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ABCC P2 - Bldg 2 - 0-S0.60 (1)_1SECTION 013330 - STRUCTURAL SUBMITTALS PART 1 - GENERAL 1.1 SECTION INCLUDES A. Structural submittals include shop drawings, design calculations, diagrams, illustrations, schedules, performance charts, nomenclature charts, samples, brochures and other data prepared by the Contractor or any subcontractor, manufacturer, supplier, fabricator, or distributor and which illustrate some portion of the Project. B. Submittals by the Contractor are not a part of the Contract Documents. 1.2 RELATED SECTIONS A. Section 01 33 00 - Submittals 1.3 SUBMITTAL PROCEDURES A. Prior to the initial submittal, Contractor shall submit to the Design Professional a completed Submittal Information and Schedules form given in Appendix I. B. Submittals shall be accompanied by a transmittal letter with the following information: 1. Project name. 2. Contractor's name. 3. Date submitted. 4. Description of items submitted; identify work and product by Specification Section. 5. Number of drawings and other pertinent data. C. Provide blank space on each submittal for the Design Professional's review stamp. D. The type and number of submittals for each item shall be in accordance with Section 013000. E. Contractor shall direct specific attention on the submittal to any deviation from the Contract Documents. 1.4 CONTRACTOR RESPONSIBILITY A. Contractor shall make all submittals in advance of installation or construction to allow the Design Professional sufficient time for review. B. Contractor shall stamp and sign each sheet of shop drawings and product data, and sign or initial each sample to certify compliance with requirements of Contract Documents. SUBMITTALS RECEIVED WITHOUT THE CONTRACTOR'S STAMP OF REVIEW WILL BE RETURNED TO THE CONTRACTOR FOR REVIEW AND RESUBMITTAL. C. Contractor shall understand that the submittal of the required documents does not constitute compliance with the requirements of the Contract Documents; only submittals reviewed by the Design Professional constitute compliance. D. It is the Contractor's responsibility to furnish equipment, materials, and labor for the Project which meets the requirements of the codes and authorities quoted as well as the Contract Documents. Proprietary items specified herein only establish a minimum functional and aesthetic standard and it is incumbent upon the Contractor to ascertain conformance of these proprietary items or any proposed substitution with the codes and authorities. E. By reviewing, approving and submitting shop drawings, product data, or samples, Contractor thereby represents that he has determined and verified all field measurements, field construction criteria, materials, member sizes catalog numbers, and similar data and that he has checked and coordinated shop drawings with the requirements of the Project and of the Contract Documents. F. Work requiring shop drawings, whether called for by the Contract Documents or requested by the Contractor, shall not commence until the submission has been reviewed by the Design Professional. Work may commence if the Contractor verifies the accuracy of the Design Professional's corrections and notations and complies with them without exception and without requesting change in Contract Sum or Contract Time. 1.5 DESIGN PROFESSIONAL REVIEW A. Design Professional will review submittals with reasonable promptness. B. Design Professional's review or corrections refer only to the general arrangement and conformance of the subject of the submittals with the design concept of the project and with the information given in the Contract Documents. Under no conditions should the Contractor consider the review to include the dimensions, quantities, and details of the items nor the approval of an assembly in which the item functions. C. Design Professional's review shall not relieve the Contractor from responsibility for errors or omissions in the submittals. D. Design Professional's review of submittals shall not relieve the Contractor of responsibility for any deviation from the requirements of the Contract Documents unless the Contractor has directed specific attention to the deviation at the time of submission and the Design Professional has given written approval to the specific deviation. E. Design Professional's review of submittals shall not be construed as authorizing any change in the Contract Sum or Contract Time. 1.6 SHOP DRAWINGS A. Present in a clear and thorough manner. Title each drawing with Project name and number; identify each element of drawings by reference to sheet number and detail of Contract Documents. B. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic drawing files will not be provided to the Contractor. C. Identify field dimensions; show relationship to adjacent or critical features of Work or products. D. A copy of the marked structural shop drawings with the Design Professional's review stamp is to be maintained at the job site. 1.7 PRODUCT DATA A. Submit only pages which are pertinent; mark each copy of standard printed data to identify pertinent products, referenced to Specification Section and Article number. Show reference standards, performance characteristics, and capacities; wiring and piping diagrams and controls; component parts; finishes; dimensions; and required clearances. B. Modify manufacturer's standard schematic drawings and diagrams to supplement standard information and to provide information specifically applicable to the work. Delete information which is not applicable. C. Provide manufacturer's preparation, assembly, and installation instructions. 1.8 SAMPLES A. Submit full range of manufacturer's standard finishes except where more restrictive requirements are specified, indicating colors, textures, and patterns. B. Submit samples to illustrate functional characteristics of products, including parts and attachments as required by Design Professional. C. Approved samples which are of proper size may be incorporated in Work. D. Label each sample with identification. E. Field Finishes: Provide full samples at Project, at location acceptable to Design Professional, as required by individual Specification Section. Install each sample complete and finished. Acceptable finishes in place may be retained in completed work. 1.9 RESUBMITTALS A. When submittals are returned to the Contractor with the Design Professional's corrections the Contractor shall make the required corrections. Upon request, resubmit one corrected set. B. Contractor shall direct specific attention on the resubmittal to all revisions including those requested by the Design Professional on previous submission. 1.10 DISTRIBUTION A. Distribute reproductions of shop drawings, copies of product data, and samples which bear the Design Professional's review stamp to job site file, Record Documents file, subcontractors, suppliers, other affected contractors, and other entities requiring information. B. Work shall be in accordance with and performed from the reviewed drawings. PART 2 - PRODUCTS Not Used. PART 3 - EXECUTION Not Used. END OF SECTION APPENDIX I SUBMITTAL INFORMATION AND SCHEDULES PROJECT CONTRACTOR CONTRACTOR’S ADDRESS PROJ. MANAGER PHONE ( ) FAX ( ) SUPERINTENDENT PHONE ( ) FAX ( ) MOBILIZATION DATE PROJECTED SUBMITTAL DATES Remarks: COMPLETED BY DATE END OF APPENDIX I SECTION 031000 - CONCRETE FORMWORK PART 1 - GENERAL 1.1 SECTION INCLUDES A. Section includes the design and erection of formwork, shoring and reshoring for cast-in-place concrete and accessories. 1.2 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 032000 - Concrete Reinforcement. C. Section 033000 - Cast-in-Place Concrete. 1.3 REFERENCES A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials. B. ACI 301 - Standard Specifications for Structural Concrete. C. ACI 318 - Building Code Requirements for Structural Concrete. D. ACI 347 – Guide to Formwork for Concrete. E. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types). F. ASTM E154 - Standard Test Methods for Water Vapor Retarders Used in Contact with Earth Under Concrete Slabs, on Walls, or as Ground Cover. 1.4 SUBMITTALS A. Product Data: For each of the following: 1. Exposed surface form-facing material. 2. Concealed surface form-facing material. 3. Form liners. 4. Form ties. 5. Isolation joint filler. 6. Inserts. 7. Waterstops. 8. Form-release agent. B. Shop Drawings: Prepared by, and signed and sealed by, a qualified professional engineer responsible for their preparation, detailing fabrication, assembly and support of forms. 1. For exposed vertical concrete walls, indicate dimensions and form tie locations. 2. Indicate dimension and locations of construction and movement joints required to construct the structure in accordance with ACI 301. a. Location of construction joints is subject to approval of the Architect. 3. Indicate location of waterstops. 4. Indicate form liner layout and form line termination details. 5. Indicate proposed schedule and sequence of stripping of forms, shoring removal and reshoring installation and removal. 3.5 VAPOR BARRIER A. Where indicated on Drawings, place vapor barrier over sewer, piping, and granular subbase, but below conduits and ducts, and behind insulation and expansion joints at sidewalls. B. Lap vapor barrier six inches minimum at splices. C. Do not puncture vapor barrier. 3.6 REMOVING AND REUSING FORMS A. Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete. Concrete has to be hard enough to not be damaged by form-removal operations and curing and protection operations need to be maintained. 1. Leave formwork for beam soffits, joists, slabs, and other structural elements that support weight of concrete in place until concrete has achieved at least 70 percent of its 28-day design compressive strength. 2. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores. B. Clean and repair surfaces of forms to be reused in the Work. 1. Split, frayed, delaminated, or otherwise damaged form-facing material are unacceptable for exposed surfaces. 2. Apply new form-release agent. C. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. 1. Align and secure joints to avoid offsets. 2. Do not use patched forms for exposed concrete surfaces unless approved by Architect. 3.7 SHORING AND RESHORING INSTALLATION A. Comply with ACI 318 (ACI 318M) and ACI 301 (ACI 301M) for design, installation, and removal of shoring and reshoring. 1. Do not remove shoring or reshoring until measurement of slab tolerances is complete. 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. 3.8 FIELD QUALITY CONTROL A. Special Inspections: Owner will engage a [special inspector] [and] [qualified testing and inspecting agency] to perform field tests and inspections and prepare test reports. B. Testing Agency: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports. C. Inspections: 1. Inspect formwork for shape, location, and dimensions of the concrete member being formed. 2. Inspect insulating concrete forms for shape, location, and dimensions of the concrete member being formed. END OF SECTION SECTION 032000 - CONCRETE REINFORCEMENT PART 1 - GENERAL 1.1 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 031000 – Concrete Formwork C. Section 033000 – Cast-In-Place Concrete. 1.2 REFERENCES A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials. B. ACI 301 - Standard Specifications for Structural Concrete. C. ACI 318- Building Code Requirements for Structural Concrete. D. ASTM A1064- Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete Reinforcement. E. ASTM A615- Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. F. ASTM A706- Standard Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement. G. AWS D12.1- Recommended Practices for Welding Reinforcing Steel Metal Inserts, and Connections in Reinforced Concrete Construction. H. AWS D1.4- Structural Weld Code - Reinforcing Steel. I. CRSI - - Manual of Practice, and Documents 63 and 65. 1.3 SUBMITTALS A. Shop drawings: Comply with ACI SP-066 1. Notify Design Professional prior to detailing reinforcing steel shop drawings. 2. Include placing drawings that detail fabrication, bending, and placement. 3. Include bar sizes, lengths, materials, grades, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, location of splices, lengths of lap splices, details of mechanical splice couplers, details of welding splices, tie spacing, hoop spacing, and supports for concrete reinforcement. 4. Written description of reinforcement without adequate sections, elevations, and details is not acceptable. 5. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic drawing files will not be provided to the Contractor. B. Submit a certification from each manufacturer or supplier stating that materials meet the requirements of the ASTM and ACI standards referenced. C. Submit mill test reports D. Submit manufacturer's data for tensile and compressive splicers. E. Submit manufacturer's data including installation recommendations for dowel adhesive. 1.4 QUALITY ASSURANCE A. Coordinate and schedule in a timely manner with the Structural Testing/Inspection Agency the following quality related items: 1. Verify reinforcing steel for quantity, size, location, and support. 2. Verify proper reinforcing steel concrete coverage. 3. Inspect mechanical splice couplers and reinforcement welding. B. The Structural Testing/Inspection Agency shall be qualified in accordance with ASTM C1077 and ASTM E329 for testing indicated. 1.5 STORAGE AND PROTECTING A. Store reinforcing steel above ground so that it remains clean. Maintain steel surfaces free from materials and coatings which might impair bond. PART 2 - PRODUCTS 2.1 MATERIALS A. Deformed reinforcing steel shall conform to ASTM A615, refer to Structural Drawings for grade (Grade 60 minimum). B. Welded steel wire fabric shall conform to ASTM A1064. 2.2 ACCESSORY MATERIALS A. Annealed steel tie wire shall be 16-1/2 gage minimum. B. Bar supports shall be plastic-tipped steel Class I bar supports conforming to CRSI Specifications. Concrete brick may be used to support reinforcement to obtain proper clearance from earth. 2.3 SPLICERS A. Tensile splicers shall be capable of developing 125% of the reinforcing steel ASTM specified minimum yield strength. B. Compression splicers shall be the mechanical type such that the compression stress is transmitted by end bearing held in concentric contact. 2.4 DOWEL ADHESIVE A. Adhesive for reinforcing dowels in existing concrete shall conform to ASTM C881-13, Type IV, Grade 3, CLASS A, B, & C except gel times and epoxy content. Adhesive shall consist of a two component adhesive system contained in side by side packaging connected to a mixing nozzle which thoroughly mixes the components as it is injected into the hole. Adhesive shall have passed ICC Evaluation Services, Inc. Acceptance Criteria 308 for long term creep and be specifically approved for use in cracked concrete. PART 3 - EXECUTION 3.1 FABRICATION A. Fabricate steel in accordance with ACI 318 and CRSI standards. B. Bend bars cold. Do not heat or flame cut bars. No field bending of bars partially embedded in concrete is permitted, unless specifically approved Design Professional and checked by Testing and Inspection Agency for cracks. C. Weld only as indicated. Perform welding in accordance with AWS D12.1 and or AWS D1.4. D. Tag reinforcing steel for easy identification. 3.2 INSTALLATION A. Before placing concrete, clean reinforcement of foreign particles and coatings. B. Place, support, and secure reinforcement against displacement in accordance with ACI 318 and CRSI standards. Do not deviate from alignment or measurement. C. Place concrete beam reinforcement support parallel to main reinforcement. D. Install welded-wire reinforcement in longest practicable lengths. 1. Locate welded wire fabric in the top third of slabs unless otherwise noted in drawings. 2. Overlap mesh one lap plus two inches at side and end joints. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wires. 3. Support spacing shall not exceed 2 feet. E. Furnish and install dowels or mechanical splices at intersections of walls, columns and piers to permit continuous reinforcement or development lengths at such intersections. F. Maintain cover and tolerances in accordance with ACI and CRSI Specifications, unless indicated otherwise on Structural Drawings. G. Preserve clearance between bars of not less than 1 inch, not less than one bar diameter, or not less than 1-1/3 times size of large aggregate, whichever is greater. H. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces. 3.3 INSTALLATION TOLERANCES A. Comply with ACI 117 for installation tolerances. 3.4 SPLICES A. Do not splice reinforcement except as indicated on Structural Drawings. B. Stagger splices in accordance with ACI 318. C. Tension couplers may be used and installed in accordance with manufacturer's specifications. 3.5 DOWELS IN EXISTING CONCRETE A. Install dowels and dowel adhesive in accordance with manufacturer’s recommendations. B. Minimum embedment length shall be 12 bar diameters, unless noted otherwise. END OF SECTION FOUNDATION, CONCRETE & REINFORCING STRUCTURAL STEEL MASONRY SUBMITTAL DATE SUBMITTAL DATE SUBMITTAL DATE Site Preparation & Equipment Information Fabricator / Erector Qualifications Concrete Mix Design Anchor Bolt & Embedded Items Foundation Reinforcing Erection & Detail Drawings SUBMITTAL DATE Trusses WOOD 2.6 DOVETAIL ANCHORS A. Dovetail anchors shall consist of 24 gage galvanized steel dovetail anchoring slots with filler strips and 16 gage galvanized dovetail anchors, unless otherwise noted on Drawings. 2.7 VAPOR BARRIER A. Vapor barrier shall consist of polyethylene sheet. See Architect for thickness. 2.8 ISOLATION JOINT FILLER A. Asphalt impregnated premolded fiberboard isolation joint filler shall conform with ASTM D1751 and be 1/2-inch thick by full thickness of slab or joint, unless indicated otherwise on the Drawings. 2.9 CONSTRUCTION JOINTS A. Provide key type steel forms by Vulcan screed joints, Burke Keyed Kold joint form or Form-A-Key. PART 3 - EXECUTION 3.1 INSTALLATION OF FORMWORK A. Comply with ACI 301. B. Construct formwork, so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117 and to comply with the Surface Finish designations specified in Section 033000 "Cast-In-Place Concrete" for as-cast finishes. C. Limit concrete surface irregularities as follows: 1. Surface Finish-1.0: ACI 117 Class D, 1 inch (25 mm). a. To be used on concrete surfaces not exposed to view. 2. Surface Finish-2.0: ACI 117 Class B, 1/4 inch (6 mm). a. To be used on concrete surfaces exposed to view. 3. Surface Finish-3.0: ACI 117 Class A, 1/8 inch (3.0 mm). a. To be used where noted on the drawings for architecturally finished concrete. D. Construct forms tight enough to prevent loss of concrete mortar. 1. Minimize joints. 2. Exposed Concrete: Symmetrically align joints in forms. E. Construct removable forms for easy removal without hammering or prying against concrete surfaces. 1. Provide crush or wrecking plates where stripping may damage cast-concrete surfaces. 2. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. 3. Install keyways, reglets, recesses, and other accessories, for easy removal. F. Do not use rust-stained, steel, form-facing material. G. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. 1. Provide and secure units to support screed strips 2. Use strike-off templates or compacting-type screeds. H. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. 1. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. 2. Locate temporary openings in forms at inconspicuous locations. I. Chamfer exterior corners and edges of permanently exposed concrete. Provide 3/4-inch chamfer at all corners. J. At construction joints, overlap forms onto previously placed concrete not less than 12 inches. K. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. 1. Determine sizes and locations from trades providing such items. 2. Obtain written approval of Architect prior to forming openings not indicated on Drawings. L. Construction and Movement Joints: 1. Construct joints true to line with faces perpendicular to surface plane of concrete. 2. Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Design Professional. 3. Place joints perpendicular to main reinforcement. 4. Locate joints for beams, slabs, joists, and girders in the middle third of spans. a. 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 per Specification 033000 Cast-In-Place Concrete. a. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible. 7. Provide construction joints in accordance with ACI 318. 8. Provide 1 1/2-inch-deep key type construction joints at end of each placement for slabs, beams, walls, and footings. Bevel forms for easy removal. 9. Remove loose particles and latency from surface prior to placing the next lift. Chip the surface to a depth sufficient to expose sound concrete. M. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. 1. Locate ports and openings in bottom of vertical forms, in inconspicuous location, to allow flushing water to drain. 2. Close temporary ports and openings with tight-fitting panels, flush with inside face of form, and neatly fitted, so joints will not be apparent in exposed concrete surfaces. N. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete. O. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment. P. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement. Do not allow excess form release agent to accumulate in forms or come in contact with concrete surfaces against which fresh concrete will be placed. 3.2 CAMBER A. Camber formwork for slabs and beams to compensate for anticipated deflections in formwork prior to hardening of concrete to maintain tolerances specified by ACI 117. B. Set screeds to a like camber to maintain specified concrete thickness. 3.3 FOUNDATION ELEMENTS A. Form foundation elements if soil or other conditions are such that earth trench forms are unsuitable. B. Sides of exterior foundation walls, and turned-down slabs shall be formed. C. Maintain minimum coverage of reinforcing steel as indicated on Structural Drawings. 3.4 INSTALLATION OF EMBEDDED ITEMS A. Set and secure embedded plates, bearing plates, and anchor bolts in accordance with approved setting drawings and in such a manner to prevent displacement during placement of concrete. B. Install anchor rods, accurately located, to elevations required and complying with tolerances in Section 7.5 of AISC 303. C. Install and secure in position required inserts, hangers, sleeves, anchors, and nailers. D. Install continuous vertical dovetail anchoring slots with filler strips at intersections of concrete and masonry walls unless indicated otherwise by the Drawings. E. Clean embedded items immediately prior to concrete placement. 1.10 FRESH UNIT WEIGHT A. Normal weight concrete shall have a fresh unit weight of 140 to 152 pcf. 1.11 AIR CONTENT A. No entrained air content is required in concrete placed in the foundation. B. Provide entrained air content per the table below and exposure category specified on structural drawings. Tolerance on air content as delivered shall be +/-1.5 percent. 1.12 WATER/CEMENT RATIO A. Concrete elements shall have a maximum water cement ratio of 0.50, unless noted otherwise. B. Air entrained concrete elements shall have a maximum water cement ratio of 0.45. 1.13 SUBMITTALS A. Submit a concrete mix design as specified above for each type of concrete included in the work. B. Submit a certification from each manufacturer or supplier stating that materials meet the requirements of the ASTM and ACI standards referenced. C. Submit manufacturer's data including Product Data and installation instructions for the following items. Manufacturer’s Data shall include the name of the manufacturer and date of the publication. All manufacturers’ data shall be maintained at the project site by the contractor. 1. Admixtures 2. Curing materials 3. Joint sealing materials 4. Expansion joint filler 5. Patching compounds 6. Bonding agents PART 2 -PRODUCTS 2.1 MATERIALS A. Materials designated by specific manufacturer's trade names are approved, subject to compliance with the quality and performance indicated by the manufacturer. Instructions and specifications, published by the manufacturer of such materials are included in and are a part of these specifications. Upon request, provide certification from manufacturer or supplier that materials designated by reference to ASTM and ACI standards meet the requirements of these standards. 2.2 CONCRETE STRENGTH A. Provide concrete strengths indicated on the Structural Drawings. 2.3 CEMENT A. Portland cement shall conform to ASTM C150, Type I, unless noted otherwise. Use one brand only. 2.4 AGGREGATE A. Fine aggregate shall conform to ASTM C33. B. Coarse aggregate of gravel or crushed stone shall conform to ASTM C33, Class 3M. Size coarse aggregate in accordance with ACI 318. 2.5 WATER A. Water shall be potable and free of deleterious substances in accordance with ACI 318. 2.6 AIR ENTRAINING AGENT A. Air entraining agent shall conform to ASTM C260. 2.7 WATER REDUCER A. Water reducing agent shall conform to ASTM C494. 2.8 HIGH-RANGE WATER REDUCER A. High-range water reducers (superplasticizers) shall conform to ASTM C494. 2.9 CHLORIDE A. Use no chlorides of any form in concrete. 2.10 CURING MATERIALS A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete. B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry. C. Moisture-Retaining Cover: ASTM C171, polyethylene film burlap-polyethylene sheet. 1. Color: a. Ambient Temperature Below 50 deg F (10 deg C): Black. b. Ambient Temperature between 50 deg F (10 deg C) and 85 deg F (29 deg C): Any color. c. Ambient Temperature Above 85 deg F (29 deg C): White. D. Curing Paper: Eight-feet- (2438-mm-) wide paper, consisting of two layers of fibered kraft paper laminated with double coating of asphalt. E. Water: Potable or complying with ASTM C1602/C1602M. F. Clear, Waterborne, Membrane-Forming, Dissipating Curing Compound: ASTM C309, Type 1, Class B. G. Clear, Waterborne, Membrane-Forming, Nondissipating Curing Compound: ASTM C309, Type 1, Class B, certified by curing compound manufacturer to not interfere with bonding of floor covering]. H. Clear, Waterborne, Membrane-Forming, Curing Compound: ASTM C309, Type 1, Class B, 18 to 25 percent solids, nondissipating, certified by curing compound manufacturer to not interfere with bonding of floor covering]. I. Clear, Solvent-Borne, Membrane-Forming, Curing and Sealing Compound: ASTM C1315, Type 1, Class A. Must meet LEED Volatile Organic Carbon regulations. J. Clear, Waterborne, Membrane-Forming, Curing and Sealing Compound: ASTM C1315, Type 1, Class A. Must meet LEED Volatile Organic Carbon regulations. 2.11 FLY ASH A. Fly ash shall be Class F fly ash with a loss on ignition of less than five percent or Class C fly ash with a loss on ignition of less than one percent in accordance with ASTM C618. 2.12 ACCELERATORS A. Non-chloride accelerators shall conform to ASTM C494. 2.13 RETARDERS A. Retarders shall conform to ASTM C494. PART 3 - EXECUTION 3.1 HIGH-RANGE WATER REDUCERS A. High-range water reducers are to be added at dosage recommended by the manufacturer. The slump of the concrete shall be one to four inches at the time the high-range water reducers are added. Do not permit fresh concrete containing superplasticizers to come in contact with fresh concrete not containing superplasticizers. 3.3 ADDITION OF WATER AT JOB SITE A. Provide batch tickets indicating the amount of mix water withheld at the batch plant for each load of concrete delivered. Water may be added to the batch only if neither the maximum permissible water/cement ratio nor the maximum slump is exceeded. B. Water shall not be added to the batch after the required on-site testing has been performed. 3.4 PLACEMENT OF CONCRETE A. Deposit concrete as near as practical to final position to prevent segregation of concrete. B. Do not use aluminum equipment in placing and finishing concrete. C. Place thickened slabs for partitions integral with floor slabs. D. Prepare place of deposit, mix, convey, place, and cure concrete in accordance with ACI 301 and ACI 318. Wet forms before placing concrete. E. Concrete Placement 1. Before placing concrete, verify that installation of formwork, reinforcement, embedded items, and vapor retarder is complete and that required inspections are completed. a. Immediately prior to concrete placement, inspect vapor retarder for damage and deficient installation, and repair defective areas. b. Provide continuous inspection of vapor retarder during concrete placement and make necessary repairs to damaged areas as Work progresses. 2. Notify Architect and testing and inspection agencies 24 hours prior to commencement of concrete placement. 3. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Architect in writing, but not to exceed the amount indicated on the concrete delivery ticket. a. Do not add water to concrete after adding high-range water-reducing admixtures to mixture. 4. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301 (ACI 301M), but not to exceed the amount indicated on the concrete delivery ticket. a. Do not add water to concrete after adding high-range water-reducing admixtures to mixture. 5. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete that has hardened enough to cause seams or planes of weakness. a. If a section cannot be placed continuously, provide construction joints as indicated. b. Deposit concrete to avoid segregation. c. Deposit concrete in horizontal layers of depth not to exceed formwork design pressures and in a manner to avoid inclined construction joints. d. Consolidate placed concrete with mechanical vibrating equipment in accordance with ACI 301 (ACI 301M). 1. Do not use vibrators to transport concrete inside forms 2. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. 3. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. 4. 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. 6. 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. a. Do not place concrete floors and slabs in a checkerboard sequence. b. Consolidate concrete during placement operations, so concrete is thoroughly worked around reinforcement and other embedded items and into corners. c. Maintain reinforcement in position on chairs during concrete placement. d. Screed slab surfaces with a straightedge and strike off to correct elevations. e. Level concrete, cut high areas, and fill low areas. f. Slope surfaces uniformly to drains where required. g. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleedwater appears on the surface. h. Do not further disturb slab surfaces before starting finishing operations. i. Lap edges and ends of absorptive cover not less than 12-inches (300-mm). ii. Maintain absorptive cover water saturated, and in place, for duration of curing period, but not less than seven days. 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 (300 mm), and sealed by waterproof tape or adhesive. i. Immediately repair any holes or tears during curing period, using cover material and waterproof tape. ii. Cure for not less than seven days. 3. Ponding or Continuous Sprinkling of Water: Maintain concrete surfaces continuously wet for not less than seven days, utilizing one, or a combination of, the following: i. Water. ii. Continuous water-fog spray b. Floors to Receive Penetrating Liquid Floor Treatments: Contractor has option of the following: 1. Absorptive cover: As soon as concrete has sufficient set to permit application without marring concrete surface, install prewetted absorptive cover over entire area of floor. i. Lap edges and ends of absorptive cover not less than 12 inches. ii. Maintain absorptive cover water saturated, and in place, for duration of curing period, but not less than seven days. 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 (300 mm), and sealed by waterproof tape or adhesive. i. Immediately repair any holes or tears during curing period, using cover material and waterproof tape. ii. Cure for not less than seven days. 3. Ponding or Continuous Sprinkling of Water: Maintain concrete surfaces continuously wet for not less than seven days, utilizing one, or a combination of, the following: i. Water. ii. Continuous water-fog spray. c. Floors to Receive Polished Finish: Contractor has option of the following: 1. Absorptive Cover: As soon as concrete has sufficient set to permit application without marring concrete surface, install prewetted absorptive cover over entire area of floor. i. Lap edges and ends of absorptive cover not less than 12 inches. ii. Maintain absorptive cover water saturated, and in place, for duration of curing period, but not less than seven days. 2. Ponding or Continuous Sprinkling of Water: Maintain concrete surfaces continuously wet for not less than seven days, utilizing one, or a combination of, the following: i. Water. ii. Continuous water-fog spray. d. Floors to Receive Curing Compound: 1. Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's written instructions. 2. Recoat areas subjected to heavy rainfall within three hours after initial application. 3. Maintain continuity of coating, and repair damage during curing period. 4. Removal: After curing period has elapsed remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacture unless manufacturer certifies curing compound does not interfere with bonding of floor covering used on Project. e. Floors to Receive Curing and Sealing Compound: 1. Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller in accordance with manufacturer's written instructions. 2. Recoat areas subjected to heavy rainfall within three hours after initial application. 3. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating, and repair damage during curing period. 3.8 ENVIRONMENTAL PROVISIONS A. Hot weather concrete 1. Procedure applies when concrete mix starts to exceed 77 degrees Fahrenheit. 2. Forms, reinforcing steel and subgrade shall be fogged or sprinkled with cool water. prior to concrete in placement. 3. Expedite all elements of the concrete placement. 4. Moist curing shall commence as soon as the surfaces are finished and shall continue for at least seven days. B. Cold weather concrete 1. Procedure applies when a period of more than 3 successive days the average daily air temperature drops below 40 degrees Fahrenheit and stays below 50 degrees for more than one half of any 24-hour period. 2. Provide wind break or heated enclosure to protect freshly placed concrete. 3. During curing protect concrete with polyethylene sheets or insulating blankets for at least seven days. 4. In no instance shall the concrete temperature drop below 50 degrees Fahrenheit prior to stripping forms and reshoring the structure. C. Protect concrete from drying and excessive temperature for the first seven days. D. Protect fresh concrete from wind. 3.9 CONTRACTION JOINTS A. Obtain Design Professional 's approval for location of contraction joints. B. Do not place contraction joints in framed floors, composite slabs, or shear walls. C. Place contraction joints in slabs-on-grade as indicated on the Drawings. 3.10 CUTTING CONCRETE A. Obtain Design Professional's written approval prior to cutting concrete for installation of other work. 3.11 PATCHWORK AND REPAIRS A. Notify Design Professional of any defective areas in concrete to be patched or repaired. Repair and patch defective areas with non-shrink grout. Cut out defective areas over two inches in diameter to solid concrete, but not less than a depth of one inch. Make edges of cuts perpendicular to the concrete surface. 3.12 JOINT FILLING A. Prepare, clean, and install joint filler in accordance with manufacturer's written instructions. 1. Defer joint filling until concrete has aged at least three months. (six months for warehouses or other exposed areas) 2. Do not fill joints until construction traffic has permanently ceased. B. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact faces of joints clean and dry. C. Install semirigid joint filler full depth in saw-cut joints and at least 2 inches deep in formed joints. D. Overfill joint, and trim joint filler flush with top of joint after hardening. 3.13 CONCRETE FINISHES A. Finish concrete in accordance with ACI 301. B. Finish concrete slabs to flatness and levelness tolerances which correspond to FF 25/FL 20 minimum overall for composite of all measured values and FF 17/FL 12 minimum for any individual floor section. C. For concrete slabs to receive wood flooring, finish to flatness and levelness tolerances which correspondence to FF 45/FL 30 minimum overall for composite of all measured values and FF 30/FL 20 minimum for any individual floor section. D. For metal deck construction, floors shall be finished to an FF 25. E. For shored construction, FL values do not apply if slab is tested after shoring is removed. F. Slabs, which do not meet the flatness and levelness criteria shall be repaired or replaced. 3.14 FIELD QUALITY CONTROL A. Special Inspections: Special inspector to perform field tests and inspections and prepare testing and inspection reports. B. Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports. C. For each load delivered, submit three copies of batch delivery ticket to testing agency, indicating quantity, mix identification, admixtures, design strength, aggregate size, design air content, design slump at time of batching, and amount of water that can be added at Project site. D. Inspections: 1. Headed bolts and studs. 2. Verification of use of required design mixture. 3. Concrete placement, including conveying and depositing. 4. Curing procedures and maintenance of curing temperature. 5. Verification of concrete strength before removal of shores and forms from beams and slabs. 6. Batch Plant Inspections: On a random basis, as determined by Architect. E. Concrete Tests: Testing of composite samples of fresh concrete obtained in accordance with ASTM C 172/C 172M shall be performed in accordance with the following requirements: 1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture for each 100 cubic yards per Section 1. a. When frequency of testing provides fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used. (REVISE TO 3 IF PROJECT HAS LESS THAN 50 YDS OF CONCRETE TOTAL) 2. Slump: ASTM C143/C143M: a. One test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. b. Perform additional tests when concrete consistency appears to change. 3. Slump Flow: ASTM C1611/C1611M: a. One test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. b. a. Perform additional tests when concrete consistency appears to change. 2. Air Content: ASTM C231/C231M pressure method, for normal-weight concrete; [ASTM C173/C173M volumetric method, for structural lightweight concrete]. a. One test for each composite sample, but not less than one test for each day's pour of each concrete mixture. 3. Concrete Temperature: ASTM C1064/C1064M: a. One test hourly when air temperature is 40 deg F (4.4 deg C) and below or 80 deg F (27 deg C) and above, and one test for each composite sample. 4. Unit Weight: ASTM C138 fresh unit weight of structural concrete or ASTM C567/C567M fresh unit weight of structural lightweight concrete. a. One test for each composite sample, but not less than one test for each day's pour of each concrete mixture. 5. Compression Test Specimens: ASTM C31/C31M: a. Cast and laboratory cure four 6-inch (150 mm) by 12-inch (300 mm) cylinder specimens for each composite sample. If testing agency chooses to use 4 inch by 8 inch cylinders an additional cylinder will be required. b. Cast, initial cure, and field cure two standard cylinder specimens for each composite sample for evaluation of concrete strength for formwork/shoring removal. (DELETE IF SHORING REMOVAL IS NOT REQUIRED ON PROJECT) c. Cast, initial cure, and field cure two standard cylinder specimens for each composite sample for evaluation of concrete strength at time of post-tensioning. (DELETE IF POST- TENSIONING IS NOT INCLUDED ON PROJECT) 6. Compressive-Strength Tests: ASTM C39/C39M. a. From each set: 1. Test one laboratory-cured specimen at seven days and two specimens at 28 days. Fourth specimen is to be held in reserve. 2. Test two field-cured specimens for removal of forms or shoring. Date to be determined by formwork engineer per their calculations. (DELETE IF SHORING REMOVAL IS NOT REQUIRED ON PROJECT) 3. Test two field-cured specimens prior to stressing of post-tensioning. Date to be determined by post-tensioning engineer per their calculations. (DELETE IF POST- TENSIONING IS NOT INCLUDED ON PROJECT) b. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from same composite sample and tested at age indicated. If 4 inch by 8 inch cylinders are used, it shall be from a set of three specimens. 7. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, Contractor shall evaluate operations and provide corrective procedures for protecting and curing in-place concrete. 8. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength, and no compressive- strength test value falls below specified compressive strength by more than 500 psi (3.4 MPa) if specified compressive strength is 5000 psi (34.5 MPa), or no compressive strength test value is less than 10 percent of specified compressive strength if specified compressive strength is greater than 5000 psi (34.5 MPa). 9. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete. 10. Additional Tests: a. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. b. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents. B. Measure floor and slab flatness and levelness in accordance with ASTM E1155 (ASTM E1155M) within 72 hours of completion of floor finishing and promptly report test results to Architect. END OF SECTION PART 2 - PRODUCTS 2.1 PERFORMANCE REQUIREMENTS A. Concrete Formwork: Design, engineer, erect, shore and brace, and maintain formwork, shores, and reshores in accordance with ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure can support such loads, so that resulting concrete conforms to the required shapes, lines, and dimensions. 1. Design wood panel forms in accordance with APA’s “Concrete Forming Design/Construction Guide.” 2. Design formwork to limit deflection of form-facing material to l/360 of center-to-center spacing of supports. 2.2 FORM-FACING MATERIALS A. As-Cast Surface Form-Facing Material: 1. Provide continuous, true, and smooth concrete surfaces. 2. Furnish in largest practicable sizes to minimize number of joints. 3. Acceptable Materials: As required to comply with Surface Finish designations specified in Section 033000 "Cast-In-Place Concrete, and as follows: a. Plywood, metal, or other approved panel materials. b. Exterior-grade plywood panels, suitable for concrete forms, complying with DOC PS 1, and as follows: 1) APA HDO (high-density overlay). 2) APA MDO (medium-density overlay); mill-release agent treated and edge sealed. 3) APA Structural 1 Plyform, B-B or better; mill oiled and edge sealed. 4) APA Plyform Class I, B-B or better; mill oiled and edge sealed. B. Concealed Surface Form-Facing Material: Lumber, plywood, metal, plastic, or another approved material. 1. Provide lumber dressed on at least two edges and one side for tight fit. C. Forms for Circular Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced plastic, paper, or fiber tubes that produce surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. 1. Provide forms with sufficient wall thickness to resist plastic concrete loads without detrimental deformation. 2.3 FORMWORK ACCESSORIES A. Formwork accessories that are embedded in concrete, including ties and hangers, shall be commercially manufactured products. Do not use nonfabricated wire form ties. 2.4 FORM RELEASE AGENT A. Form release agent shall not bond with, stain, nor adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces. 1. Formulate form-release agent with rust inhibitor for steel form-facing materials. 2. Form release agent for form liners shall be acceptable to form liner manufacturer. 2.5 FORM TIES A. Factory-fabricated, removable or snap-off, glass-fiber-reinforced plastic or metal form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1. Furnish units that leave no corrodible metal closer than 1 inch (25 mm) to the plane of exposed concrete surface. 2. Furnish ties that, when removed, leave holes no larger than 1 inch (25 mm) in diameter in concrete surface. 3. Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing. SECTION 033000 - CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.1 SECTION INCLUDES A. Section includes cast-in-place concrete work indicated in the Contract Documents or otherwise required for proper completion of the work. 1.2 RELATED SECTIONS A. Section 013300 - Structural Submittals. B. Section 031000 - Concrete Formwork. C. Section 032000 - Concrete Reinforcement.. D. Section 036200 - Non-Shrink Grout. 1.3 REFERENCES A. ACI 301 - Specifications for Structural Concrete for Buildings. B. ACI 318 - Building Code Requirements for Structural Concrete. C. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field. D. ASTM C33 - Standard Specification for Concrete Aggregates. E. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. F. ASTM C94 - Standard Specification for Ready-Mixed Concrete. G. ASTM C138 - Standard Test Method for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete. H. ASTM C143 - Standard Test Method for Slump of Hydraulic Cement Concrete. I. ASTM C150 - Standard Specification for Portland Cement. J. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete. K. ASTM C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method. L. ASTM C230 - Standard Specification for Flow Table or Use in Tests of Hydraulic Cement. M. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete. O. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete. Q. ASTM C618 - Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete. R. ASTM E1155 - Standard Test Method for Determining Floor Flatness and Levelness Using the F-Number System. S. ASTM C1315 - Standard Specification for Liquid Membrane-Forming Compounds Having Special Properties for Curing and Sealing Concrete. 1.4 NOTICE A. Notify Design Professional and Structural Testing/Inspection Agency not less than 48 hours prior to placing concrete. 3.5 TIME LIMIT A. Deposit concrete within one and one-half hours after batching. 3.6 FINISHING FORMED SURFACES A. As-Cast Surface Finishes: 1. ACI 301 Surface Finish SF-1.0: As-cast concrete texture imparted by form-facing material. a. Patch voids larger than 1-1/2 inches (38 mm) wide or 1/2 inch (13 mm) deep. b. Remove projections larger than 1 inch (25 mm). c. Tie holes do not require patching. d. Surface Tolerance: ACI 117 Class D. e. Apply to concrete surfaces [not exposed to public view] <Insert locations>. 2. ACI 301 Surface Finish SF-2.0: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. a. Patch voids larger than 3/4 inch (19 mm) wide or 1/2 inch (13 mm) deep. b. Remove projections larger than 1/4 inch (6 mm). c. Patch tie holes. d. Surface Tolerance: ACI 117 Class B. e. Locations: Apply to concrete surfaces [exposed to public view,] [to receive a rubbed finish,] [or to be covered with a coating or covering material applied directly to concrete] <Insert locations>. 3. ACI 301 Surface Finish SF-3.0: a. Patch voids larger than 3/4 inch (19 mm) wide or 1/2 inch (13 mm) deep. b. Remove projections larger than 1/8 inch (3 mm). c. Patch tie holes. d. Surface Tolerance: ACI 117 Class A. e. Locations: Apply to concrete surfaces [exposed to public view,] [to receive a rubbed finish,] [or to be covered with a coating or covering material applied directly to concrete] <Insert locations>. 3.7 CURING A. Begin curing procedures immediately following the commencement of the finishing operation. B. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. 1. Maintain moisture loss no more than 0.2 lb/sq. ft. x h (1 kg/sq. m x h), calculated in accordance with ACI 305.1,) before and during finishing operations. C. Curing Formed Surfaces: Comply with ACI 308.1 (ACI 308.1M) as follows: 1. Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. 2. Cure concrete containing color pigments in accordance with color pigment manufacturer's instructions. 3. If forms remain during curing period, moist cure after loosening forms. 4. If removing forms before end of curing period, continue curing for remainder of curing period, as follows: a. Continuous Fogging: Maintain standing water on concrete surface until final setting of concrete. b. Continuous Sprinkling: Maintain concrete surface continuously wet. c. Absorptive Cover: Pre-dampen absorptive material before application; apply additional water to absorptive material to maintain concrete surface continuously wet. d. Water-Retention Sheeting Materials: Cover exposed concrete surfaces with sheeting material, taping, or lapping seams. e. Membrane-Forming Curing Compound: Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's written instructions. 1. Recoat areas subject to heavy rainfall within three hours after initial application. 2. Maintain continuity of coating and repair damage during curing period. D. Curing Unformed Surfaces: Comply with ACI 308.1 (ACI 308.1M) as follows: 1. Begin curing immediately after finishing concrete. 2. Interior Concrete Floors: a. Floors to Receive Floor Coverings Specified in Other Sections: Contractor has option of the following: 1. Absorptive Cover: As soon as concrete has sufficient set to permit application without marring concrete surface, install prewetted absorptive cover over entire area of floor. 1.5 QUALITY ASSURANCE A. Structural Testing/Inspection Agency shall perform the following quality related items: 1. Examine concrete in truck to verify that concrete appears properly mixed. 2. Perform a slump test as deemed necessary for each concrete load. Record if water or admixtures are added to the concrete at the job site. Perform additional slump tests after job site adjustments. 3. Concrete testing: Obtain one composite sample for each day’s pour of each concrete mixture exceeding 5 cu yd. plus one sample for each additional 100 cu. yd. a. At a minimum, obtain 5 compressive strength tests for each concrete mixture per ACI 318. 4. Per composite sample taken, mold four standard cured specimens and mold two field cured specimens per set for compressive strength testing. For each set molded, record: a. Slump b. Air content c. Unit weight d. Temperature, ambient and concrete e. Location of placement f. Any pertinent information, such as addition of water, addition of admixtures, etc. 8. Report in writing, as directed by the Design Professional, on the same day that tests are performed. Reports of compressive strength tests shall contain the project identification name and number, date of concrete placement, name of concrete testing agency, concrete design compressive strength, location of concrete placement in structure, concrete mix proportions and materials, compressive breaking strength and type of break. B. The ready-mixed concrete plant shall be certified for conformance with the requirements of the National Ready Mix Concrete Association. 1.7 CONCRETE MIX DESIGN A. Establish concrete mix design proportions in accordance with ACI 318, Chapter 19 and 26 for each concrete strength noted on the contract drawings. B. Submit concrete mix designs. Include the following: 1. Type and quantities of materials. 2. Slump. 3. Air content. 4. Fresh unit weight. 5. Aggregates sieve analysis. 6. Design compressive strength. 7. Location of placement in structure. 8. Method of placement. 9. Method of curing. 10. Seven-day and 28-day compressive strengths. C. Concrete supplier shall submit certifications that the materials used meet applicable ASTM Specifications. Mix designs not conforming to the above will be rejected. D. Limits on cementitious material substitutes in concrete mix design: 1. Fly ash (ASTM C618) 25% 2. Slag Cement (ASTM C989) 30% 3. Total of Fly Ash plus Slag Cement40% 1.9 SLUMP A. Design concrete with a maximum slump of five inches. B. If a slump greater than five inches is desired it shall be achieved with a high-range water reducer. Design the concrete mix with a high range water reducer slump of two and one-half inches plus or minus one and one-half inches. The maximum slump after high-range water reducers are added shall be eight inches. DRAWN BY: PROJECT NO.: SCALE: REVISION NO.DATE DESCRIPTION THE INFORMATION SHOWN ON THESE DRAWINGS IS OWNED BY AND IS THE PROPERTY OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. NO PART THEREOF SHALL BE COPIED, ADAPTED, OR DISTRIBUTED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. COPYRIGHT © 2023 26560 AGOURA ROAD, SUITE 106 CALABASAS, CA 91302 310.670.9144 A S S O C I A T E S ARCHITECTS + ENGINEERS S H E P P H I R D will.s@shep-ae.com 1 12-02-22 SD PRICING 2 2-10-23 DD PRICING 3 9-07-23 PHASE 2 90% CD This item has been electronically signed and sealed by Holly Jeffreys, Florida license number 82758 on the date and/or time stamp using a digital signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Phase 2 3/4" = 1'-0"8/31/2023 5:37:44 PM Autodesk Docs://2022-352 ABCC/R22_ABCC_BLDG2_STRUCT.rvt0-S0.60YOUTH PAVILION AND STORAGE SHEDSPECIFICATIONS2022-352 HD Atlantic Beach Country Club 1600 Selva Marina Drive Atlantic Beach, FL 32233