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ABCC P2 - Bldg 1 - 0-S0.51_1SECTION 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 014525 - Structural Testing/Inspection Agency Services. C. Section 031000 - Concrete Formwork. D. Section 032000 - Concrete Reinforcement.. E. 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. 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. C. The Structural Testing / Inspection Agency shall provide special inspections as required by Chapter 17 of the building code as required in Specification 01 4525. 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. 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. C. Concrete elements within an aggressive environment (Exposure Class F2) 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. 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. 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. 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. 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. 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. 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 . 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. 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. 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 SECTION 051000 - STRUCTURAL STEEL PART 1 - GENERAL 1.1 SECTION INCLUDES A. Section includes fabrication and erection of structural steel indicated in the Contract Documents or otherwise required for proper completion of the work. 1.2 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 014525 - Structural Testing/Inspection Agency Services. 1.3 REFERENCES A. AISC - Code of Standard Practice for Steel Buildings and Bridges. B. AISC 360-16 - Standard Specification for Structural Steel Buildings, 15th Edition. C. RCSC - Specification for Structural Joints Using High-Strength Bolts. D. AWS A5.1 - Specification for Carbon Steel Electrodes for Shield Metal Arc Welding. E. AWS A5.5 - Specification for Low-Alloy Steel Covered Arc Welding Electrodes. F. AWS A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding. G. AWS A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding. H. AWS D1.1 - Structural Welding Code. I. ASTM A36 - Standard Specification for Structural Steel. J. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products. K. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware. L. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength. M. ASTM F3125 – Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength, Inch and Metric Dimensions. N. ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Tubing in Rounds and Shapes. O. ASTM A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing. P. ASTM A563 – Standard Specifications for Carbon and Alloy Steel Nuts. Q. ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings. R. ASTM A992 - Standard Specification for Steel for Structural Shapes For Use in Building Framing S. ASTM F436 - Standard Specification for Hardened Steel Washers. T. ASTM F844 - Standard Specification for Washers, Steel, Plain (Flat), Unhardened for General Use. U. ASTM A563 – Standard Specifications for Carbon and Alloy Steel Nuts. V. SSPC - Steel Structures Painting Manual. 1.4 SUBMITTALS A. Contact Design Professional prior to detailing structural steel shop drawings. B. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic drawing files will not be provided to the Contractor. C. Submit shop drawings for review. D. Shop drawings shall clearly indicate the profiles, sizes, ASTM Grade, spacings and locations of all structural steel members, including connections, attachments, anchorages, framed openings, sizes and types of fasteners, method of tightening fasteners, cambers, and the number, type and spacing of the headed shear connectors. E. For connections and elements designed by the contractor, submit shop drawings and calculations sealed by an engineer licensed in the project state. F. For record only, submit written welding procedures for each type of welded joint used in accordance with Appendix E of the AWS Structural Welding Code. Submit manufacturer certifications for welding consumables/materials G. Maintain at construction office mill certification that the steel supplied meets the specifications. H. Maintain at construction office certification that high strength bolts supplied meet the specifications. I. Submit certification that the fabricator meets the required qualifications. If fabricator must have an independent testing agency to inspect fabrication as required by these specifications, submit the name and qualifications of the independent testing agency. J. For each approved fabricator that is exempt from Special Inspections of shop fabrications and implementation procedures in accordance with Section 1704.2 of the Building Code, submit “Fabricator’s Certificate of Compliance”. Provide copies of fabricator’s certification or building code evaluation services report and fabricator’s quality control manual. K. Submit certification that the erector meets the required qualifications. L. Upon request, submit the erection sequence and procedures to be used by the steel erector. M. Manufacturer’s recommendations for expansion anchor installation. N. Manufacturer’s recommendations for adhesive anchor installation. O. Qualification Data: For Erector, manufacturer, professional engineer, land surveyor and testing agency. 1.5 QUALITY ASSURANCE A. Structural Testing/Inspection Agency shall perform the following quality related items: 1. Anchor Bolts a. Anchor bolt size, configuration, and embedment shall be verified prior to placement of concrete. 2. Welded Connections a. Inspection shall be in accordance with AWS Structural Welding Code. b. Visually inspect all field welded connections. Visual inspection of welded joints includes periodic examination of fitup. c. Ultrasonically inspect 100% of the complete penetration welds. e. Review approved welding procedures. Verify that welding procedures are being adhered to during field welding. f. Verify welder qualifications. 3. Bolted Connections a. Inspection and testing shall be in accordance with RCSC Specification for Structural Joints Using High-Strength Bolts. b. Prior to visual and physical testing, tension testing using a calibration device must indicate tensions at least 5% in excess of the AISC minimum. Structural steel erector shall supply the tension calibration device. c. Test a minimum of 10% of the bolted connections. 1.6 FABRICATOR'S QUALIFICATIONS A. Steel fabricator shall be certified by the American Institute of Steel Construction (AISC) Quality Certification Program for Conventional Steel Buildings (BU). B. Fabricator not certified by the AISC Quality Certification Program shall have fabrication procedures and fabricated steel tested and inspected by the Materials Testing and Special Inspection Agency contracted by the Owner. Payment of these tests and inspections shall be by the fabricator. Tests and inspections shall be performed by AWS Certified Welding Inspectors. Prior to delivery of structural steel to the project, submit copies of the inspection reports to the Design Professional. The purpose of this inspection is to enable the testing/inspection agency to verify that, in general, the steel is being fabricated in accordance with the Contract Documents. A minimum of one trip per week is recommended. The first trip should be scheduled at the first requirement for inspections as required by IBC Chapter 17. Contact Design Professional prior to initial inspection. Tests and inspections shall include the following: 1. Examine mill test reports and verify that material being used is the same as the mill test reports. 2. Review the fabricator's written welding procedures. Verify that the fabricator's welding procedures are being followed. Verify that welders are certified with current papers and that they demonstrate proper techniques. 3. Observe high strength bolting procedures. Verify that shop installation of high strength bolts conform to AISC specifications. 4. Examine joint preparation for complete penetration joints. Ultrasonically inspect 100% of the complete penetration welds. 5. Examine fillet welds for proper size, profile, throat, porosity and end returns. 6. Examine steel members for lamellar tearing. Spot check dimensions and hole sizes. 7. Examine bolted areas for burrs. 1.7 ERECTOR’S QUALIFICATION A. Erector shall be experienced in erecting structural systems similar in complexity to this project as evidenced by 10 completed projects. B. Erector shall have a minimum of 5 years’ experience in the erection of structural steel or is an AISC Certified Advanced Steel Erector. 1.8 WELDER’S QUALIFICATIONS: Qualify procedures and personnel in accordance with AWS D1.1. Subparagraph below applies to "high-seismic applications," (where R>3) as defined in ANSI/AISC 360. A. Welders and welding operators performing work on bottom-flange, demand-critical welds shall pass the supplemental welder qualification testing, as required by AWS D1.8. FCAW-S and FCAW-G shall be considered separate processes for welding personnel qualification. 1.9 STORAGE A. Store materials off ground to permit easy access for inspection and identification. Store steel members and packaged items in a manner that provides protection against contact with deleterious materials. PART 2 - PRODUCTS 2.1 ANCHOR ROD A. Anchor rods shall conform to ASTM F1554, Grade 36 (unless noted otherwise on drawings) and shall be a headed rod or threaded rod with a double heavy hexagonal nut at the bottom of the threaded rod. B. Provide two heavy hexagonal nuts at the base of the anchor rod conforming to ASTM A563 Grade C with one plain steel washer between conforming to ASTM F844. Provide one hexagonal nut at the top with plate washer listed below. C. Provide 3/8-inch-thick plate washers (3-inch x 3-inch) in lieu of top steel washer on base plates with oversized holes conforming to ASTM A36, unless noted otherwise on drawings. 2.2 ROLLED STEEL WIDE FLANGE AND WT SHAPES A. Rolled steel wide flange shapes shall conform to ASTM A992. 2.3 ROLLED STEEL SHAPES, PLATES, AND BARS, EXCEPT WIDE FLANGE AND WT SHAPES A. Rolled steel shapes, plates, and bars, except wide flange and WT shapes, shall conform to ASTM A36. 2.4 ROUND STRUCTURAL STEEL TUBING A. Round structural steel tubing shall conform to ASTM 500, Grade C, 46 ksi minimum yield strength. 2.5 SHAPED STRUCTURAL STEEL TUBING A. Shaped structural steel tubing shall conform to ASTM A500, Grade C, 50 ksi minimum yield strength. B. Hardened steel washers shall conform to ASTM F436. 2.7 HIGH-STRENGTH FASTENERS A. High-strength bolts shall conform to ASTM F3125 Type 1, 120 ksi as noted on the Structural Drawings. B. Provide 3/4-inch minimum diameter bolts, unless noted otherwise. C. Hardened steel washers shall conform to ASTM F436. D. Spline-type tension control bolts, plain hardened washers and suitable nuts are an acceptable alternate design bolt assembly. E. Do not use load indicating washers. 2.8 HEADED STUDS A. Headed steel studs shall conform to the requirements of AWS D1.1. B. Provide 3/4-inch diameter headed steel studs, unless noted otherwise. C. Provide heat-resistant ceramic arc shields with studs. 2.9 EXPANSION ANCHORS A. Expansion anchors shall have been evaluated by the ICC Evaluation Services, Inc. (ICC-ES) or IAPMO Uniform ES (UES) with a published evaluation report. Anchors shall be evaluated by ICC-ES Acceptance Criteria 193 and be specifically approved for use in cracked concrete. All anchors shall be approved for resisting wind and seismic loads. 2.10 ADHESIVE ANCHORS A. Adhesive anchors shall consist of: 1. An all-thread steel anchor conforming to ASTM A307, Grade A or ASTM A36, zinc plated in accordance with ASTM B633, unless noted otherwise on the Structural Drawings, and 2. An adhesive conforming to ASTM C881-02, 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. 2.11 WELD ELECTRODES A. E-70 series low hydrogen electrodes shall conform to AWS A5.1, A5.5, A5.l7, or A5.20. B. Properly store electrodes to maintain flux quality. 2.12 PAINT A. Oxide primer shall conform to AISC Specifications, Code of Standard Practice, and SSPC Steel Structure Painting Manual, unless indicated otherwise. B. Paint primer shall be free of lead and chromate and shall comply with State and Federal volatile organic compound (VOC) requirements. C. Paint primer shall be compatible with finish coating. 2.13 GALVANIZING A. Galvanized coating shall conform to ASTM A123. B. Galvanize bolts, nuts, and washers in accordance with ASTM A153 when used to connect steel members that are specified to be galvanized. C. Expansion anchors or adhesive anchors specified to be galvanized shall be mechanically galvanized in accordance with ASTM B695, Class 65, Type I. PART 3 - EXECUTION 3.1 GENERAL A. Fabricate and erect structural steel in accordance with AISC Specifications and Code of Standard Practice. B. Notify Design Professional and Structural Testing/Inspection Agency at least 48 hours prior to structural steel fabrication and erection. 3.2 ANCHOR BOLT SETTING A. Provide templates for setting anchor bolts. Position anchor bolts by using templates with two nuts to secure in place prior to placement of concrete. B. Do not erect steel where anchor bolt nuts will not have full threads. 3.3 CONNECTIONS A. Provide a minimum of two fasteners at each bolted connection. B. Ensure fasteners are lubricated prior to installation. C. Provide high-strength bolted connections in accordance with RCSC Specification for Structural Joints Using High- Strength Bolts using ASTM F3125 Bolts. D. Provide connections for expansion and contraction where steel beams connect to concrete walls or concrete columns and at expansion joints. Secure nuts on bolts against loosening. (Dent threads with a chisel.) 3.4 FASTENER INSTALLATION A. Bolts shall be installed in holes of the connection and brought to snug tight condition. Tighten connection progressing systematically from the most rigid part to the free edges of the connection to minimize relaxation of the bolts. B. High-strength bolts installed shall have a hardened washer under the element turned in tightening. C. Installation and tightening of bolts shall conform to the RCSC Specification for Structural Joints Using High-Strength Bolts 3.5 HEADED STUDS A. Headed studs shall be welded in accordance with AWS D1.1. B. Locate shear studs directly over the web of beams with flanges less than 0.3 inches thick. C. The minimum center spacing shall be 6 diameters along the longitudinal axis of the beam and 4 diameters transverse to the longitudinal axis of the beam. D. Where double rows of shear studs are required, begin double rows at each end of the beam. E. Remove shields after welding studs. 3.6 EXPANSION ANCHOR INSTALLATION A. Install in accordance with manufacturer's recommendation. B. Minimum embedment shall be equal to 4.5 times the anchor diameter unless noted otherwise. 3.7 ADHESIVE ANCHOR INSTALLATION A. Install in accordance with manufacturer's recommendation. B. Minimum embedment shall be equal to 4.5 times the anchor diameter unless noted otherwise. 3.8 WELDING A. Comply with AWS D1.1 Structural Welding Code. Use prequalified weld procedures. B. Provide end returns where fillet welds terminate at end or sides. Returns shall be continuous for a distance of not less than two times the nominal size of the weld. C. Complete penetration joints shall be back gouged to sound metal before the second side is welded or have 1/4-inch root opening with 3/16 x 1 inch backing bar. Access holes are required. Filling access holes is not required. D. Remove all slag and weld splatter from deposited weld metal. 3.9 SPLICING A. Splice members only where indicated unless authorized in writing by the Design Professional. B. Provide shim plates at bottom flange splice at continuous beam splices with different depths. 3.10 CUTTING A. Do not use flame cutting to correct errors unless authorized in writing. B. Re-entrant corners shall have a minimum radius of one inch and be free of notches. Notches and gouges resulting from flame cutting shall be finished to a smooth appearance. 3.11 MILL SCALE A. Remove loose mill scale. 3.12 BOLT HOLES A. Cut, drill, or punch holes perpendicular to metal surfaces. Do not enlarge holes by burning. Drill or punch holes in bearing plates. Remove burrs. 3.13 PAINTING A. Paint steel that is not encased in concrete, plaster, or sprayed fireproofing. Do not shop paint in areas to be field welded, contact surfaces of slip critical connections, or areas to receive special finishes. B. Field paint as required steel that has been welded or that is unpainted after connections have been tightened. 3.14 GALVANIZING A. Galvanize shelf angles that support the exterior building veneer, for example brick shelf angles. B. Galvanize environmentally exposed steel, for example mechanical equipment or balcony supports. C. Touch-up welds and abrasions in galvanized members in accordance with ASTM A780. 3.16 REPAIR A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing, and repair galvanizing to comply with ASTM A780. B. Touchup Painting: Retain two subparagraphs below if on-site paint repair is included in this Section. Touchup painting may be unnecessary if building is immediately enclosed and in-service conditions require no permanent paint protection. 1. Immediately after erection, clean exposed areas where primer is damaged or missing, and paint with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop- painted surfaces. a. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool cleaning. 2. Touchup Priming: Cleaning and touchup priming are specified in Section 099600 "High- Performance Coatings." 3.17 FIELD QUALITY CONTROL A. Special inspector to perform the following special inspections in accordance with specification section 01 4525 1. Bolted Connections: Inspect bolted connections in accordance with RCSC's 2. "Specification for Structural Joints Using High-Strength Bolts." 3. Welded Connections: Visually inspect field welds in accordance with AWS D1.1. a. In addition to visual inspection, test and inspect field welds in accordance with AWS D1.1 and the following inspection procedures, at testing agency's option: 1. Liquid Penetrant Inspection: ASTM E165. 2. Magnetic Particle Inspection: ASTM E709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration are not accepted. 3. Ultrasonic Inspection: ASTM E164. 4. Radiographic Inspection: ASTM E94. END OF SECTION 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 7:31:04 PM Autodesk Docs://2022-352 ABCC/R22_ABCC_BLDG1_STRUCT.rvt0-S0.51MAIN CLUBHOUSE SPECIFICATIONS2022-352 CLW Atlantic Beach Country Club 1600 Selva Marina Drive Atlantic Beach, FL 32233