete masonry walls. The panel shall be 8 feet long by 4 feet high and shall show the proposed color, texture, bond, pattern, mortar joints and workmanship for concrete masonry. Mock-up panel shall be constructed on “pallets” so it may be relocated as directed.

2. Upon approval by the Architect, the sample panels shall become the standard of comparison for concrete masonry construction. After concrete masonry construction has been completed, remove sample panels and dispose of debris off the site.

3.5 INSTALLATION
A. Mixing Mortar and Grout:

1. Measure ingredients of mortar and grout according to specified portions for batch and mix in mechanically-operated batch mixer. Use of continuous mortar mixer will not be permitted.

Mixer shall intermingle all ingredients by cutting, slicing and rubbing of mass within itself. Drum must be completely emptied before succeeding batch of materials is placed therein.

2. Grout shall be stirred or worked at frequent intervals to prevent separation of materials. Highlift grout must be plant-mixed.

3. Consistency of mortar shall be adjusted to satisfaction of mason, but only as much water shall be added as is compatible with convenience in using mortar. Mortar and grout shall not be used after cement has begun its final set, and in no case shall it be used more than 1 hour after original mixing or retemper mortar.

4. No partial sack batches are permitted.

B. Coursing:

1. Erect masonry in accordance with CBC Chapter 21 including, but not limited to Section 2104.1.2.

2. Place masonry to lines and levels indicated to the following tolerances:
a. Variation from Unit to Adjacent Unit: 1/32-inch max. b. Variation from Plane of Wall: 1/4-inch in 10 feet.
c. Variation from Plumb: 1/4-inch.

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d. Variation from Level Coursing: 1/8-inch in 3 feet; 1/4-inch in 10 feet; ½-“ max. e. Variation of Joint Thickness: 1/8-inch in 3 feet.

3. Bond: Unless noted otherwise in Drawings, lay concrete masonry units in stacked bond with vertical joints aligned.

4. Maintain masonry courses to uniform width.
a. Make vertical and horizontal joints equal and of uniform thickness.

5. Preserve the vertical continuity of cells in concrete unit masonry. a. The minimum clear horizontal dimensions of vertical cores shall be 3 x 3 inches for 8-inch wide block.

C. Placing and Bonding:

1. Do not install cracked, broken or chipped masonry units.

2. Lay only dry concrete masonry units.

3. Lay masonry in full bed of mortar, properly jointed with other work. Buttering corners of joints, and deep or excessive furrowing of mortar joints are not permitted. a. Block Cap: Lay with full mortar coverage on horizontal and vertical joints. b. Install grout cap where required and as indicated.

4. Fully bond intersections and external and internal corners.

5. Do not shift or tap masonry units after mortar has taken initial set. Where adjustment must be made, remove mortar and replace.

6. Remove excess mortar.

7. Perform job-site cutting with proper tools to provide straight un-chipped edges. Take care to prevent breaking masonry unit corners or edges.

8. Step back unfinished work for joining with new work. a. Do not use toothing.

9. Provide cleanouts as indicated in “grouting” below.

D. Joints:

1. Exposed vertical and horizontal joints shall be solidly filled as the work progresses. After interior and exterior joints are thumb print firm, they shall be tooled to a tight, smooth surface that is well bonded to unit at edges with an approved tool.
a. Tool joints behind room base, switches, and outlet plates to produce a smooth dense joint flush with the face of adjacent masonry units, where occurring on the job. b. Cut joints flush on concealed interior surfaces and surfaces to be plastered.

2. Horizontal and vertical joints at masonry units shall be 3/8-inch wide and as follows: (½” for slump block)
a. Point joint tight in un-purged masonry below ground. b. All end joints shall be fully filled with mortar and joints squeezed in bed joints shall be held back approximately 1/2-inch from cell to provide positive bond with grout.

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c. Joints shall be struck flush at all areas to receive plaster finish.

3. Joints shall be 3/8” wide.

4. Joint Type:
a. Concave

5. Control joints:
a. Shall be continuous through the mortar and masonry, at locations indicated on the drawings and at a maximum of 24’-0”.
1) Linear Shrinkage testing shall be done, refer to PERFORMANCE, TESTING AND INSPECTION” heading as herein specified.

3.6 MASONRY REINFORCEMENT
A. Place reinforcement in accordance with ACI 315, to a tolerance of +/- ½-inch from specified location.

B. Reinforcing steel shall not be bent or straightened in a manner that will injure the material. Bars with kinks or bends not shown on the plans shall not be used. Heating of bars for bending will not be permitted.

1. Bars shall conform accurately to the sizes, shapes, lines and dimensions shown on drawings and with hooks and beds made as detailed. Bars shall be placed as indicated on the drawings and centered on grout space.

2. At the time grout is place around it, reinforcing steel shall be clean of mill scale or other coatings that will destroy or reduce bond.

3. All vertical reinforcing steel shall be installed in one piece, full height of wall, and braced throughout its height in a manner that will retain the steel in proper position and provide the proper clearance.

C. Reinforcing steel shall be secured to all foundation dowels and held in place at spacing not to exceed 192 bar diameters.

3.7 EMBEDMENT AND ANCHORAGE
A. Coordinate masonry work with work of other trades. Items furnished by others and embedded under this Section include sleeves for pipes through walls, bolts, toggles, anchors, metal brackets, and frames.

B. Bolts embedded in masonry shall be grouted in place with not less than 1 inch of grout between bolt and masonry. Accurately set bolts with templates.

3.8 GROUTING
A. General Requirements:

1. All cells shall be grouted solid.

2. Use low lift or high lift grouting at General Contractor’s option.

3. Use grout pump, hopper or bucket to place grout.

4. Place grout in final position within 1-1/2 hours after introduction of mixing water.

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5. Place grout and rod with a 3/4-inch flexible cable vibrator sufficiently to cause it to flow into all voids between the cells and around the reinforcing steel. Slushing with mortar will not be permitted.

6. Stop grout approximately 1½ inches below top of last course; except at top course bring grout to top of wall.

B. Low Lift Grouting:

1. Do not lay units higher than 48 inches before grouting.

2. If mortar has been allowed to set prior to grouting, remove all fins protruding more than ½-inch into grout space.

3. Conform to requirements of CBC Chapter 21, Section 2104.1.2.7

4. Consolidate each lift twice. Once while placing grout and once more after initial absorption of water but before set.

C. High Lift Grouting:

1. Conform to requirements of CBC Chapter 21, Section 2104.1.2.

2. Provide clean out holes at the bottom of every pour in cells containing vertical reinforcement.

Construct clean out courses with open-bottom bond beam units inverted to permit cleaning of all cells by flushing. Cleanouts shall be not less than 3x4-inch openings cut from one face shell.

Do not plug clean out holes until masonry work, reinforcement, and final cleaning of the grout spaces have been completed and inspected.

3. Clean mortar droppings from the bottom of the grout space and from reinforcing steel. Remove mortar fins protruding more than ½-inch into the grout space by dislodging the projections with a rod or stick as the work progresses or by washing the grout space at least twice a day during erection using a high pressure stream of water.

4. Do not place grout in hollow unit masonry until mortar joints have set for at least 72 hours and clean out plugs have cured 48 hours.

5. Place grout in lifts not to exceed 4 feet in height, with a waiting period between lifts, dependent on weather and absorption rate of the masonry, in order to place the succeeding lift after the preceding lift becomes plastic but prior to initial set. The first lift shall be consolidated using mechanical vibrators. After the required waiting period, place the second lift and consolidate with the vibrator, reconsolidating the lift below to a depth of 12 to 18 inches. Repeat the waiting, placing and consolidating process until the top of the grout pour is reached.

Reconsolidate the top lift after the required waiting period. The high-lift grouting of any section of wall between lateral flow barriers shall be completed to the top of a pour in one working day unless a new series of clean out holes is established and the resulting horizontal construction joint cleaned.

3.9 CONTROL JOINTS
A. See drawings for type and location of joints.

1. 24’-0” o.c. unless approved otherwise by Architect and Structural Engineer.

3.10 BOND BEAMS
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A. Bond beams shall be located where shown and detailed on the drawings, and shall be reinforced as indicated and as herein after specified.

3.11 BUILT-IN WORK
A. Miscellaneous Embedded Items: All items indicated to be embedded in masonry shall be carefully located and anchored to prevent movement during grouting operations. Avoid cutting and patching.

1. Install all anchor bolts and anchors furnished under other sections for wood nailers, ledgers, etc.

3.12 CUTTING AND FITTING
A. Obtain approval prior to cutting or fitting any area not indicated or where appearance or strength of masonry work may be impaired.

3.13 CURING
A. Top of grout pour should be kept damp to prevent too rapid drying during hot or drying weather and drying winds.

B. Give special attention to proper curing of mortar joints.

3.14 REPAIR, POINTING AND CLEANING
A. Remove and replace masonry units which are loose, chipped, broken, stained or otherwise damage, or if units do not match adjoining units.

B. Pointing: During the tooling of joints, enlarge any voids or holes and completely fill with mortar.

C. Dry brush masonry surface after mortar has set, at each day's work and after final pointing.

D. Leave work and surrounding surface clean and free of mortar spots and droppings.

E. Cleaning:

1. Upon completion of masonry installation, repair all holes.

2. Defective joints shall be cut out and rejointed.

3. Exposed masonry surfaces shall be cleaned free of mortar, green stain and efflorescence. a. Refer to Section – 04 01 20 – Masonry, Stone and Tile Cleaning.

3.15 FINISHING
A. Exposed Surface:

1. Exterior: General Contractor shall provide and install clear water repellent coating. Refer to Section 07 19 00.

3.16 FIELD QUALITY CONTROL
A. Product manufacturer shall provide field service support as requested by the Installer/Applicator City of Roseville 19six Architects Project No. 210015.01 Dry Creek Wastewater Treatment Plant AHJ Project #: XX-XXXXXX Operations and Lab Building
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1. General Contractor and the product manufacturer shall make periodic on-site inspections to ensure that the materials are being installed in strict accordance with manufacturer’s specifications.

2. The Applicator shall be responsible for the proper application of the materials.

B. The Applicator shall certify in writing the quality of work performed relative to the substrate system, details, installation procedures and workmanship is in accordance with project specifications and manufacturer's instructions.

C. Monitor work to insure installation and assembly are in accordance with applicable standards.

D. Coordinate with attachment and installation of CMU veneer, refer to this section for CMU veneer work, drawings and structural details.

3.17 TESTING
A. Refer to Division 1 for testing laboratory service requirements.

3.18 DEFECTIVE MASONRY, GROUT AND MORTAR
A. Materials or workmanship not conforming to appearance or strength specified, will be deemed defective and shall be removed and replaced at no cost to Owner.

B. Defective mortar and grout shall be determined by engineer when mortar and grout are not in compliance with design and/or installation requirements as herein specified.

3.19 PROTECTION AND CLEAN UP
A. Refer to Division 1 for protection and cleaning requirements.

B. Subcontractor will keep the work areas in a clean and safe condition so his rubbish, waste, and debris do not interfere with the work of others.

C. Protect work and materials of this Section prior to and during installation, and protect the installed work and materials of other trades.

1. Clean adjacent surfaces free of caulking or sealant with mechanical action or solvent as necessary, avoiding damage to other materials.

D. Perform work in accordance with manufacturer’s recommendations, as herein specified and in accordance with drawings.

E. In the event of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no cost to the Owner.

F. After completion of work in this section, remove all erection equipment and implements of service, and debris.

1. Leave entire area in a neat, clean, acceptable condition.

G. Provide Guarantee/Warranties and Bonds as required in this specification section and as listed in Division 1 closeout submittal procedures.

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H. Provide record drawings in accordance with Division 1 closeout submittal procedures.

I. Close out, on-site inspection will be at the discretion of the Architect after he receives the General Contractor’s NOTICE of “Certificate of Substantial Completion”.

END OF SECTION 04 22 00
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PART 1 - GENERAL

1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.02 SECTION INCLUDES
A. Structural steel framing members.

B. Structural steel support members, plates, and bracing angles.

C. Bolts, washers, and other steel accessories.

D. Base plates, shear stud connectors and expansion joint plates.

E. Grouting under base plates.

F. Prime coat painting and touch up.

G. Templates for cast-in-place anchor bolts.

1.03 RELATED REQUIREMENTS
A. Section 05 50 00 - Metal Fabrications.

B. Division 07 - Applied Fire Protection: Fireproof protection to framing and metal deck systems.

C. Division 09 - “Paintings and Coatings” for surface-preparation and priming requirements.

1.04 DEFINITIONS
A. Structural Steel: Elements of structural-steel frame, as classified by American Institute of Steel Construction (AISC) 303, "Code of Standard Practice for Steel Buildings and Bridges." B. Heavy Sections: Rolled and built-up sections as follows and subjected to special notch toughness, fabrication, welding and inspection requirements as defined in this specification:

1. Shapes included in ASTM A6 with flanges thicker than 2 inches.

2. Welded built-up members with plates thicker than 2 inches.

3. Column base plates thicker than 2 inches.

4. All ASTM A6 shapes with flange thickness greater than 1-1/2 inches that are part of the Seismic Force Resisting System.

5. Welded built-up members with plates thicker than 1-1/2 inches if part of the Seismic ForceResisting System.

C. Seismic Force Resisting System (SFRS): These elements are those which resist seismic loads and include braced frames, moment frames and collector elements and are indicated on the drawings.

D. Protected Zone: Areas of critical members in the Seismic Force Resisting System that are expected to behave inelastically during a seismic event. Refer to the Structural Drawings for designation of the Protected Zones. Within the Protected Zones, the following shall apply:

1. Discontinuities created by fabrication or erection operations such as tack welds, erection aids, air-arc gouging and thermal cutting shall be repaired as required by the Structural Engineer.

2. No welded shear studs and decking attachments (excluding decking arc spot welds) shall be placed on beam flanges.

3. No welded, bolted, screwed, or shot-in attachments for edge angles, exterior facades, partitions, duct work, piping and other construction.

E. Demand Critical Welds (DCW): Welds in the Seismic Force Resisting System which invoke special welding and inspection requirements in this specification. Welds shall be considered DCW on this project as defined for each SFRS indicated in AISC 341 and as otherwise indicated on the Drawings as DCW.

1.05 REFERENCE STANDARDS
A. Utilize the edition of the listed document as identified in the “Design Criteria Notes” in the structural drawings. If not listed in the “Design Criteria Notes”, use the edition adopted or referenced by the listed Governing Building Code or material standard. If no specific edition is adopted, use the latest edition.

1. AISC 360 - Specification for Structural Steel Buildings

2. AISC 303 - Code of Standard Practice for Steel Buildings and Bridges.

3. AISC 341 - Seismic Provisions for Structural Steel Buildings. 05 12 00

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4. AISC 358 - Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications.

5. ASTM A36 - Standard Specification for Carbon Structural Steel.

6. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

7. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

8. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

9. ASTM A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.

10. ASTM A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use.

11. ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

12. ASTM A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

13. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nut.

14. ASTM A572 - Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel.

15. ASTM A913 - Standard Specification for High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self-Tempering Process

16. ASTM A992 - Standard Specification for Structural Steel Shapes.

17. ASTM A1085 - Standard Specification for Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS)

18. ASTM C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).

19. ASTM E94 - Standard Guide for Radiographic Examination Using Industrial Radiographic Film.

20. ASTM E164 - Standard Practice for Contact Ultrasonic Testing of Weldments.

21. ASTM E165 - Standard Practice for Liquid Penetrant Testing for General Industry.

22. ASTM E709 - Standard Guide for Magnetic Particle Testing.

23. ASTM F436 - Standard Specification for Hardened Steel Washers Inch and Metric Dimensions.

24. ASTM F959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.

25. ASTM F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.

26. AWS D1.1 - Structural Welding Code.

27. AWS D1.8 - Structural Welding Code – Seismic Supplement.

28. RCSC (HSBOLT) - Specification for Structural Joints Using High-Strength Bolts; Research Council on Structural Connections.

29. SSPC-Paint 15 - Steel Joist Shop Primer/Metal Building Primer.

30. SSPC-Paint 20 - Zinc-Rich Coating (Type I - Inorganic, and Type II - Organic).

31. SSPC-SP 1 - Solvent Cleaning.

32. SSPC-SP 2 - Hand Tool Cleaning.

33. SSPC-SP 3 - Power Tool Cleaning.

34. SSPC-SP 6 - Commercial Blast Cleaning.

35. UL (FRD) - Fire Resistance Directory Current Edition.

1.06 SUBMITTALS
A. See Section 01 30 00 - Administrative Requirements, for submittal procedures.

B. Shop Drawings:

1. Direct copies (including electronic versions) of SEOR plans and details are not allowed. Using SEOR plans as a background for the development of the submittal plans is acceptable.

2. Submit shop drawings to Architect for review and obtain Architect’s acceptance prior to start of fabrication. Where shop drawings are resubmitted, the Contractor shall cloud and identify all changes made due to additions, deletions, and corrections to the shop drawing. Shop drawings resubmitted without each change being clouded and identified will be returned for resubmission. 05 12 00

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3. Shop drawings shall include complete details and schedules for fabrication and assembly of structural steel members, procedures, and diagrams.

4. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed by others.

5. Include layout, member size, and weights, materials used, and beam marks as well as orientation and relation of members to appropriate grid lines and setting elevations for column bases. Reference shop drawings to specific location and detail number on the Structural Drawings.

6. Include details of cuts, connections, splices, camber, holes, openings, doubler plates, stiffeners and other pertinent data, including bolt hole sizes, connection materials, and welded joint designations.

7. Include embedment drawings.

8. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain.

9. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify pretensioned and slip-critical high-strength bolted connections.

10. Indicate surface preparation and finishes.

11. Submit plans of all levels locating the edge of slab at perimeter and at interior openings at locations where bent plate closure occurs.

12. Identify members and connections of the Seismic-Force-Resisting System (SFRS).

13. Indicate locations and dimensions of protected zones.

14. Identify welds that are part of the SFRS.

15. Identify Demand Critical Welds.

16. Shop drawings shall include connection details drawn to scale for members of the Seismic Force-Resisting System.

17. Dimensions required to locate structural steel for manufactured items such as mechanical equipment, electrical equipment, dock levelers, etc., shall be coordinated and provided by the General Contractor. General Contractor shall also coordinate and provide dimensions to locate structural steel for window washing supports such as davits, tie-backs, etc.

18. Connections required but not specifically referenced.

C. Erection Procedures:

1. Submit procedures, methods, sequences of erection, temporary shoring and guying, and equipment proposed for erecting structural steel. Erection procedures are submitted for record only and therefore will not be returned to the Contractor.

D. Bearing Assemblies:

1. Submit shop drawings and technical specifications for the slide bearing assemblies used in the project.

E. Jacking and Tensioning Procedures:

1. Submit procedures, methods, sequences of jacking and tensioning, instrumentation and monitoring devices if implemented within the project.

F. Welding Procedure Specifications (WPSs) and Procedure Qualification Records (PQRs): Provide according to AWS D1.1, "Structural Welding Code - Steel," AWS D1.8, “Structural Welding Code – Seismic Supplement,” and AISC 341 for each welded joint whether prequalified or qualified by testing, including items listed below. All submitted Procedures shall be reviewed by the Testing Agency prior to use on the project. The Procedures will be submitted to the Engineer for review after review by the testing agency is complete.

1. The WPSs and PQRs shall include all essential variables and parameters required by AWS D1.1 and AWS D1.8.

2. Where backgouging is required provide back gouging criteria (e.g. smoothness, grinding, gouge shape, inspection by the welder, etc.) per AISC 341, AWS D1.1, and AWS D1.8.

3. Explicitly note which WPSs will be used for welding of members and connections of the SFRS and Demand Critical Welds.

4. For multi-pass welds define sequence and layering of passes. 05 12 00

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5. Welding Procedure Qualification Record (WPQR) Tests: For WPSs that are not pre-qualified per AWS D1.1, submit the supporting WPQR tests results conducted in accordance with AWS D1.1 along with the corresponding WPS.

6. When the required effective throat thickness of flare groove welds is larger than allowed by Table J2.2 of AISC “Steel Construction Manual”, submit data establishing by qualification the consistent production of such larger effective throat thickness. Qualification of effective throat thickness shall be as required by the AISC specification.

7. For non-prequalified, complete butt or grove welds of the SFRS, include CVN weld test records.

8. In addition to the WPS submit fabrication and erection procedures where needed to control shrinkage, fabrication tolerances, or to insure proper inspections.

9. Include CVN tests, requirements and procedures in compliance with AWS D1.1, AWS D1.8 and the requirements of the contract documents. Test temperature shall be specified herein. Where specified CVN properties in the contract documents exceed the minimum requirements in AWS D1.1 / AWS D1.8, CVN tests shall be performed to the properties in the contract documents.

10. All welds for the SFRS are according to AWS D1.8 as a minimum.

11. WPS and WPQR's shall include specific reference to the manufacturers make and model of weld material. Provide manufacturer's data sheet for all weld material indicating recommended welding parameters and variables.

G. Weld Shrinkage and Distortion Procedures: Submit weld shrinkage and distortion procedures for all welded connections where distortion due to weld shrinkage may cause damage to the steel material.

The welding sequence and procedures are to minimize the effect of weld shrinkage, residual stresses, and to maintain erection tolerances. These procedures shall be reviewed by Testing Agency, and then used by Testing Agency to verify conformance. As a minimum, procedures shall be submitted for the following connections:

1. Welding of continuity plates and doubler plates into the WF columns.

2. Field welding beam-to-column connection (include beam flange welds, rib welds, connection plate bolting and weld).

3. Welding columns to base plates.

H. Fastener Installation Procedures: Submit written procedures for the pre-installation testing, installation snugging, pre-tensioning, and post-installation inspection of fasteners. The procedures shall meet all requirements of the Research Council on Structural Connections (RCSC) "Specification for Structural Joints Using ASTM A325 or A490 Bolts" and the Contract Documents.

Provide installation procedure and inspection for direct tension indicator washers detailed in supplemental specifications provided by the manufacturer for approval.

I. Manufacturer's Mill Certificate: Certify that products meet or exceed specified requirements.

J. Mill test reports for structural steel, including chemical and physical properties, regardless of thickness or use. Reports shall comply with ASTM A6 and be submitted to the Owner’s Quality Assurance Agency.

1. Submit a mill report for each heat of steel used, and certified fastener reports for all fasteners, including nuts, washers and direct tension indicators prior to the start of fabrication. For unsatisfactory mill test report, retest steel.

2. Include Charpy test results for heavy sections and for materials where Charpy values are specified. Testing required per AISC 360 section A3.1c and AISC 341 section A3.3 and as specified herein.

3. Mill test reports shall include ladle analysis and tensile elongation.

4. Mill reports shall be traceable to individual pieces of steel used.

5. In addition to other requirements mill reports shall address the following elements: copper, columbium, chromium, nickel, molybdenum, silicone, and vanadium.

6. Provide mill reports for all welding consumables used on this project.

K. Fabricator Test Reports: Comply with ASTM A1011.

L. Welders' Qualification Statement: Welders' certificates in accordance with AWS B2.1 and dated no more than 12 months before start of scheduled welding work. Submit to welding special inspector for approval. Submit final copies to Architect for review.

M. General Contractor Verification of Compliance for Materials: General Contractor’s review and acceptance shall be included with each submittal stating that the Contractor has reviewed the submitted manufacturer’s test reports and certifications, and that the materials being furnished for 05 12 00

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the project are in conformance with the applicable standards and project documents. The review shall be submitted along with the manufacturer’s test reports and certifications for structural steel, fasteners, welding filler metals, and shear studs.

N. Product Test Reports and Certifications: Submit manufacturer’s test reports and certifications as listed below. Test Reports and Certifications are submitted for record only and therefore will not be returned to the Contractor. A copy of the test reports and certifications shall be sent to the owners Quality Assurance Agency. The Contractor Certificate of Compliance letter shall accompany the Manufacturer’s Certifications.

1. Bolts, nuts, and washers including mechanical properties and chemical analysis. Certifications for high strength bolts shall conform to certification requirements contained in ASTM A325, A490, F1852, F2280.

2. Direct-tension indicators.

3. Tension-control, high-strength bolt-nut-washer assemblies.

4. Shear stud connectors. Shear studs, as supplied, shall meet the requirements of AWS D1.1, Sections 7.2 and 7.3.

5. Shop primers.

6. Nonshrink grout.

7. Welding electrodes, fluxes and shielded gas products. Certifications shall satisfy the applicable AWS A5 and project requirements.

8. Spray-on fireproofing. Submit certificate issued by paint manufacturer ensuring compatibility between the primer and the spray-on fireproofing.

O. Submit fabricators identification mark system to Testing Agency prior to fabrication.

P. Fabricator's Qualification Statement.

Q. Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers, certifying that shop primers are compatible with topcoats.

R. As-Built Drawings: At the end of the work included in this Section submit a complete set of reproducible drawings incorporating all changes, additions and deletions to the Construction Drawings due to revisions, change orders, field conditions, or any other reason.

1.07 QUALITY ASSURANCE
A. Comply with the referenced ASTM standards for materials.

B. Verification of accuracy:

1. Engage and pay for a registered Professional Engineer or licensed Land Surveyor to check the alignment, plumbness, elevation, and overall accuracy of the erected framing at appropriate stages during construction and at completion of erection. Prior to erection, a survey shall be made of the as-built locations of all anchor rods and other embedded items associated with the attachment of structural steel. The party providing the survey shall submit written verification that the entire installation is in accordance with the contract documents and meets the allowable erection tolerances as set forth in the AISC "Code of Standard Practice for Steel Buildings and Bridges”.

2. Columns shall be verified at each lift. Column shim details and procedures shall be submitted for review.

C. Tests and Inspections: Provide special inspections and testing as described in the “Statement of Structural Special Inspections and Testing” within the structural drawings and as required by this section.

1. Unless waived in writing by the Architect and the Authority Having Jurisdiction, all materials, work, methods and equipment shall be subject to inspection at the mill, fabricating plant and at the building site. Material or workmanship not complying fully with the Contract Documents will not be accepted. The Contractor shall give the Testing Laboratory reasonable notice when ready for inspection and shall supply samples and test pieces and all facilities for inspection without extra charge.

D. Testing Agency: Shop and field testing and inspection of steelwork specified in this document or requested by the Owner will be performed by an independent agency engaged by the Owner.

1. The Testing Agency shall be furnished with the following:
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c. Information regarding time, place of rolling and shipment of materials to shop. d. If requested, representative sample pieces for testing. e. Full and ample means and assistance for testing materials. f. Access and facilities, including scaffolding, temporary work platforms, etc., for testing and inspection at all places where materials or components are stored, fabricated or erected in the mill, shop or field.
g. Complete set of welding procedures.
h. Welder qualifications.
i. AISC fabricator certification documents, QA/QC manual and most recent AISC audit, unless waived by the SEOR.
j. Reports for all Contractor tests and inspections.

2. In addition to the work specified elsewhere in the Contract Documents, the Testing Agency shall review the following for compliance with project specifications:
a. Fastener Installation Procedures.
b. WPSs and WPQRs.
c. Manufacturer’s Test Reports and Certifications.
d. Welder qualification.

E. Comply with applicable provisions of the governing building code, reference standards, specifications, and documents, except where more stringent requirements are shown or specified.

F. Structural steel members designated as architecturally-exposed structural steel (AESS) to also comply with Section 05 12 13.

G. All work shall be performed by qualified operators experienced in their field of work and as otherwise required by these specifications.

H. Fabricator Qualifications: Unless waived by the SEOR, a qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certified Plant, Category STD, unless waived by SEOR.

I. Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector, Category ACSE.

J. Shop-Painting Applicators: A qualified applicator with a minimum of 12 months prior experience working with the fabricator.

K. Welding Qualifications: Qualify procedures and personnel according to AWS D1.1 for each process, position and joint configuration. Each operator shall have been qualified as prescribed by AWS and shall be approved by the Testing Agency. Qualification performed more than six months prior to the start of the welding by the welder is acceptable, provided written documentation is submitted showing that the welder has continued to use the applicable welding process on an ongoing basis since the test was conducted, with no lapse in service exceeding six months.

1. Welder Certificates shall be submitted to Testing Agency prior to welding.

2. Welders shall be checked by welding inspector. Those not doing satisfactory work may be removed, and may be required to pass qualification tests again. All qualification testing shall be at the Contractor's expense.

3. Require welders to retake the qualification test if, as determined by the Architect or Testing Agency, there is a reasonable doubt as to the proficiency of the welder. If the welder does not requalify, he shall not perform any welding on the project.

4. In addition to AWS D1.1 requirements on welder Qualification, qualify welders making welds with restricted access (such as welding the bottom flanges of girders to column flanges through cope or access holes in the girder webs) by using a mock-up assembly identical to the actual conditions of producing weldments in the field, using the approved WPS.

5. Welder qualification shall include passing the bend test.

6. Welders and welding operators performing work on Demand Critical Welds, beam bottom flange to column welds, or welds that must be made by welding through a beam access hole shall pass the supplemental welder qualification testing, as required by AWS D1.8. a. Supplemental Qualification test shall be in accordance with AWS D1.8. The qualification test specimens shall be made with the same electrodes, processes and welding procedures that will be used on this project and also using the highest weld deposition rate allowed by the WPS.
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b. Documentation showing that a welder has passed a similar qualification test within the last 36 months will be acceptable if in the opinion of the Testing Agency the test meets the criteria.
c. Testing Agency will perform and/or witness the tests on the qualification test specimen. d. FCAW-S and FCAW-G shall be considered separate processes for welding personnel qualification.

L. Contractor’s Quality Control Plan: Quality Control includes the functions performed by the Contractor to ensure that the material and workmanship of structural steel construction meets the project specifications and applicable standards. The Contractor shall submit a Quality Control Plan that addresses all inspection issues, including fabrication/erection testing and inspection per AWS D1.1, AWS D1.8 and AISC 341 Chapter J. The verification testing and inspection carried out by the Testing Agency does not relieve the contractor of the responsibility for conducting their own quality control/inspection program to ensure the requirements of the Contract Documents have been met.

The Contractor’s Quality Control Plan will be reviewed by the Testing Agency.

M. Protected Zone: The Contractor’s Quality Control Plan shall include procedures that will be followed to ensure the Protected Zone is clearly identified on the required elements of the Seismic Load Resisting System and all necessary subcontractors are made aware of the requirements of this section.

N. Quality Control Inspector Qualifications: Along with Quality Control Plan, Contractor shall submit written qualifications for all inspectors to be assigned Quality Control functions for structural steel work, including general inspection, bolting inspection, welding inspection, and non-destructive testing. Qualifications for welding inspectors shall show evidence of ability to monitor all WPS variables, check weld sizes, and visually detect weld defects.

O. Prefabrication and Preinstallation Conference: Prior to performing fabrication or erection work, there shall be a pre-fabrication and pre-erection meeting to review welding procedures, bolting procedures, and inspection requirements for all welding and bolting operations. The meeting shall include the following individuals: Owner’s Representative, Testing Agency, Special Inspector, Steel Fabricator and Erector personnel supervising the shop, field and Quality Control work.

P. Paint:

1. Single Source Responsibility: Provide primers and other undercoat paint produced by same manufacturer as finish coats. Use thinners approved by paint manufacturer, and use within recommend limits.

2. Coordination of Work: Review other Sections in which prime paints are to be provided to ensure compatibility of coatings system for various substrates. Upon request, furnish information or characteristics of finish materials to be used.

3. Requirements of Regulatory Agencies: Comply with applicable rules and regulations of governing agencies for air quality control.

Q. Maintain one copy of each document on site.

1.08 DELIVERY, STORAGE, AND HANDLING
A. Store materials to permit easy access for inspection and identification.

B. Store fasteners in a protected place in sealed containers with manufacturer's labels intact.

C. Requirements for storage and handling of electrodes shall be per AWS D1.1 and AWS D1.8.

Additional requirements include:

1. Long term storage of weld consumables shall be indoors, where moisture or dew does not collect, and in undamaged manufacturer’s shipping bags, boxes, and containers.

2. Open Flux Cored Arc Welding (FCAW) electrodes shall be completely covered during hours of non-use (i.e., weekends, nights of nonuse, days of nonuse, etc.). Where rain or dew could be expected to collect (i.e., open floors of erection site, open shop bays, etc.), electrodes shall also be covered.

3. Electrode Storage and Exposure Limits for Demand Critical Welds: The exposure time limit for electrodes shall be in conformance with AWS D1.8 Section 6.4.

1.09 COORDINATION
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A. Surveys: Contractor shall conduct field surveys and field verification as required to incorporate existing conditions from previous works, such as foundations and existing buildings, to the work before shop drawings are produced.

B. Coordinate installation of anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, templates, instructions, and directions for installation.

C. Notify the Owner’s Representative in sufficient time prior to shop or field fabrication or erection to permit testing and inspection without delaying work.

D. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' recommendations to ensure that shop primers and topcoats are compatible with one another.

PART 2 - PRODUCTS

2.01 MATERIALS
A. All hot rolled steel shapes, plates, and bars shall be new steel conforming to ASTM A6, unless otherwise noted in the Drawings. Structural steel shall be as follows:

1. Wide Flange and WT Shapes: ASTM A992.

2. M- and S- Shapes: ASTM A36.

3. C- and MC- Shapes: ASTM A992.

4. L- Shapes: ASTM A572 Grade 50.

5. Round HSS: ASTM A500 Grade C (Fy = 46 ksi).

6. Rectangular HSS: ASTM A500 Grade C (Fy = 50 ksi).

7. Pipe: ASTM A53, Grade B (Fy = 35 ksi).

8. Base Plates up to 4” thick: ASTM A572 Grade 50.

9. All other Plate Material: ASTM A572 Grade 50.

10. Built-Up Columns: ASTM A572 Grade 50.

11. Plate Girders: ASTM A572, Grade 50.

12. Connection Material:
a. Column Continuity Plates and Doubler Plates: ASTM A572 Grade 50. b. Brace Frame Gusset Plates: ASTM A572 Grade 50.

B. Heavy sections as defined in this specification: ASTM A36 and/or ASTM A572 Grade 50 with supplementary requirements S5 Charpy V-Notch Impact Test and ASTM A6 with supplementary requirements S91 Fine Austenitic Grain Size. For location of Charpy V-Notch test, see ASTM A6 Supplementary Requirement S30. Charpy V-Notch test shall be per ASTM A673, frequency P and shall meet a minimum average value of 20 ft-lbs absorbed energy at 70 degrees Fahrenheit.

C. Steel using complete joint penetration groove welds that fuse through the thickness of the flange or web that is part of the SFRS shall have a minimum Charpy V-notch impact testing value of 20 ft-lbs at 70 degrees Fahrenheit.

D. Heavy Sections in the Seismic Force-Resisting System shall be supplied with Charpy V-notch (CVN) testing in accordance with AISC 341 requirements.

E. Welding Materials

1. Welding Material: Filler metal requirements shall conform to AWS D1.1, and AISC "Specification for Structural Steel Buildings". Filler metal used in welds designated as part of the SFRS or as Demand-Critical shall comply with AWS D1.8. Minimum classified tensile strength of 70 ksi (E70). Use low hydrogen electrodes as defined by AWS D1.1, unless noted otherwise. For all CJP welds used on Heavy Structural Sections that are not part of the Seismic Load Resisting System the filler metal shall have a Charpy V-Notch (CVN) toughness of at least 20 ft-lb at 70 degrees Fahrenheit.

2. Welding Materials for Seismic Force Resisting System:
a. All filler metal used in the Seismic Load Resisting System shall have a Charpy V-Notch (CVN) toughness not less than of 20 ft-lb at 0 degrees Fahrenheit, using AWS A5 classification test methods.
b. Filler metal for welds defined as Demand Critical Welds (DCW) shall have a Charpy V-Notch (CVN) toughness of 20 ft-lb at minus 20 degrees Fahrenheit as determined by the 05 12 00

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appropriate AWS classification test method and 40 ft-lb at 20 degrees above the lowest anticipated service temperature of the structure as determined by AISC 341 and AWS D1.8. c. Refer to AISC 341 and AWS D1.8 for additional filler metal requirements.

F. Bolts, Connectors, and Anchors

1. High-Strength Bolts, Nuts, and Washers: ASTM A325, Type 1, heavy-hex steel structural bolts unless noted otherwise; ASTM A563, Grade C heavy-hex carbon-steel nuts or equal per ASTM A325-10 Section 3.2; and ASTM F436, Type 1, hardened carbon-steel washers; all with plain finish. ASTM F1852 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A325 bolts.

2. High-Strength Bolts, Nuts, and Washers: ASTM A490, Type 1, heavy-hex steel structural bolts, where noted on drawings; ASTM A563, Grade DH, heavy-hex carbon-steel nuts or equal per ASTM A490-10 Section 3.2; and ASTM F436, Type 1, hardened carbon-steel washers with plain finish. ASTM F2280 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A490 bolts.

3. Zinc-Coated High-Strength Bolts, Nuts, and Washers: ASTM A325, Type 1, heavy-hex steel structural bolts; ASTM A563, Grade DH heavy-hex carbon-steel nuts; and ASTM F436, Type 1, hardened carbon-steel washers.
a. Finish: Hot-dip zinc coating.
b. Zinc-Coated ASTM F1852 Twist-Off Type Torque Control Bolts are a suitable alternative to ASTM A325 bolts.

4. Unfinished Bolts and Nuts (Machine Bolts) and Threaded Rods: ASTM A307, Grade A, low carbon steel bolts and nuts; ASTM F436, Type 1, hardened carbon-steel washers.

5. Shear Studs: ASTM A108, Grades 1015 or 1020, headed-stud type, cold-finished carbon steel; AWS D1.1, Type B and conform to requirements of AWS D1.1 Section 7. a. Tensile strength, 60,000 psi.
b. Elongation in 2 inches, 20 percent
c. Reduction of area, 50 percent.

6. Unheaded Anchor Rods: ASTM F1554 Grade 36, Grade 55 (weldable per S1 Supplementary Requirements), or Grade 105, where noted on drawings.
a. Configuration: Straight
b. Nuts: ASTM A563 heavy-hex carbon steel.
c. Plate Washers: ASTM A572 Grade 50 carbon steel.
d. Washers: ASTM F436, Type 1, hardened carbon steel.
e. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

7. Headed Anchor Rods: ASTM F1554 Grade 36, ASTM F1554 Grade 55, weldable where notes on drawings, or ASTM F1554 Grade 105.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Plate Washers: ASTM A572 Grade 50 carbon steel.
c. Washers: ASTM F436, Type 1, hardened carbon steel.
d. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

8. Threaded Rods: ASTM A36 or A572, Grade 50.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Plate Washers: ASTM A572 Grade 50 carbon steel.
c. Washers: ASTM F436, Type 1, hardened carbon steel.
d. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C.

9. Williams 150 KSI All-Thread-Bars.
a. Nuts: ASTM A29 or A576 hex.
b. Plate Washers: ASTM A572 Grade 50 carbon steel.
c. Washers: ASTM F436, Type 1, hardened carbon steel.
d. Finish: Plain or Hot-dip zinc coating, ASTM A153, Class C. e. Williams 150 ksi All-Thread-Bar is not to be subjected to the heat of a torch, welding or used as a ground.

10. Tie Rods: ASTM A36 or A572, Grade 50.
a. Nuts: ASTM A563 heavy-hex carbon steel.
b. Washers: ASTM F436, Type 1, hardened carbon steel.
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