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HomeMy WebLinkAbout16030013 Structural SpecsAMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 1 SECTION 033000 - CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section specifies cast-in place concrete, including formwork, reinforcement, concrete materials, mix design, placement procedures, and finishes. 1.3 DEFINITIONS A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace slag, and silica fume, as allowed per this specification. 1.4 SUBMITTALS A. Product Data: For each type of manufactured material and product indicated. B. Design Mixes: For each concrete mix. Include alternate mix designs when project conditions, weather, test results, or other circumstances warrant adjustments. Design data for each mix shall include the following: 1. Mix design number or unique identification and intended location of placement. 2. Cement type, proportion and name of manufacturer. 3. Fly ash proportion (when used), laboratory analysis certification, and name and location of supplier. 4. Coarse aggregate proportion, gradation report, name and location of supplier. 5. Fine aggregate proportion, gradation report, name and location of supplier. 6. Mixing water proportion and source. 7. Admixture dosages, product names and manufacturer names. 8. Fiber reinforcement dosage (when used), product name and manufacturer name. 9. Design 28-day compressive strength. 10. Design slump range. 11. Design air content. 12. Statistical analysis of laboratory strength test data in accordance with “Standard Deviation” determination in ACI 318. C. Steel Reinforcement Shop Drawings: Details of fabrication, bending, and placement, prepared according to ACI 315, "Details and Detailing of Concrete Reinforcement." Include material, grade, bar schedules, stirrup spacing, bent bar diagrams, arrangement, and supports of AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 2 concrete reinforcement. Include special reinforcement required for openings through concrete structures. D. Formwork Shop Drawings: Prepared by or under the supervision of a qualified professional engineer detailing fabrication, assembly, and support of formwork. Design and engineering of formwork are Contractor's responsibility. 1. Shoring and Reshoring: Indicate proposed schedule and sequence of stripping formwork, shoring removal, and installing and removing reshoring. E. Welding Certificates: Copies of certificates for welding procedures and personnel. F. Material Certificates: Signed by manufacturers certifying that each of the following items complies with requirements: 1. Cementitious materials and aggregates. 2. Steel reinforcement and reinforcement accessories. 3. Fiber reinforcement. 4. Admixtures. 5. Waterstops. 6. Curing materials. 7. Floor and slab treatments. 8. Bonding agents. 9. Adhesives. 10. Vapor retarders. 11. Epoxy joint filler. 12. Joint-filler strips. 13. Repair materials. G. Minutes of preinstallation conference. 1.5 QUALITY ASSURANCE A. Installer Qualifications: An experienced installer who has completed concrete Work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. B. Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for formwork and shoring and reshoring installations that are similar to those indicated for this Project in material, design, and extent. C. Concrete Producer Qualifications: A firm experienced in producing ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment. 1. Concrete Producer must be certified according to the National Ready Mixed Concrete Association's Certification of Ready Mixed Concrete Production Facilities. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 3 2. At the request of the Architect or Structural Engineer, the concrete producer shall provide a copy of its “Certificate of Conformance for Concrete Production Facilities” as evidence of its National Ready Mixed Concete Association (NRMCA) certification. D. Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 to conduct the testing indicated. 1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program. E. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, each aggregate from one source, and each admixture from the same manufacturer. F. Welding: Qualify procedures and personnel according to AWS D1.4, "Structural Welding Code--Reinforcing Steel." G. ACI Publications: Comply with the following, unless more stringent provisions are indicated: 1. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials." 2. ACI 301, "Specification for Structural Concrete." 3. ACI 315, "Details and Detailing of Concrete Reinforcement." 4. ACI 318, “Building Code Requirements for Structural Concrete.” H. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Meetings." 1. Before submitting design mixes, review concrete mix design and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following: a. Contractor's superintendent. b. Independent testing agency responsible for concrete design mixes. c. Ready-mix concrete producer. d. Concrete subcontractor. 1.6 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle steel reinforcement to prevent bending and damage. 1. Avoid damaging coatings on steel reinforcement. 2. Repair damaged epoxy coatings on steel reinforcement according to ASTM D 3963/D 3963M. PART 2 – PRODUCTS 2.1 FORM-FACING MATERIALS AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 4 A. Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true, and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints. 1. Plywood, metal, or other approved panel materials. B. Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least two edges and one side for tight fit. C. Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced plastic, paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. Provide units with sufficient wall thickness to resist plastic concrete loads without detrimental deformation. D. Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist plastic concrete loads without detrimental deformation. E. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum. F. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. 1. Formulate form-release agent with rust inhibitor for steel form-facing materials. G. Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of the exposed concrete surface. 2. Furnish ties that, when removed, will leave holes not larger than 1 inch in diameter in concrete surface. 3. Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing. 2.2 STEEL REINFORCEMENT A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed. B. Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed. C. Epoxy-Coated Reinforcing Bars: ASTM A 775/A 775M, deformed. D. Epoxy-Coated Fabricated Reinforcing Bars: ASTM A 934/A 934M, and as follows: 1. Steel Reinforcement: ASTM A 615/A 615M, Grade 60, deformed. 2. Steel Reinforcement: ASTM A 706/A 706M, deformed. E. Steel Bar Mats: ASTM A 184/A 184M, assembled with clips. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 5 1. Steel Reinforcement: ASTM A 615/A 615M, Grade 60, deformed bars. 2. Steel Reinforcement: ASTM A 706/A 706M, deformed bars. F. Plain-Steel Wire: ASTM A 82, as drawn. G. Epoxy-Coated Wire: ASTM A 884/A 884M, Class A coated, plain-steel wire. H. Plain-Steel Welded Wire Fabric: ASTM A 185, fabricated from as-drawn steel wire into flat sheets. I. Epoxy-Coated Welded Wire Fabric: ASTM A 884/A 884M, Class A, plain steel. 2.3 REINFORCEMENT ACCESSORIES A. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as follows: 1. For concrete surfaces exposed to view where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected or CRSI Class 2 stainless-steel bar supports. 2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar supports. B. Joint Dowel Bars: Plain-steel bars, ASTM A 615/A 615M, Grade 60. Cut bars true to length with ends square and free of burrs. C. Epoxy-Coated Joint Dowel Bars: ASTM A 775/A 775M; with ASTM A 615/A 615M, Grade 60, plain-steel bars. D. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy coating on reinforcement and complying with ASTM A 775/A 755M. 2.4 CONCRETE MATERIALS A. Portland Cement: ASTM C 150, Type I. B. Fly Ash: ASTM C 618, Class C or F. C. Normal-Weight Aggregate: ASTM C 33, uniformly graded, and as follows: 1. Combined Aggregate Gradation: Well graded from coarsest to finest with not more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 sieve, and less than 8 percent may be retained on sieves finer than No. 50. 2. Use crushed limestone coarse aggregate for concrete exposed to weather. D. Water: Potable and complying with ASTM C 94. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 6 2.5 ADMIXTURES A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water- soluble chloride ions by mass of cementitious material and to be compatible with other admixtures and cementitious materials. Do not use admixtures containing calcium chloride. B. Air-Entraining Admixture: ASTM C 260. C. Water-Reducing Admixture: ASTM C 494, Type A. D. High-Range, Water-Reducing Admixture: ASTM C 494, Type F. E. Water-Reducing and Accelerating Admixture: ASTM C 494, Type E. F. Water-Reducing and Retarding Admixture: ASTM C 494, Type D. G. Corrosion-Inhibiting Admixture: Provide 3 gal/cuyd of commercially formulated, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete. 1. Products: Subject to compliance with requirements, provide one of the following: a. DCI or DCI-S; W. R. Grace & Co., Construction Products Div. b. Rheocrete 222+; Master Builders, Inc. c. FerroGard-901; Sika Corporation. d. Or equivalent substitute approved by the Structural Engineer. 2.6 FIBER REINFORCEMENT A. Synthetic Fiber: Fibrillated or monofilament polypropylene fibers engineered and designed for use in concrete, complying with ASTM C 1116, Type III, 3/4 inches long. 1. Fibrillated Fibers: a. Fibermesh 300; Fibermesh, Div. of Synthetic Industries. b. Grace Fibers; W. R. Grace & Co., Construction Products Div. 2. Monofilament Fibers: a. Fibermesh 150; Fibermesh, Div. of Synthetic Industries. b. Grace MicroFiber; W. R. Grace & Co., Construction Products Div. 2.7 WATERSTOPS A. Self-Expanding Strip Waterstops: Manufactured rectangular or trapezoidal strip, sodium bentonite or other hydrophylic material for adhesive bonding to concrete. 1. Products: Subject to compliance with requirements, provide one of the following: a. Volclay Waterstop-RX; Colloid Environmental Technologies Co. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 7 b. Hydrotite; Greenstreak. c. Or equivalent substitute approved by the Structural Engineer. 2.8 VAPOR RETARDER A. Vapor Retarder: ASTM E1745, Class A, polyethylene sheet, size as indicated on plans, but not less than 10 mils thick. 2.9 FLOOR AND SLAB TREATMENTS A. Slip-Resistive Aggregate Finish: Factory-graded, packaged, rustproof, nonglazing, abrasive aggregate of fused aluminum-oxide granules or crushed emery with emery aggregate containing not less than 50 percent aluminum oxide and not less than 25 percent ferric oxide; unaffected by freezing, moisture, and cleaning materials. 2.10 CURING MATERIALS A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete. Subject to compliance with requirements, provide one of the following: 1. Eucobar; Euclid Chemical Co. 2. SikaFilm; Sika Corporation. 3. Or equivalent substitute approved by the Structural Engineer. B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. dry. C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet. D. Water: Potable. E. For Parking Structure Use: 1. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A. Subject to compliance with requirements, provide one of the following: a. Klear-Kote Cure-Sealer-Hardener, 30 percent solids; Burke Group, LLC. b. Vocomp-30; W. R. Meadows, Inc. c. Or equivalent substitute approved by the Structural Engineer. 2.11 RELATED MATERIALS A. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 8 B. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene. C. Epoxy-Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class and grade to suit requirements, and as follows: 1. Type II, non-load bearing, for bonding freshly mixed concrete to hardened concrete. 2. Types I and II, non-load bearing, for bonding hardened or freshly mixed concrete to hardened concrete. 3. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete. D. Reglets: Fabricate reglets of not less than 0.0217-inch thick galvanized steel sheet. Temporarily fill or cover face opening of reglet to prevent intrusion of concrete or debris. E. Dovetail Anchor Slots: Hot-dip galvanized steel sheet, not less than 0.0336 inch thick, with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion of concrete or debris. 2.12 REPAIR MATERIALS A. Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations. 1. Cement Binder: ASTM C 150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219. 2. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application. 3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by underlayment manufacturer. 4. Compressive Strength: Not less than 4100 psi at 28 days when tested according to ASTM C 109/C 109M. B. Repair Topping: Traffic-bearing, cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/4 inch. 1. Cement Binder: ASTM C 150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219. 2. Primer: Product of topping manufacturer recommended for substrate, conditions, and application. 3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by topping manufacturer. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 9 4. Compressive Strength: Not less than 5700 psi at 28 days when tested according to ASTM C 109/C 109M. 2.13 CONCRETE MIXES A. Prepare design mixes for each type and strength of concrete determined by either laboratory trial mix or field test data basis, as follows: 1. Proportion normal-weight concrete according to ACI 211.1 and ACI 301. B. Use a qualified independent testing agency for preparing and reporting proposed mix designs for the laboratory trial mix basis. C. Proportion normal-weight concrete mixes per structural general notes located on the drawings. D. Cementitious Materials: Limit percentage, by weight, of fly ash to total cementitious materials as follows: 1. 25 percent E. Air Content, as follows: 1. Exterior concrete exposed to freezing and thawing: 6 percent, +/- 1 percent. 2. All other concrete: 0 percent minimum, 3 percent maximum. F. Limit water-soluble, chloride-ion content in hardened concrete to 0.10 percent by weight of cement. G. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate, but not less than 1.5 lb/cu. yd . H. Admixtures: Use admixtures according to manufacturer's written instructions. 1. Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) in concrete, as required, for placement and workability. 2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions. 3. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a water-cementitious materials ratio below 0.50. 4. Use corrosion-inhibiting admixture in concrete mixes where indicated. 2.14 FABRICATING REINFORCEMENT A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice." AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 10 2.15 CONCRETE MIXING A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94 and ASTM C 1116, and furnish batch ticket information. 1. When air temperature is between 85 and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes. PART 3 – EXECUTION 3.1 FORMWORK A. Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until concrete structure can support such loads. B. Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117. C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as follows: 1. Class A, 1/8 inch for surfaces prominently exposed to public view. 2. Class B, 1/4 inch for surfaces to receive plaster, stucco or wainscoting. 3. Class C, 1/2 inch for exposed surfaces where appearance is not a concern. 4. Class D, 1 inch for permanently concealed surfaces. D. Construct forms tight enough to prevent loss of concrete mortar. E. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood inserts for forming keyways, reglets, recesses, and the like, for easy removal. 1. Do not use rust-stained steel form-facing material. F. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds. G. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations. H. Chamfer exterior corners and edges of permanently exposed concrete unless otherwise indicated. I. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. Determine sizes and locations from trades providing such items. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 11 J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete. K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment. L. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement. 3.2 EMBEDDED ITEMS A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use Setting Drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. 1. Install anchor rods and all other required embedments and anchorages, accurately located, to elevations required. 3.3 REMOVING AND REUSING FORMS A. General: 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 for 24 hours after placing concrete provided concrete is hard enough to not be damaged by form-removal operations and provided curing and protection operations are maintained. B. Leave formwork, for beam soffits, joists, slabs, and other structural elements, that supports weight of concrete in place until concrete has achieved the following: 1. 28-day design compressive strength. 2. Determine compressive strength of in-place concrete by testing representative field- or laboratory-cured test specimens according to ACI 301. 3. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores. C. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-release agent. D. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by Architect. 3.4 SHORES AND RESHORES A. Comply with ACI 318, ACI 301, and recommendations in ACI 347R for design, installation, and removal of shoring and reshoring. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 12 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. 3.5 VAPOR RETARDER A. Vapor Retarder: Place, protect, and repair vapor retarder sheets according to ASTM E 1643 and manufacturer's written instructions. 3.6 STEEL REINFORCEMENT A. General: Comply with CRSI's "Manual of Standard Practice" for placing reinforcement. 1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete. B. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials. C. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars. 1. Shop- or field-weld reinforcement according to AWS D1.4, where indicated. D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces. E. Install welded wire fabric in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire. F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963/D 3963M. 3.7 JOINTS A. General: Construct joints true to line with faces perpendicular to surface plane of concrete. B. Construction Joints in Structural Members: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by the Structural Engineer. 1. Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 13 2. Form from bulkhead forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete. 3. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection. 4. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs. 5. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible. 6. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. 7. Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. C. Construction Joints in Slabs-on-Grade: Provide construction joints between adjacent slab-on- grade pours as indicated on the drawings. D. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one- fourth of concrete thickness, as follows: 1. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks. 2. Provide construction or contraction joints at a maximum spacing of 36 times the slab thickness, unless indicated otherwise on the drawings. Locate joints to create slab sections with long side dimension to short side dimension ratio of not greater than 1.5. E. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated. 1. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated. 2. Terminate full-width joint-filler strips not less than 1/2 inch more than 1 inch below finished concrete surface where joint sealants, specified in Division 7, are indicated. 3. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together. 3.8 WATERSTOPS AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 14 A. Self-Expanding Strip Waterstops: Install in construction joints and at other locations indicated, according to manufacturer's written instructions, bonding or mechanically fastening and firmly pressing into place. Install in longest lengths practicable. 3.9 CONCRETE PLACEMENT A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed. B. Do not add water to concrete during delivery, at Project site, or during placement, unless approved by the Structural Engineer. C. Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation. D. Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to avoid inclined construction joints. Place each layer while preceding layer is still plastic, to avoid cold joints. 1. Consolidate placed concrete with mechanical vibrating equipment. Use equipment and procedures for consolidating concrete recommended by ACI 309R. 2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the vibrator. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix constituents to segregate. E. 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. 1. Consolidate concrete during placement operations so concrete is thoroughly worked around reinforcement and other embedded items and into corners. 2. Maintain reinforcement in position on chairs during concrete placement. 3. Screed slab surfaces with a straightedge and strike off to correct elevations. 4. Slope surfaces uniformly to drains where required. 5. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, free of humps or hollows, before excess moisture or bleed water appears on the surface. Do not further disturb slab surfaces before starting finishing operations. F. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 15 2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators, unless otherwise specified and approved in mix designs. G. Hot-Weather Placement: Place concrete according to recommendations in ACI 305R and as follows, when hot-weather conditions exist: 1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete. 3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas. 3.10 FINISHING FORMED SURFACES A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defective areas repaired and patched. Remove fins and other projections exceeding ACI 347R limits for class of surface specified. B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defective areas. Remove fins and other projections exceeding 1/8 inch in height. 1. Apply to concrete surfaces exposed to public view or to be covered with a coating or covering material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, or painting. 2. Do not apply rubbed finish to smooth-formed finish. C. Rubbed Finish: Apply the following to smooth-formed finished concrete, only where indicated: 1. Smooth-Rubbed Finish: Not later than one day after form removal, moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process. D. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated. 3.11 FINISHING FLOORS AND SLABS A. General: Comply with recommendations in ACI 302.1R for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 16 B. Scratch Finish: While still plastic, texture concrete surface that has been screeded and bull- floated or darbied. Use stiff brushes, brooms, or rakes. 1. Apply scratch finish to surfaces indicated and to surfaces to receive concrete floor topping or mortar setting beds for ceramic or quarry tile, portland cement terrazzo, and other bonded cementitious floor finishes. C. Float Finish: Consolidate surface with power-driven floats or by hand floating if area is small or inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots. Repeat float passes and restraightening until surface is left with a uniform, smooth, granular texture. 1. Apply float finish to surfaces indicated, to surfaces to receive trowel finish, and to floor and slab surfaces to be covered with fluid-applied or sheet waterproofing, built-up or membrane roofing, or sand-bed terrazzo. D. Trowel Finish: After applying float finish, apply first trowel finish and consolidate concrete by hand or power-driven trowel. Continue troweling passes and restraighten until surface is free of trowel marks and uniform in texture and appearance. Grind smooth any surface defects that would telegraph through applied coatings or floor coverings. 1. Apply a trowel finish to surfaces indicated and to floor and slab surfaces exposed to view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over a cleavage membrane, paint, or another thin film-finish coating system 2. Finish surfaces to the following flatness (FF) and levelness (FL) tolerances, measured within 24 hours according to ASTM E 1155/E 1155M for a randomly trafficked floor surface: a. Slabs-on-Grade: 1) Overall values: FF = 35, FL=25 2) Minimum local values: FF=25, FL=15 3. The minimum local area shall be any bay defined by column lines. 4. Finish and measure surface so gap at any point between concrete surface and an unleveled freestanding 10-foot-long straightedge, resting on two high spots and placed anywhere on the surface, does not exceed the following: a. 3/16 inch. E. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second troweling, to surfaces indicated and to surfaces where ceramic or quarry tile is to be installed by either thickset or thin-set method. Immediately after second troweling, and when concrete is still plastic, slightly scarify surface with a fine broom. F. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 17 1. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route. Coordinate required final finish with Architect before application. G. Slip-Resistive Aggregate Finish: Before final floating, apply slip-resistive aggregate finish where indicated and to concrete stair treads, platforms, and ramps. Apply according to manufacturer's written instructions. 3.12 MISCELLANEOUS CONCRETE ITEMS A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated, after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete Work. B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded. C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor rods for machines and equipment at correct elevations, complying with diagrams or templates of manufacturer furnishing machines and equipment. D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated items. Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and trowel-finish concrete surfaces. 3.13 CONCRETE PROTECTION AND CURING A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with recommendations in ACI 305R for hot-weather protection during curing. B. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing. C. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing by one or a combination of the methods for curing unformed surfaces as specified below. D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces, by one or a combination of the following methods: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials: AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 18 a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers. 2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches , and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period using cover material and waterproof tape. a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive floor coverings. b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments. c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining cover or a curing compound that the manufacturer recommends for use with floor coverings. 3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. 4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period. 3.14 CONCRETE SURFACE REPAIRS A. Defective Concrete: Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval. B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for handling and placing. C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. 1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch in any dimension in solid concrete but not less than 1 inch in depth. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush- coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 19 2. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface. 3. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Architect. D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template. 1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions. 2. After concrete has cured at least 14 days, correct high areas by grinding. 3. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. 4. Correct other low areas scheduled to receive floor coverings with a repair underlayment. Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations. 5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. 6. Repair defective areas, except random cracks and single holes 1 inch or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least 3/4 inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mix as original concrete except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete. 7. Repair random cracks and single holes 1 inch or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours. E. Perform structural repairs of concrete, subject to Structural Engineer's approval, using epoxy adhesive and patching mortar. F. Repair materials and installation not specified above may be used, subject to Structural Engineer's approval. 3.15 FIELD QUALITY CONTROL AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 20 A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to sample materials, perform tests, and submit test reports during concrete placement. Sampling and testing for quality control may include those specified in this Article. B. Testing Services: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements: 1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mix exceeding 5 cu. yd., but less than 100 cu. yd., plus one set for each additional 100 cu. yd. or fraction thereof. 2. Slump: ASTM C 143; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mix. Perform additional tests when concrete consistency appears to change. 3. Air Content: ASTM C 231, pressure method, for normal-weight concrete; ASTM C 173, volumetric method, for structural lightweight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mix. 4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and one test for each composite sample. 5. Compression Test Specimens: ASTM C 31/C 31M; cast and laboratory cure one set of four standard cylinder specimens for each composite sample. a. When temperature is expected to fall below 40 degrees F, cast and field cure one set of four standard cylinder specimens for each composite sample. Cure this set of cylinders under the same conditions as the concrete it represents. 6. Compressive-Strength Tests: ASTM C 39; for each set of cylinders, test one specimen at 7 days and two at 28 days. Retain one specimen for later testing if required. (Retained cylinder may be discarded 90 days after casting, unless directed otherwise by the Architect or Structural Engineer.) C. 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. D. Strength of each concrete mix 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. E. Test results shall be reported in writing to Architect, Structural Engineer, concrete producer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7-and 28-day tests. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CAST -IN -PLACE CONCRETE 033000 - 21 F. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Structural Engineer but will not be used as sole basis for approval or rejection of concrete. G. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Structural Engineer. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42 or by other methods as directed by Structural Engineer. END OF SECTION 033000 AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 1 SECTION 033816 - UNBONDED POST-TENSIONED CONCRETE PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Post-tensioning reinforcement and accessories including prestressing tendons, pocket formers, support bars, bar chairs, and slab bolsters. 2. Post-tensioning operations including stressing, recording tendon elongations and gage pressures, and finishing tendons. 1.3 DEFINITIONS A. Strand Tail: Excess strand length extending past the anchorage device. B. Stressing Pocket: Void formed by pocket former at stressing-end anchorage to provide required cover over wedges and strand tail. C. Wedge Cavity: Cone-shaped hole in anchorage device designed to hold the wedges that anchor the strand. 1.4 COORDINATION A. Attachments and Penetrations: 1. Attach permanent construction such as curtain-wall systems, handrails, fire-protection equipment, lights, and security devices to the post-tensioned slab using embedded anchors. 2. Drilled anchors, power-driven fasteners, and core drilling for sleeves or other penetrations are not allowed unless authorized in writing by the Structural Engineer. 3. Form penetrations within 18 inches of an anchorage with ASTM A 53/A 53M, Schedule 40 steel pipe. 1.5 PREINSTALLATION MEETINGS A. Preinstallation Conference: Conduct conference at project site. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 2 1. Review methods and procedures related to installation and stressing of post-tensioning tendons including, but not limited to, the following: a. Construction schedule and availability of materials, personnel, and equipment needed to make progress and avoid delays. b. Storage of post-tensioning materials on-site. c. Structural load limitations. d. Coordination of post-tensioning installation drawings and nonprestressed reinforcing steel placing drawings. e. Horizontal and vertical tolerances on tendons and nonprestressed reinforcement placement. f. Marking and measuring of elongations. g. Submittal of stressing records and requirements for tendon finishing. h. Removal of formwork. 1.6 ACTION SUBMITTALS A. Product Data: For the following: 1. Post-tensioning coating. 2. Tendon sheathing. 3. Anchorage devices. 4. Tendon couplers. 5. Bar and tendon supports. 6. Pocket formers. 7. Sheathing repair tape. 8. Stressing-pocket patching material. 9. Encapsulation system. B. Shop Drawings: Include the following, prepared by or under the supervision of a qualified professional engineer, detailing tendon layout and installation procedures: 1. Installation drawings including plans, elevations, sections, and details. 2. Numbers, arrangement, and designation of post-tensioning tendons. 3. Tendon profiles and method of tendon support including chair heights and locations. Show tendon profiles at sufficient scale to clearly indicate all support points, with their associated heights. 4. Tendon anchorage details including bundled tendon flaring. 5. Tendon clearances around slab openings and penetrations. 6. Construction joint locations, pour sequence, locations of anchorages and blockouts required for stressing. 7. Stressing procedures and jacking force to result in final effective forces used in determining number of tendons required. 8. Calculated elongations for each tendon. 9. Details for horizontal curvature around openings and at anchorages. 10. Details for corners and other locations where tendon layouts may conflict with one another or nonprestressed reinforcing steel. 11. Locations of nonprestressed reinforcement required for installing post-tensioning tendons including, but not limited to, the following: AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 3 a. Support bars. b. Backup bars and hairpins at anchorages. c. Hairpins at locations of horizontal curvature. d. Supplemental reinforcement at blockouts. C. Samples: For the following products: 1. Each anchorage device assembly with a minimum of 24 inches of coated, sheathed strand. 2. Each coupler assembly with a minimum of 24 inches of coated, sheathed strand. 3. Components of the encapsulation system, unassembled and clearly identified. D. Delegated-Design Submittal: For post-tensioning system. 1. Sealed design calculations prepared by a qualified structural engineer indicating method of elongation calculation including values used for friction coefficients, anchorage seating loss, elastic shortening, creep, relaxation, and shrinkage. 1.7 INFORMATIONAL SUBMITTALS A. Qualification Data: Include resume of individual supervising installation and stressing of post- tensioning tendons. B. Product Certificates: 1. For each type of anchorage device and coupler. 2. For each type of encapsulation system. C. Mill Test Reports: Certified mill test reports for prestressing strand used on Project indicating that strand is low relaxation and including the following: 1. Coil numbers or identification. 2. Breaking load. 3. Load at 1 percent extension. 4. Elongation at failure. 5. Modulus of elasticity. 6. Diameter and net area of strand. D. Field quality-control reports. E. Procedures Statement: Procedures for cutting excess strand tail and patching stressing pocket. F. Stressing Jack Calibration: Calibration certificates for jacks and gages to be used on Project. Calibrate each jack-and-gage set as a pair. G. Stressing Records: Submit the same day as stressing operations. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 4 1.8 QUALITY ASSURANCE A. Manufacturer Qualifications: Fabricating plant certified by PTI according to procedures set forth in PTI's "Manual for Certification of Plants Producing Unbonded Single Strand Tendons." B. Installer Qualifications: A qualified installer whose full-time Project superintendent has successfully completed PTI's Level 1 - Field Fundamentals course or has equivalent verifiable experience and knowledge acceptable to Structural Engineer. 1. Superintendent must receive training from post-tensioning supplier in the operation of stressing equipment to be used on Project. C. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated. 1. Testing Agency Inspector: Personnel performing field inspections and measuring elongations shall have successfully completed PTI's Level 1 - Field Fundamentals course or shall have equivalent verifiable experience and knowledge acceptable to Structural Engineer. 1.9 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle post-tensioning materials according to PTI's "Field Procedures Manual for Unbonded Single Strand Tendons." B. Immediately remove damaged components from Project site. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Source Limitations: Obtain post-tensioning materials and equipment from single source. 1. Stressing jacks not provided by post-tensioning supplier must be calibrated and approved for use on Project by post-tensioning supplier. 2.2 PERFORMANCE REQUIREMENTS A. Delegated Design: Engage a qualified professional engineer, as defined in Section 014000 "Quality Requirements," to design post-tensioned reinforcement. B. Structural Performance: Design cast-in-place, post-tensioned concrete reinforcement as indicated in this Section. Show final effective forces, tendon profiles, and nonprestressed reinforcement on design installation drawings. C. Design structure to withstand the loads indicated according to governing codes, within limits and under conditions indicated. D. Comply with ACI 318 requirements unless more stringent requirements are indicated. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 5 1. Limits on stresses at transfer of prestress and under service load. 2. Minimum bonded reinforcement. 3. Concrete cover over reinforcement. E. Fire Resistance: Design members such that thickness and concrete cover over reinforcement comply with fire-resistance requirements of authorities having jurisdiction. F. Fire Resistance: Design members such that thickness and concrete cover over reinforcement comply with the following fire-resistance requirements: 1. Slabs: Two hours. 2. Beam: Two hours. G. Deflection Limits Including Creep and Shrinkage Effects: 1. Total Dead Load: L/600 2. Total Dead Plus Live Load: L/360 H. Closure Strips: Locate closure strips at midspan and adjust tendon forces and profiles accordingly. Calculate moments in spans with closure strips assuming a continuous slab. Provide only nonprestressed reinforcement within closure strips. Design reinforcement in closure strip to carry ultimate moment at midspan. 2.3 PRESTRESSING TENDONS A. ACI Publications: Comply with ACI 423.6, "Specification for Unbonded Single Strand Tendons," unless otherwise indicated in the Contract Documents. B. Prestressing Strand: ASTM A 416/A 416M, Grade 270, uncoated, seven-wire, low-relaxation, 0.5-inch-diameter strand. C. Post-Tensioning Coating: Compound with friction-reducing, moisture-displacing, and corrosion-inhibiting properties; chemically stable and nonreactive with prestressing steel, nonprestressed reinforcement, sheathing material, and concrete. 1. Minimum Coating Weight: 2.5 lb for 0.5-inch-diameter strand per 100 feet of strand. 2. Completely fill annular space between strand and sheathing over entire tendon length with post-tensioning coating. D. Tendon Sheathing: 1. Minimum Thickness: 0.025 inch for polyethylene with a minimum density of 0.034 lb/cu. in. 2. Continuous over length of tendon to provide watertight encapsulation of strand and between anchorages to prevent intrusion of cement paste or loss of coating for a non- encapsulated system. E. Anchorage Device and Coupler Assembly: Assembly of strand, wedges, and anchorage device or coupler complying with static and fatigue testing requirements and capable of developing 95 percent of actual breaking strength of strand. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 6 1. Anchorage Bearing Stresses: Comply with ACI 423.6 for stresses at transfer load and service load. 2. Fixed-End Anchorage Device Assemblies: Plant fabricated with wedges seated at a load of not less than 80 percent and not more than 85 percent of breaking strength of strand. F. Encapsulation System: Watertight encapsulation of prestressing strand consisting of the following: 1. Wedge-Cavity Caps: Attached to anchorages with a positive mechanical connection and completely filled with post-tensioning coating. a. Caps for Fixed- and Stressing-End Anchorage Devices: Designed to provide watertight encapsulation of wedge cavity. Sized to allow required extension of strand past the wedges. 1) Attach cap for fixed-end anchorage device in fabricating plant. b. Caps at Intermediate Anchorages: Open to allow passage of strand. 2. Sleeves: Attached to anchorage device with positive mechanical connection; overlapped a minimum of 4 inches with sheathing and completely filled with post-tensioning coating. 2.4 NONPRESTRESSED STEEL BARS A. Support Bars, Reinforcing Bars, Hairpins: 1. Steel: ASTM A 615/A 615M, Grade 60, deformed. 2. Low-Alloy Steel: ASTM A 706/A 706M, deformed. 3. Epoxy-Coated Steel: ASTM A 615/A 615M, Grade 60; ASTM A 706/A 706M, deformed bars, ASTM A 775/A 775M epoxy coated with less than 2 percent damaged coating in each 12-inch bar length. a. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy coating on bars and complying with ASTM A 775/A 755M. Repair damaged areas according to ASTM D 3963/D 3963M. B. Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening tendons and tendon support bars in place. Manufacture bar supports, according to CRSI's "Manual of Standard Practice," from steel wire, plastic, or precast concrete of greater compressive strength than concrete, and as follows: 1. For uncoated bars, use CRSI Class 1 plastic-protected bar supports. 2. For epoxy-coated bars, use CRSI Class 1A epoxy-coated or other dielectric-polymer- coated-wire bar supports. 2.5 ACCESSORIES A. Pocket Formers: Capable of completely sealing wedge cavity; sized to provide the required cover over the anchorage and allow access for cutting strand tail. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 7 B. Anchorage Fasteners: Galvanized-steel nails, wires, and screws used to attach anchorage devices to formwork. C. Sheathing Repair Tape: Elastic, self-adhesive, moistureproof tape with minimum width of 2 inches, in contrasting color to tendon sheathing; nonreactive with sheathing, coating, or prestressing steel. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. Adhesive Tape Products, Ltd.; PWT-20. b. Covalence Adhesives; Polyken 826. c. 3M; Tape 226. 2.6 PATCHING MATERIAL A. One-component, polymer-modified, premixed patching material containing selected silica aggregates and portland cement, suitable for vertical and overhead applications. Do not use material containing chlorides or other chemicals known to be deleterious to prestressing steel or material that is reactive with prestressing steel, anchorage device material, or concrete. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. BASF Construction Chemicals, LLC - Building Systems; Emaco R350 CI. b. Euclid Chemical Company (The); Verticoat Supreme. c. Fox Industries, Inc.; FX-228. d. Kaufman Products, Inc.; Patchwell Kit V/O. e. Sika Corporation, Inc.; SikaMonoTop 611. PART 3 - EXECUTION 3.1 FORMWORK A. Provide formwork for post-tensioned elements as specified Section 033000 "Cast-in-Place Concrete." Design formwork to support load redistribution that may occur during stressing operation. Ensure that formwork does not restrain elastic shortening, camber, or deflection resulting from application of prestressing force. B. Do not remove forms supporting post-tensioned elements until tendons have been fully stressed and elongations have been approved by Structural Engineer. C. Do not place concrete in supported floors until tendons on supporting floors have been stressed and elongations have been approved by Structural Engineer. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 8 3.2 NONPRESTRESSED STEEL REINFORCEMENT PLACEMENT A. Placement of nonprestressed steel reinforcement is specified in Section 033000 "Cast-in-Place Concrete." Coordinate placement of nonprestressed steel reinforcement with installation of post- tensioning tendons. 3.3 TENDON INSTALLATION A. Install tendons according to installation drawings and procedures stated in PTI's "Field Procedures Manual for Unbonded Single Strand Tendons." 1. Tolerances: Comply with tolerances in ACI 423.6 for beams and slabs. B. Tendon Supports: Provide continuous slab bolsters or bars supported on individual high chairs spaced at a maximum of 42 inches o.c. to ensure tendons remain in their designated positions during construction operations and concrete placement. 1. Support tendons as required to provide profiles shown on installation drawings. Position supports at high and low points and at intervals not exceeding 48 inches. Ensure that tendon profiles between high and low points are smooth parabolic curves. 2. Attach tendons to supporting chairs and reinforcement without damaging tendon sheathing. 3. Support slab tendons independent of beam reinforcement. C. Maintain tendon profile within maximum allowable deviations from design profile as follows: 1. 1/4 inch for member depth less than or equal to 8 inches. 2. 3/8 inch for member depth greater than 8 inches and less than or equal to 24 inches. 3. 1/2 inch for member depth greater than 24 inches. D. Maintain minimum radius of curvature of 480-strand diameters for lateral deviations to avoid openings, ducts, and embedded items. Maintain a minimum of 2 inches of separation between tendons at locations of curvature. E. Limit tendon bundles to five tendons. Do not twist or entwine tendons within a bundle. Maintain a minimum distance of 12 inches between center of adjacent bundles. F. If tendon locations conflict with nonprestressed reinforcement or embedded items, tendon placement governs. Obtain Structural Engineers's approval before relocating tendons or tendon anchorages that interfere with one another. G. Deviations in horizontal spacing and location of slab tendons are permitted when required to avoid openings and inserts. H. Installation of Anchorage Devices: 1. Place anchorage devices at locations shown on approved installation drawings. 2. Do not switch fixed- and stressing-end anchorage locations. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 9 3. Attach pocket formers, intermediate anchorage devices, and stressing-end anchorage devices securely to bulkhead forms. Install stressing-end and intermediate anchorage devices perpendicular to tendon axis. 4. Install tendons straight, without vertical or horizontal curvature, for a minimum of 12 inches behind stressing-end and intermediate anchorages. 5. Embed intermediate anchorage devices at construction joints in first concrete placed at joint. 6. Minimum splice length in reinforcing bars at anchorages is 24 inches. Stagger splices a minimum of 60 inches. 7. Place fixed-end anchorage devices in formwork at locations shown on installation drawings. Support anchorages firmly to avoid movement during concrete placement. 8. Remove loose caps on fixed-end anchorages, refill with post-tensioning coating, and re- attach caps to achieve a watertight enclosure. I. Maintain minimum concrete cover as follows: 1. From Exterior Edge of Concrete to Wedge Cavity: 2 inches. 2. From Exterior Edge of Concrete to Strand Tail: 3/4 inch. 3. From Exterior Edge of Concrete to Wedge-Cavity Cap: 1 inch. 4. Top, Bottom, and Edge Cover for Anchorage Devices: 1-1/2 inches. J. Maintain minimum clearance of 6 inches between tendons and openings. K. Prior to concrete placement, contractor may mark tendon locations on formwork as required. L. Do not install sleeves within 36 inches of anchorages after tendon layout has been inspected. M. Do not install conduit, pipe, or embeds requiring movement of tendons after tendon layout has been inspected. N. Do not use couplers unless location has been approved by Structural Engineer. 3.4 SHEATHING INSPECTION AND REPAIR A. Inspect sheathing for damage after installing tendons. Repair damaged areas by restoring post- tensioning coating and repairing or replacing tendon sheathing. 1. Ensure that sheathing is watertight and there are no air voids. 2. Follow tape repair procedures in PTI's "Field Procedures Manual for Unbonded Single Strand Tendons." B. Maximum length of exposed strand behind anchorages is as follows: 1. Fixed End: 12 inches. 2. Intermediate and Stressing End: 1 inch. a. Cover exposed strand with sheathing repair tape to prevent contact with concrete. C. Immediately remove and replace tendons that have damaged strand. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 10 3.5 CONCRETE PLACEMENT A. Do not place concrete until placement of tendons and nonprestressed-steel reinforcement has been inspected by special inspector. B. Provide Structural Engineer and special inspector a minimum of 48 hours' notice before concrete placement. C. Place concrete as specified in Section 033000 "Cast-in-Place Concrete." Ensure compaction of concrete around anchorages. D. Ensure that position of tendon and nonprestressed-steel reinforcement does not change during concrete placement. Reposition tendons and nonprestressed-steel reinforcement moved during concrete placement to original location. E. Ensure that method of concrete placement does not damage tendon sheathing. Do not support pump lines, chutes, or other concrete-placing equipment on tendons. 3.6 TENDON STRESSING A. Calibrate stressing jacks and gages at start of project and at least every six months thereafter. Keep copies of calibration certificates for each jack-and-gage pair on Project site that are available for inspection. Exercise care in handling stressing equipment to ensure that proper calibration is maintained. B. Stress tendons only under supervision of a qualified post-tensioning superintendent. C. Do not begin stressing operations until concrete strength has reached 3000 psi as indicated by compression tests of field-cured cylinders. D. Complete stressing within 96 hours of concrete placement. E. If concrete has not reached required strength, obtain Structural Engineer’s approval to partially stress tendons and delay final stressing until concrete has reached required strength. F. Stage stress transfer girders according to general notes shown on the Contract Drawings. G. If detensioning and restressing of tendon is required, discard wedges used in original stressing and provide new wedges. H. Mark and measure elongations according to PTI's "Field Procedures Manual for Unbonded Single Strand Tendons." Measure elongations to closest 1/8 inch. I. ACI 318 requires that the cause of any difference between the jacking force and the force corresponding to measured elongation that exceeds 7 percent be ascertained and corrected. J. Submit stressing records within one day of completion of stressing. If discrepancies between measured and calculated elongations exceed plus or minus 7 percent, resolve these discrepancies to satisfaction of Structural Engineer. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 11 K. Prestressing will be considered acceptable if gage pressures shown on stressing record correspond to required stressing force and calculated and measured elongations agree within 7 percent. L. If measured elongations deviate from calculated elongations by more than 7 percent, additional testing, restressing, strengthening, or replacing of affected elements may be required. M. Stressing Records: Testing agency shall record the following information during stressing operations: 1. Name of Project. 2. Date of approved installation drawings used for installation and stressing. 3. Floor number and concrete placement area. 4. Date of stressing operation. 5. Weather conditions including temperature and rainfall. 6. Name and signature of inspector. 7. Name of individual in charge of stressing operation. 8. Serial or identification numbers of jack and gage. 9. Date of jack-and-gage calibration certificates. 10. Gage pressure to achieve required stressing force per supplied calibration chart. 11. Tendon identification mark. 12. Calculated tendon elongation. 13. Actual tendon elongation. 14. Actual gage pressure. 3.7 TENDON FINISHING A. Do not cut strand tails or cover anchorages until stressing records have been reviewed and approved by Structural Engineer. B. Cut strand tails as soon as possible after approval of elongations. C. Cut strand tail between 1/2 and 3/4 inch from wedges. Do not damage tendon or concrete during removal of strand tail. Acceptable methods of cutting strand tail include the following: 1. Oxyacetylene flame. 2. Abrasive wheel. 3. Hydraulic shears. 4. Plasma cutting. D. Install caps and sleeves on intermediate anchorages within one day of stressing. E. Cut strand tails and install caps on stressing-end anchorages within one day of Structural Engineer’s acceptance of elongations. F. Patch stressing pockets within one day of cutting strand tail. Clean inside surface of pocket to remove laitance or post-tensioning coating before installing patch material. Finish patch material flush with adjacent concrete. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS UNBONDED POST -TENSIONED CONCRETE 033816 - 12 3.8 FIELD QUALITY CONTROL A. Testing Agency: Engage a qualified testing agency to perform tests and inspections. 1. Before concrete placement, special inspector will inspect the following for compliance with post-tensioning installation drawings and the Contract Documents: a. Location and number of tendons. b. Tendon profiles and cover. c. Installation of backup bars, hairpins, and other nonprestressed reinforcement shown on post-tensioning installation drawings. d. Installation of pocket formers and anchorage devices. e. Repair of damaged sheathing. f. Connections between sheathing and anchorage devices. 2. Special inspector will record tendon elongations during stressing. 3. Special inspector will immediately report deviations from the Contract Documents to Structural Engineer. B. Prepare test and inspection reports. 3.9 PROTECTION A. Do not expose tendons to electric ground currents, welding sparks, or temperatures that would degrade components. B. Protect exposed components within one workday of their exposure during installation. C. Prevent water from entering tendons during installation and stressing. D. Provide weather protection to stressing-end anchorages if strand tails are not cut within 10 days of stressing the tendons. 3.10 REPAIRS A. Submit repair procedure to Structural Engineer for evaluation and approval. B. Do not proceed with repairs requiring removal of concrete unless authorized in writing by Structural Engineer. END OF SECTION 033816 AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 1 SECTION 042200 - CONCRETE UNIT MASONRY PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. Section Includes: 1. Concrete masonry units. 2. Mortar and grout. 3. Steel reinforcing bars. 4. Masonry joint reinforcement. 5. Ties and anchors. 6. Miscellaneous masonry accessories. 1.3 DEFINITIONS A. CMU(s): Concrete masonry unit(s). B. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells. 1.4 PERFORMANCE REQUIREMENTS A. Provide structural unit masonry that develops indicated net-area compressive strengths at 28 days. 1. Determine net-area compressive strength of masonry from average net-area compressive strengths of masonry units and mortar types (unit-strength method) according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602. 1.5 ACTION SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: For the following: 1. Masonry Units: Show sizes, profiles, coursing, and locations of special shapes. 2. Reinforcing Steel: Detail bending and placement of unit masonry reinforcing bars. Comply with ACI 315, "Details and Detailing of Concrete Reinforcement." Show elevations of reinforced walls. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 2 1.6 INFORMATIONAL SUBMITTALS A. Qualification Data: For testing agency. B. Material Certificates: For each type and size of the following: 1. Masonry units. a. Include data on material properties and material test reports substantiating compliance with requirements. b. For masonry units, include data and calculations establishing average net-area compressive strength of units. 2. Cementitious materials. Include brand, type, and name of manufacturer. 3. Preblended, dry mortar mixes. Include description of type and proportions of ingredients. 4. Grout mixes. Include description of type and proportions of ingredients. 5. Reinforcing bars, both uncoated and epoxy coated. 6. Joint reinforcement. 7. Anchors, ties, and metal accessories. C. Mix Designs: For each type of mortar and grout. Include description of type and proportions of ingredients. D. Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602. E. Cold-Weather and Hot-Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements. 1.7 QUALITY ASSURANCE A. Testing Agency Qualifications: Qualified according to ASTM C 1093 for testing indicated. B. Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required. C. Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate. D. Masonry Standard: Comply with ACI 530.1/ASCE 6/TMS 602 unless modified by requirements in the Contract Documents. E. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Section 013100 "Project Management and Coordination." AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 3 1.8 DELIVERY, STORAGE, AND HANDLING A. Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry. B. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp. C. Store aggregates where grading and other required characteristics can be maintained and contamination avoided. D. Deliver preblended, dry mortar mix in moisture-resistant containers designed for use with dispensing silos. Store preblended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in covered weatherproof dispensing silos. E. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil. 1.9 PROJECT CONDITIONS A. Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress. 1. Extend cover a minimum of 24 inches (600 mm) down both sides of walls and hold cover securely in place. B. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry. 1. Protect base of walls from rain-splashed mud and from mortar splatter by spreading coverings on ground and over wall surface. 2. Protect sills, ledges, and projections from mortar droppings. 3. Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings. 4. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry. C. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602. 1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F (4 deg C) and higher and will remain so until masonry has dried, but not less than 7 days after completing cleaning. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 4 D. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602. PART 2 - PRODUCTS 2.1 MASONRY UNITS, GENERAL A. Defective Units: Referenced masonry unit standards may allow a certain percentage of units to contain chips, cracks, or other defects exceeding limits stated in the standard. Do not use units where such defects will be exposed in the completed Work. 2.2 CONCRETE MASONRY UNITS A. Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated. 1. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions. 2. Provide square-edged units for outside corners unless otherwise indicated. B. CMUs: ASTM C 90. 1. Unit Compressive Strength: Provide units with minimum average net-area compressive strength of 1900 psi. 2. Density Classification: Normal weight 3. Size (Width): Manufactured to dimensions 3/8 inch less than nominal dimensions. 2.3 MASONRY LINTELS A. Built-in-place masonry lintels made from bond beam CMUs with reinforcing bars placed as indicated and filled with coarse grout. Temporarily support built-in-place lintels until cured. 2.4 MORTAR AND GROUT MATERIALS A. Mortar shall be Type S proportioned in accordance with ASTM C270. B. Grout shall be proportioned in accordance with ASTM C476. 2.5 REINFORCEMENT A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420). B. Epoxy-Coated Reinforcing Bars: ASTM A 775, Grade 60, deformed. C. Masonry Joint Reinforcement, General: ASTM A 951/A 951M. 1. Hot-dip galvanized steel. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 5 2. Wire Size for Side Rods: 9 gage. 3. Wire Size for Cross Rods: 9 gage. 4. Wire Size for Veneer Ties: 9 gage. 5. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches (407 mm) o.c. 6. Provide in lengths of not less than 10 feet (3 m) , with prefabricated corner and tee units. 2.6 TIES AND ANCHORS A. Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated. 1. Hot-Dip Galvanized, Carbon-Steel Wire: ASTM A 82/A 82M; with ASTM A 153/A 153M, Class B-2 coating. 2. Galvanized Steel Sheet: ASTM A 653/A 653M, Commercial Steel, G60 (Z180) zinc coating. 3. Steel Sheet, Galvanized after Fabrication: ASTM A 1008/A 1008M, Commercial Steel, with ASTM A 153/A 153M, Class B coating. 2.7 MISCELLANEOUS MASONRY ACCESSORIES A. Preformed Control-Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with ASTM D 2000, Designation M2AA-805 or PVC, complying with ASTM D 2287, Type PVC-65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated. B. Bond-Breaker Strips: Asphalt-saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt). C. Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and hold reinforcing bars in center of cells. Units are formed from 0.148-inch (3.77- mm) steel wire, hot-dip galvanized after fabrication. Provide units designed for number of bars indicated. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. Dayton Superior Corporation, Dur-O-Wal Division; D/A 810, D/A 812 or D/A 817. b. Heckmann Building Products Inc.; No. 376 Rebar Positioner. c. Hohmann & Barnard, Inc.; #RB or #RB-Twin Rebar Positioner. d. Wire-Bond; O-Ring or Double O-Ring Rebar Positioner. 2.8 FOAM BOARD INSULATION MATERIALS A. Polyisocyanurate Board Insulation: Rigid cellular foam, complying with ASTM C1289; Type I, aluminum foil both faces; Class 1, non-reinforced foam core. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 6 PART 3 - EXECUTION 3.1 EXAMINATION A. Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. 1. For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of work. 2. Verify that foundations are within tolerances specified. 3. Verify that reinforcing dowels are properly placed. B. Before installation, examine rough-in and built-in construction for piping systems to verify actual locations of piping connections. C. Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 INSTALLATION, GENERAL A. Build chases and recesses to accommodate items specified in this and other Sections. B. Leave openings for equipment to be installed before completing masonry. After installing equipment, complete masonry to match the construction immediately adjacent to opening. C. Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed. 3.3 TOLERANCES A. Dimensions and Locations of Elements: 1. For dimensions in cross section or elevation do not vary by more than plus 1/2 inch (12 mm) or minus 1/4 inch (6 mm). 2. For location of elements in plan do not vary from that indicated by more than plus or minus 1/2 inch (12 mm). 3. For location of elements in elevation do not vary from that indicated by more than plus or minus 1/4 inch (6 mm) in a story height or 1/2 inch (12 mm) total. B. Lines and Levels: 1. For bed joints and top surfaces of bearing walls do not vary from level by more than 1/4 inch in 10 feet (6 mm in 3 m), or 1/2 inch (12 mm) maximum. 2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20 feet (6 mm in 6 m), or 1/2 inch (12 mm) maximum. 3. For vertical lines and surfaces do not vary from plumb by more than 1/4 inch in 10 feet (6 mm in 3 m), 3/8 inch in 20 feet (9 mm in 6 m), or 1/2 inch (12 mm) maximum. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 7 4. For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20 feet (6 mm in 6 m), or 1/2 inch (12 mm) maximum. 5. For lines and surfaces do not vary from straight by more than 1/4 inch in 10 feet (6 mm in 3 m), 3/8 inch in 20 feet (9 mm in 6 m), or 1/2 inch (12 mm) maximum. 6. For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet (6 mm in 3 m), or 1/2 inch (12 mm) maximum. C. Joints: 1. For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch (3 mm), with a maximum thickness limited to 1/2 inch (12 mm). 2. For exposed bed joints, do not vary from bed-joint thickness of adjacent courses by more than 1/8 inch (3 mm). 3. For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch (9 mm) or minus 1/4 inch (6 mm). 4. For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch (3 mm). 3.4 LAYING MASONRY WALLS A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement-type joints, returns, and offsets. Avoid using less-than-half-size units, particularly at corners, jambs, and, where possible, at other locations. B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less than nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs. C. Lay concealed masonry with all units in a wythe in running bond or bonded by lapping not less than 4-inches (100-mm). Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4-inch (100-mm) horizontal face dimensions at corners or jambs. D. Stopping and Resuming Work: Stop work by racking back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar before laying fresh masonry. E. Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items. F. Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath, wire mesh, or plastic mesh in the joint below and rod mortar or grout into core. G. Fill cores in hollow CMUs with grout 24 inches (600 mm) under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 8 3.5 MORTAR BEDDING AND JOINTING A. Lay hollow CMUs as follows: 1. With face shells fully bedded in mortar and with head joints of depth equal to bed joints. 2. With webs fully bedded in mortar. B. Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints. C. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated. 3.6 MASONRY JOINT REINFORCEMENT A. General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch (16 mm) on exterior side of walls, 1/2 inch (13 mm) elsewhere. Lap reinforcement a minimum of 6 inches (150 mm). 1. Space reinforcement not more than 16 inches o.c., unless noted otherwise. B. Interrupt joint reinforcement at control joints unless otherwise indicated. C. Provide continuity at wall intersections by using prefabricated T-shaped units. D. Provide continuity at corners by using prefabricated L-shaped units. E. Cut and bend reinforcing units as directed by manufacturer for continuity at corners, returns, offsets, column fireproofing, pipe enclosures, and other special conditions. 3.7 CONTROL AND EXPANSION JOINTS A. General: Install control joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in-plane wall or partition movement. 1. Locate joints as indicated in the structural general notes on the drawings. B. Form control joints in concrete masonry as follows: 1. Install preformed control-joint gaskets designed to fit standard sash block. 3.8 LINTELS A. Provide masonry lintels where shown and where openings of more than 12 inches (305 mm) for brick-size units and 24 inches (610 mm) for block-size units are shown without structural steel or other supporting lintels. B. Provide minimum bearing of 8 inches (200 mm) at each jamb unless otherwise indicated. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 9 3.9 REINFORCED UNIT MASONRY INSTALLATION A. Temporary Formwork and Shores: Construct formwork and shores as needed to support reinforced masonry elements during construction. 1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry. 2. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other loads that may be placed on them during construction. B. Placing Reinforcement: Comply with requirements in ACI 530.1/ASCE 6/TMS 602. C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure. 1. Comply with requirements in ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height. 2. Limit height of vertical grout pours to not more than 60 inches (1520 mm). 3.10 FIELD QUALITY CONTROL A. Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform tests and inspections. Retesting of materials that fail to meet specified requirements shall be done at Contractor's expense. B. Inspections: Level 1 special inspections according to the "International Building Code." 1. Begin masonry construction only after inspectors have verified proportions of site- prepared mortar. 2. Place grout only after inspectors have verified compliance of grout spaces and of grades, sizes, and locations of reinforcement. 3. Place grout only after inspectors have verified proportions of site-prepared grout. C. Testing Prior to Construction: One set of tests. D. Testing Frequency: One set of tests for each 5000 sq. ft. (464 sq. m) of wall area or portion thereof. E. Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C 780. F. Mortar Test (Property Specification): For each mix provided, according to ASTM C 780. Test mortar for compressive strength. G. Grout Test (Compressive Strength): For each mix provided, according to ASTM C 1019. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS CONCRETE UNIT MASONRY 042200 - 10 3.11 REPAIRING, POINTING, AND CLEANING A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement. B. Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated. C. In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints. D. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. 2. Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry. 3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent or polyethylene film and waterproof masking tape. 4. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water. 5. Clean concrete masonry by cleaning method indicated in NCMA TEK 8-2A applicable to type of stain on exposed surfaces. END OF SECTION 042200 AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 1 SECTION 051200 - STRUCTURAL STEEL PART 1 – GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes fabrication and erection of structural steel as shown on the drawings, specified herein and as required to complete the work of this Section. B. Related Sections: The following contain requirements that relate to this Section: 1. Division 1 for independent testing agency procedures and administrative requirements. 2. Elsewhere in Division 5 for miscellaneous steel framing. 3. Division 9 for finish painting requirements. 1.3 PERFORMANCE REQUIREMENTS A. Structural Performance: Structural steel connections required by the Contract Documents to be selected or completed by the fabricator to withstand design loadings indicated. B. Engineering Responsibility: Engage a fabricator who utilizes a qualified professional engineer to prepare calculations, Shop Drawings, and other structural data for structural steel connections. 1.4 SUBMITTALS A. General: Submit each item in this Article according to the Conditions of the Contract and Division 1 Specification Sections. B. Product Data for each type of product specified. C. Shop Drawings detailing fabrication of structural steel components. 1. Include details of cuts, connections, splices, camber, holes, and other pertinent data. 2. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. 3. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify high-strength bolted slip-critical, direct-tension, or tensioned shear/bearing connections. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 2 4. Include Shop Drawings signed and sealed by a qualified professional engineer responsible for their preparation. D. Qualification data for firms and persons specified in the "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified. E. Mill test reports signed by manufacturers certifying that their products, including the following, comply with requirements. 1. Structural steel, including chemical and physical properties. 2. Bolts, nuts, and washers, including mechanical properties and chemical analysis. 3. Direct-tension indicators. 4. Shear stud connectors. 5. Shop primers. 6. Non-shrink grout. 1.5 QUALITY ASSURANCE A. Installer Qualifications: Engage an experienced Installer who has completed structural steel work similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance. B. Fabricator Qualifications: Engage a firm experienced in fabricating structural steel similar to that indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to fabricate structural steel without delaying the Work. 1. Fabricator must participate in the AISC Quality Certification Program and shall currently possess the AISC “Certification Standard for Steel Building Structures.” 2. Fabricator shall be registered with and approved by authorities having jurisdiction. C. Comply with applicable provisions of the following specifications and documents: 1. ANSI/AISC 360 Specification for Structural Steel Buildings 2. AISC 303 Code of Standard Practice for Steel Buildings and Bridges 3. AISC's "Specification for Allowable Stress Design of Single-Angle Members." 4. AISC's "Seismic Provisions for Structural Steel Buildings." 5. ASTM A 6 "Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use." 6. Research Council on Structural Connections' (RCSC) "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." D. Professional Engineer Qualifications: A professional engineer who is legally authorized to practice in the jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for projects with structural steel framing that are similar to that indicated for this Project in material, design, and extent. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 3 E. Welding Standards: Comply with applicable provisions of AWS D1.1 "Structural Welding Code--Steel." 1. Present evidence that each welder has satisfactorily passed AWS qualification tests for welding processes involved and, if pertinent, has undergone recertification. F. Preinstallation Conference: Conduct conference at Project site to comply with requirements of Division 1. 1.6 DELIVERY, STORAGE, AND HANDLING A. Deliver structural steel to Project site in such quantities and at such times to ensure continuity of installation. B. Store materials to permit easy access for inspection and identification. Keep steel members off ground by using pallets, platforms, or other supports. Protect steel members and packaged materials from erosion and deterioration. 1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that become dry or rusty before use. 2. Do not store materials on structure in a manner that might cause distortion or damage to members or supporting structures. Repair or replace damaged materials or structures as directed. 1.7 SEQUENCING A. Supply anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, templates, instructions, and directions, as required, for installation. PART 2 – PRODUCTS 2.1 MATERIALS A. Structural Steel Wide Flange Shapes: ASTM A992 (ASTM A992M). B. Structural Steel Shapes (other than wide flange shapes), Plates, and Bars: ASTM A 36. C. Cold-Formed Structural Steel Tubing: ASTM A 500, Grade B. D. Steel Pipe: ASTM A 53, Type E or S, Grade B. 1. Weight Class: Standard, unless noted otherwise on the drawings. 2. Finish: Black, unless noted otherwise on the drawings. E. High-Strength Steel Castings: ASTM A 148, Grade 80-50. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 4 F. Shear Connectors: ASTM A 108, Grade 1015 through 1020, headed-stud type, cold-finished carbon steel, AWS D1.1, Type B. G. Anchor Rods, Bolts, Nuts, and Washers: As follows: 1. Anchor Rods and Anchor Bolts: ASTM F1554, Grade 36, unless noted otherwise on the drawings. 2. Nuts: ASTM A563. 3. Washers: ASTM F436. H. High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy hex steel structural bolts, heavy hex carbon-steel nuts, and hardened carbon-steel washers. 1. Finish: Plain, uncoated, unless noted otherwise on the drawings. 2. Direct-Tension Indicators: ASTM F 959, Type 325. I. Welding Electrodes: E70XX, compatible with base metal. Comply with AWS requirements. J. Structural Steel Rod Hangers and Bracing: ASTM A36, unless noted otherwise. 2.2 PRIMER A. Primer: Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibiting primer. 1. Provide primer compatible with finish paint for all steel to receive finish painting. B. Galvanizing Repair Paint: High-zinc-dust-content paint for regalvanizing welds and repair painting galvanized steel, with dry film containing not less than 93 percent zinc dust by weight, and complying with DOD-P-21035A or SSPC-Paint 20. 2.3 GROUT A. Cement Grout: Portland cement, ASTM C 150, Type I; and clean, natural sand, ASTM C 404, Size No. 2. Mix at ratio of 1 part cement to 2-1/2 parts sand, by volume, with minimum water required for placement and hydration. B. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage compensating agents, plasticizing and water-reducing agents, complying with ASTM C 1107, of consistency suitable for application, and a 30-minute working time. 2.4 FABRICATION A. Fabricate and assemble structural steel in shop to greatest extent possible. Fabricate structural steel according to AISC specifications referenced in this Section and in Shop Drawings. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 5 1. Camber structural steel members only where indicated. 2. Identify high-strength structural steel according to ASTM A 6 and maintain markings until steel has been erected. 3. Mark and match-mark materials for field assembly. 4. Fabricate for delivery a sequence that will expedite erection and minimize field handling of structural steel. 5. Complete structural steel assemblies, including welding of units, before starting shop- priming operations. 6. Comply with fabrication tolerance limits of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for structural steel. B. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible. 1. Plane thermally cut edges to be welded. C. Finishing: Accurately mill ends of columns and other members transmitting loads in bearing. D. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors. Use automatic end welding of headed-stud shear connectors according to AWS D1.1 and manufacturer's printed instructions. E. Holes: Provide holes required for securing other work to structural steel framing and for passage of other work through steel framing members, as shown on Shop Drawings. 1. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in bearing plates. 2. Weld threaded nuts to framing and other specialty items as indicated to receive other work. 2.5 SHOP CONNECTIONS A. Use A325 bolts for all bolted framing connections, unless indicated otherwise on the drawings. B. Shop install and tighten high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Connection Type: Snug tightened bearing-type connections with threads included in the shear plane, unless indicated otherwise on the drawings. C. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality of welds, and methods used in correcting welding work. 1. Assemble and weld built-up sections by methods that will maintain true alignment of axes without warp. 2. Verify that weld sizes, fabrication sequence, and equipment used for architecturally exposed structural steel will limit distortions to allowable tolerances. Prevent surface bleeding of back-side welding on exposed steel surfaces. Grind smooth exposed fillet welds 1/2 inch and larger. Grind flush butt welds. Dress exposed welds. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 6 2.6 SHOP PRIMING A. Shop prime steel surfaces, except the following: 1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches. 2. Surfaces to be field welded. 3. Surfaces to be high-strength bolted with slip-critical or fully tensioned bolts. 4. Surfaces to receive sprayed-on fireproofing. 5. Galvanized surfaces. B. Surface Preparation: Clean surfaces to be painted. Remove loose rust, loose mill scale, and spatter, slag, or flux deposits. Prepare surfaces according to SSPC specifications as follows: 1. SSPC-SP 2 "Hand Tool Cleaning," unless noted otherwise on the drawings. C. Priming: Immediately after surface preparation, apply primer according to manufacturer's instructions and at rate recommended by SSPC to provide a dry film thickness of not less than 1.5 mils. Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces. 2.7 GALVANIZING A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to all structural steel indicated for galvanizing according to ASTM A 123. 2.8 SOURCE QUALITY CONTROL A. Engage an independent testing and inspecting agency to perform shop inspections and tests and to prepare test reports. 1. Testing agency will conduct and interpret tests and state in each report whether test specimens comply with or deviate from requirements. 2. Provide testing agency with access to places where structural steel Work is being fabricated or produced so required inspection and testing can be accomplished. B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements. C. Additional testing, at Contractor's expense, will be performed to determine compliance of corrected Work with specified requirements. D. Shop-bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." E. In addition to visual inspection, fabricator shall provide full-time effective quality control over all fabrication activities, utilizing inspection techniques below, or other effective means, to ensure that all welds conform to A.W.S. standards. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 7 1. Liquid Penetrant Inspection: ASTM E 165. 2. Magnetic Particle Inspection: ASTM E 709 3. Radiographic Inspection: ASTM E 94 and ASTM E 142. 4. Ultrasonic Inspection: ASTM E 164. F. In addition to visual inspection, shop-welded shear connectors will be inspected and tested according to requirements of AWS D1.1 for stud welding and as follows: 1. Bend tests will be performed when visual inspections reveal either less than a continuous 360-degree flash or welding repairs to any shear connector. 2. Tests will be conducted on additional shear connectors when weld fracture occurs on shear connectors already tested, according to requirements of AWS D1.1. PART 3 – EXECUTION 3.1 EXAMINATION A. Before erection proceeds, and with the steel erector present, verify elevations of concrete and masonry bearing surfaces and locations of anchorages for compliance with requirements. B. Do not proceed with erection until unsatisfactory conditions have been corrected. 3.2 PREPARATION A. Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and in alignment against temporary construction loads and loads equal in intensity to design loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place, unless otherwise indicated. 1. Do not remove temporary shoring supporting composite deck construction until cast-in- place concrete has attained its design compressive strength. 3.3 ERECTION A. Set structural steel accurately in locations and to elevations indicated and according to AISC specifications referenced in this Section. B. Base and Bearing Plates: Clean concrete and masonry bearing surfaces of bond-reducing materials and roughen surfaces prior to setting base and bearing plates. Clean bottom surface of base and bearing plates. 1. Set base and bearing plates for structural members on wedges, shims, or setting nuts as required. 2. Tighten anchor bolts after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of base or bearing plate prior to packing with grout. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 8 3. Pack grout solidly between bearing surfaces and plates so no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure. a. Comply with manufacturer's instructions for proprietary grout materials. C. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges." D. Align and adjust various members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. 1. Level and plumb individual members of structure. 2. Establish required leveling and plumbing measurements on mean operating temperature of structure. Make allowances for difference between temperature at time of erection and mean temperature at which structure will be when completed and in service. E. Splice members only where indicated. F. Remove erection bolts on welded, architecturally exposed structural steel; fill holes with plug welds; and grind smooth at exposed surfaces. G. Do not use thermal cutting during erection to correct fabrication errors in structural steel framing, unless approved by the Structural Engineer. Finish sections thermally cut during erection equal to a sheared appearance. H. Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be enlarged to admit bolts. 3.4 FIELD CONNECTIONS A. Bolted Connections: Install and tighten high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Bolted connections shall be tightened “snug tight” unless noted otherwise on the drawings. B. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality of welds, and methods used in correcting welding work. 1. Comply with AISC specifications referenced in this Section for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds. 2. Assemble and weld built-up sections by methods that will maintain true alignment of axes without warp. 3. Verify that weld sizes, fabrication sequence, and equipment used for architecturally exposed structural steel will limit distortions to allowable tolerances. Prevent surface AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 9 bleeding of back-side welding on exposed steel surfaces. Grind smooth exposed fillet welds 1/2 inch and larger. Grind flush butt welds. Dress exposed welds. 3.5 FIELD QUALITY CONTROL A. Owner will engage an independent testing and inspecting agency to perform field inspections and tests and to prepare test reports. 1. Testing agency will conduct and interpret tests and state in each report whether tested Work complies with or deviates from requirements. B. Correct deficiencies in or remove and replace structural steel that inspections and test reports indicate do not comply with specified requirements. C. Additional testing, at Contractor's expense, will be performed to determine compliance of corrected Work with specified requirements. D. Field-bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." E. In addition to visual inspection, field-welded connections will be inspected and tested according to AWS D1.1 and the inspection procedures listed below, at testing agency's option. 1. Liquid Penetrant Inspection: ASTM E 165. 2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted. 3. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2- 2T." 4. Ultrasonic Inspection: ASTM E 164. F. In addition to visual inspection, field-welded shear connectors will be inspected and tested according to requirements of AWS D1.1 for stud welding and as follows: 1. Bend tests will be performed when visual inspections reveal either less than a continuous 360-degree flash or welding repairs to any shear connector. 2. Tests will be conducted on additional shear connectors when weld fracture occurs on shear connectors already tested, according to requirements of AWS D1.1. 3.6 CLEANING A. Touchup Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint. Apply paint to exposed areas using same material as used for shop painting. 1. Apply by brush or spray to provide a minimum dry film thickness of 1.5 mils. B. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and apply galvanizing repair paint according to ASTM A 780. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STRUCTURAL STEEL 051200 - 10 END OF SECTION 051200 AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 1 SECTION 053100 - STEEL DECK PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Roof deck. 2. Composite floor deck. B. The following contain requirements that relate to this Section: 1. Division 3 for concrete fill and reinforcing steel. 2. Division 5 for shop-welded shear connectors. 1.3 SUBMITTALS A. Product Data: For each type of deck, accessory, and product indicated. B. Shop Drawings: Show layout and types of deck panels, anchorage details, reinforcing channels, pans, deck openings, special jointing, accessories, and attachments to other construction. C. Product Certificates: Signed by steel deck manufacturers certifying that products furnished comply with requirements. 1. When steel deck is utilized as part of a fire-resistive assembly, provide written certification that products furnished comply with fire-resistive assembly requirements. D. Product Test Reports: From a qualified testing agency indicating that each of the following complies with requirements, based on comprehensive testing of current products: 1. Mechanical fasteners, when used in lieu of welding for fastening deck to supporting structure. 1.4 QUALITY ASSURANCE A. Installer Qualifications: An experienced installer who has completed steel deck similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 2 B. Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction, qualified according to ASTM E 329 to conduct the testing indicated, as documented according to ASTM E 548. C. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code--Steel," and AWS D1.3, "Structural Welding Code--Sheet Steel." D. Fire-Test-Response Characteristics: Where indicated, provide steel deck units identical to those steel deck units tested for fire resistance per ASTM E 119 by a testing and inspection agency acceptable to authorities having jurisdiction. 1. Fire-Resistance Ratings: Indicated by design designations from UL's "Fire Resistance Directory" or from the listings of another testing and inspecting agency. 2. Steel deck units shall be identified with appropriate markings of applicable testing and inspecting agency. E. AISI Specifications: Calculate structural characteristics of steel deck according to AISI's "Specification for the Design of Cold-Formed Steel Structural Members." F. FM Listing: Provide steel roof deck evaluated by FM and listed in FM's "Approval Guide, Building Materials" for Class 1 fire rating and Class 1-90 windstorm ratings. 1.5 DELIVERY, STORAGE, AND HANDLING A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling. B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof covering and ventilate to avoid condensation. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Steel Deck: a. Consolidated Systems, Inc. b. Epic Metals Corp. c. New Millennium Building Systems, LLC d. Nucor Corp.; Vulcraft Div. e. United Steel Deck, Inc. f. Verco Manufacturing Co. g. Wheeling Corrugating Co.; Div. of Wheeling-Pittsburgh Steel Corp. h. Or equivalent substitute approved by the Structural Engineer. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 3 2.2 ROOF DECK A. Steel Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with "SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 29, and the following: 1. Prime-Painted Steel Sheet: ASTM A 611, Grade C minimum, shop primed with gray or white baked-on, lead- and chromate-free rust-inhibitive primer complying with performance requirements of FS TT-P-664. 2. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33 , G60 zinc coating. 3. Galvanized and Shop-Primed Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33, G60 zinc coating; cleaned, pretreated, and primed with manufacturer's baked- on, lead- and chromate-free rust-inhibitive primer complying with performance requirements of FS TT-P-664. 4. Deck Type, Depth and Gauge: As indicated on the drawings. 5. Span Condition: Triple span or more. 6. Side Laps: Overlapped or interlocking seam. 2.3 COMPOSITE FLOOR DECK A. Composite Steel Floor Deck: Fabricate panels, with integrally embossed or raised pattern ribs and interlocking side laps, to comply with "SDI Specifications and Commentary for Composite Steel Floor Deck," in SDI Publication No. 29, the minimum section properties indicated, and the following: 1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33, G60 zinc coating. 2. Deck Type, Depth and Gauge: As indicated on the drawings. 3. Span Condition: Triple span or more. 2.4 ACCESSORIES A. General: Provide manufacturer's standard accessory materials for deck that comply with requirements indicated. B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumatically driven carbon-steel fasteners; or self-drilling, self-threading screws. 1. Mechanical fasteners, used in lieu of welding for fastening deck to supporting structure, must be approved by the Structural Engineer prior to use. C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steel screws, No. 10 minimum diameter. D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 4 E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi, not less than 0.0359-inch design uncoated thickness, of same material and finish as deck; of profile indicated or required for application. F. Steel Sheet Accessories: Steel sheet, of same material, finish, and thickness as deck, unless otherwise indicated. G. Pour Stops and Girder Fillers: Steel sheet, minimum yield strength of 33,000 psi, of same material and finish as deck, and of thickness and profile recommended by SDI Publication No. 29 for overhang and slab depth. H. Column Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of same material, finish, and thickness as deck, unless otherwise indicated. I. Piercing Hanger Tabs: Piercing steel sheet hanger attachment devices for use with floor deck. J. Weld Washers: Uncoated steel sheet, shaped to fit deck rib, gauge as required for application, with factory-punched hole of 3/8-inch minimum diameter. K. Recessed Sump Pans: Single-piece steel sheet, 0.0747 inch thick, of same material and finish as deck, with 3-inch wide flanges and recessed pans of 1-1/2 inch minimum depth. For drains, cut holes in the field. L. Shear Connectors: ASTM A 108, Grades 1010 through 1020 headed stud type, cold-finished carbon steel, AWS D1.1, Type B, with arc shields. M. Galvanizing Repair Paint: SSPC-Paint 20 or DOD-P-21035, with dry film containing a minimum of 94 percent zinc dust by weight. N. Primer Repair Paint: Lead- and chromate-free rust-inhibitive primer complying with performance requirements of FS TT-P-664, color to match shop prime coat. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine supporting frame and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance. 3.2 INSTALLATION, GENERAL A. Install deck panels and accessories according to applicable specifications and commentary in SDI Publication No. 29, manufacturer's written instructions, and requirements in this Section. B. Install temporary shoring before placing deck panels, if required to meet deflection limitations. C. Locate decking bundles to prevent overloading of supporting members. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 5 D. Place deck panels on supporting frame and adjust to final position with ends accurately aligned and bearing on supporting frame before being permanently fastened. Do not stretch or contract side-lap interlocks. 1. Align deck panels for entire length of cell runs and align cells at ends of abutting panels. E. Place deck panels flat and square and fasten to supporting frame without warp or deflection. F. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to decking. G. Provide additional reinforcement and closure pieces at openings as required for strength, continuity of decking, and support of other work. H. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used for correcting welding work. I. Mechanical fasteners may be used (upon approval of the Structural Engineer) in lieu of welding to fasten deck. Locate mechanical fasteners and install according to deck manufacturer's written instructions. 3.3 ROOF DECK INSTALLATION A. Fasten roof deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated on the drawings. 1. Weld Washers: Install weld washers as required by the deck manufacturer. B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, as indicated on the drawings. C. Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches and interior bearing of 3 inches, with end joints lapped or butted in accordance with the shop deck shop drawings. D. Roof Sump Pans and Sump Plates: Install over openings provided in roof decking and weld flanges to top of deck. Space welds not more than 12 inches apart with at least 1 weld at each corner. E. Miscellaneous Roof Deck Accessories: Install ridge and valley plates, finish strips, cover plates, end closures, and reinforcing channels according to deck manufacturer's written instructions. Weld to substrate to provide a complete deck installation. F. Flexible Closure Strips: Install flexible closure strips over partitions, walls, and where indicated. Install with adhesive according to manufacturer's written instructions to ensure complete closure. 3.4 FLOOR DECK INSTALLATION AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 6 A. Fasten floor deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated and as follows: 1. Weld Diameter: 5/8 inch nominal. 2. Weld Spacing: Weld edge ribs of panels at each support. Space additional welds an average of 12 inches apart, but not more than 18 inches apart, unless indicated otherwise on the drawings. 3. Weld Washers: Install weld washers as required by the deck manufacturer. B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, at intervals not exceeding the lesser of 1/2 of the span or 36 inches, and in accordance with one of the following methods: 1. Mechanically fasten with self-drilling No. 10 diameter or larger carbon-steel screws. 2. Mechanically clinch or button punch. 3. Fasten with a minimum of 1-1/2 inch-long welds. C. Bearing: Install deck ends over supporting frame with a minimum end bearing of 2-1/2 inches and interior bearing of 5 inches, with end joints lapped or butted in accordance with the deck shop drawings. D. Shear Connectors: Weld shear connectors through deck to supporting frame according to AWS D1.1 and manufacturer's written instructions. Butt end joints of deck panels; do not overlap. Remove and discard arc shields after welding shear connectors. E. Pour Stops and Girder Fillers: Weld steel sheet pour stops and girder fillers to supporting structure according to SDI recommendations, unless otherwise indicated. F. Floor Deck Closures: Weld steel sheet column closures, cell closures, and Z-closures to deck, according to SDI recommendations, to provide tight-fitting closures at open ends of ribs and sides of decking. Weld cover plates at changes in direction of floor deck panels, unless otherwise indicated. 3.5 FIELD QUALITY CONTROL A. Testing: Owner will engage a qualified independent testing agency to perform field quality- control testing. B. Visually inspect deck-to-support fastening and sidelap fastening for compliance with requirements. C. Shear connector stud welds will be inspected and tested according to AWS D1.1 for stud welding and as follows: 1. Shear connector stud welds will be visually inspected. 2. Bend tests will be performed if visual inspections reveal less than a full 360-degree flash or welding repairs to any shear connector stud. 3. Tests will be conducted on additional shear connector studs if weld fracture occurs on shear connector studs already tested according to AWS D1.1. AMERICAN STRUCTUREPOINT, INC. 2015.01372 – GARRISON PARKING STRUCTURE 02/10/2016 BID DOCUMENTS STEEL DECK 053100 - 7 D. Testing agency will report test results promptly and in writing to Structural Engineer, Contractor and Architect. E. Remove and replace work that does not comply with specified requirements. F. Perform additional testing and inspecting, at Contractor's expense, to determine compliance of corrected work with specified requirements. 3.6 REPAIRS AND PROTECTION A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Repair Painting: For all deck surfaces which receive finish painting, or which remain exposed to view, wire brush and clean rust spots, welds, and abraded areas immediately after installation, and apply repair paint of same color as shop primer. C. Provide final protection and maintain conditions to ensure that steel deck is without damage or deterioration at time of Substantial Completion. END OF SECTION 053100 RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 1 AGGREGATE PIERS 316613 - 1 SECTION 316613 AGGREGATE PIERS PART 1 - GENERAL 1.1 DESCRIPTION A. Work shall consist of designing, furnishing, and installing aggregate pier foundations to the lines and grades designated on the project construction documents and as specified herein. The aggregate piers shall be in a columnar-type configuration and shall be used to produce an intermediate foundation system for support of foundation loads. B. Throughout this specification, the term “Aggregate Pier(s)” shall be defined as aggregate pier(s) installed by either ramming or vibratory methods designed and installed to meet the specified performance requirements. 1.2 WORK INCLUDED C. Provide all equipment, material, labor, and supervision to design, install and test augered Aggregate Pier elements. D. Review the project geotechnical report and coordinate with the project geotechnical engineer for soil data necessary to design the aggregate piers. E. The aggregate pier design and installation shall adhere to all methods and standards described in this Specification. D. Drawings and General Provisions of the Contract, including General and Supplemental Conditions, and Division 1 Specifications, apply to the work in this specification. 1.3 INSTALLER AND DESIGNER QUALIFICATIONS A. Installers and Designers of Aggregate Pier foundation systems shall have a minimum of 5 years of experience with the installation of Aggregate Piers and shall have completed a minimum of 20 projects of similar or larger size and scope. 1.4 RELATED WORK A. The General Contractor shall coordinate the responsibilities for work outlined in this section with the Aggregate Pier installer and all associated parties. B. Earthwork Grading -- Site grades for Aggregate Pier installation shall be within 1 foot of the top of footing elevation to minimize Aggregate Pier drill depths. C. Spoils Removal – Spoils generated by Aggregate Pier installation shall be removed from the Aggregate Pier work area in a timely manner to prevent interruption of Aggregate Pier installation. The General Contractor and Aggregate Pier Installer shall coordinate responsibility and requirements for moving spoils prior to commencement of construction. D. Foundation Preparation RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 2 AGGREGATE PIERS 316613 - 2 1. Excavation – All excavations for foundation bottoms to be supported by Aggregate Pier foundations shall be performed such that the excavation machine (backhoe, etc.) shall limit over excavation so that the teeth of the bucket shall not invade the foundation bottoms by more than 3 inches. 2. Compaction – All foundation bottoms shall be prepared using a standard hand operated impact compactor over the entire footing bottom to compact any loose surface soil and loose Aggregate Pier surface aggregate as recommended by the Geotechnical Engineer. E. Aggregate Pier Layout – The location of Aggregate Pier-supported foundations and slabs for this project, including layout of individual Aggregate Piers, shall be marked in the field using survey stakes or similar means at locations shown on the drawings. Ground elevations shall be provided to the Aggregate Pier Installer in sufficient detail to estimate drilling depth elevations to within 3 inches. F. Quality Assurance – The Testing Agency shall monitor the installation and testing of aggregate piers. The Testing Agency shall document procedures and criteria used for constructing the modulus test pier(s) and monitor the performance of the modulus. The Installer shall adhere to all methods, standards, and codes described herein, unless authorized in writing by the Engineer. The Aggregate Pier Installer shall have a full-time Quality Control representative to verify and report all QC installation procedures. 1.5 REFERENCE STANDARDS A. Modulus Testing 1. ASTM D 1143 - Pile Load Test Procedures 2. ASTM D 1194 - Spread Footing Load Test 3. ASTM D 3689 - Pile Uplift Load Test Procedures B. Materials and Inspection 1. ASTM D 1241 - Aggregate Quality 2. ASTM D 422 - Gradation of Soils C. Where specifications and reference documents conflict, the Architect/ Engineer shall make the final determination of the applicable document. 1.6 CERTIFICATIONS AND SUBMITTALS A. Professional Qualifications – Submit to the Structural Engineer for review qualifications for the Aggregate Pier Installer and Aggregate Pier Designer confirming that each meets the qualification requirements outlined in this specification. B. Design Calculations - The Installer shall submit detailed design calculations, construction drawings and testing program requirements prepared by the Aggregate Pier Designer to the Structural Engineer for review. All calculations and plans shall be sealed by a Professional Engineer in the State in which the project is constructed. RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 3 AGGREGATE PIERS 316613 - 3 C. Professional Liability Insurance - The Aggregate Pier Designer shall have Errors and Omissions design insurance for the work. The insurance policy shall provide a minimum coverage of $2 million per occurrence. D. Modulus Test Reports - The Installer shall furnish the General Contractor a description of the installation equipment, installation records, complete test data, analysis of the test data and verification of the design parameter values based on the modulus test results. The report shall be prepared under supervision of a registered professional engineer. E. Daily Progress Reports – The Installer shall furnish a complete and accurate record of Aggregate Pier installation to the General Contractor. The record shall indicate the pier location, length, volume of aggregate used or number of lifts, densification forces during installation, and final elevations or depths of the base and top of piers. The record shall also indicate the type and size of the installation equipment used, and the type of aggregate used. The Installer shall immediately report any unusual conditions encountered during installation to the General Contractor, to the Designer and to the Testing Agency. PART 2 - MATERIALS 2.1 AGGREGATE A. Aggregate used for piers shall be Type 1 Grade B in accordance with ASTM D-1241-68, No. 57 stone or shall be other graded aggregate selected by the Aggregate Pier Installer and pre-approved by the Aggregate Pier Designer and successfully used in the modulus test. B. Provide adequate and suitable marshalling areas on the project site for the use of the Installer for aggregate and equipment storage. C. Potable water or other suitable source shall be used to increase aggregate moisture content where required. Provide such water to the Installer. PART 3 - DESIGN REQUIREMENTS 3.1 AGGREGATE PIER DESIGN A. The Aggregate Pier elements shall be designed for an Aggregate Pier stiffness modulus verified by the results of the Aggregate Pier modulus test described in these specifications. B. The Aggregate Pier system shall consider the service load bearing pressure and settlement of all footings indicated by the design team requiring support by Aggregate Piers and be designed in accordance with generally-accepted engineering practice and the methods described in Section 1 of these Specifications. The design life of the structure shall be 50 years. The design shall meet the following criteria. Maximum Allowable Bearing Pressure for Aggregate Pier Reinforced Soils: 5,000 psf Estimated Total Long-Term Settlement for Footings: Not to exceed 1.5 inch RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 4 AGGREGATE PIERS 316613 - 4 Estimated Long-Term Differential Settlement of Adjacent Footings: Not to exceed 1.0 inch. PART 4 - EXECUTION 4.1 INSTALLATION PROCEDURES A. Aggregate Piers installed using ramming equipment shall be pre-augered using mechanical drilling or excavation equipment. Installation of piers without pre-augering shall not be allowed. B. For aggregate piers installed using ramming equipment, if cave-ins occur during excavation such that the sidewalls of the hole are deemed to be unstable, steel casing shall be used to stabilize the cavity. C. For aggregate piers installed using ramming equipment, a specially-designed beveled tamper and high-energy impact densification apparatus shall be employed to densify thin lifts of aggregate during installation. The apparatus shall apply direct downward impact energy to each lift of aggregate. D. For aggregate piers installed using vibratory methods, piers shall be installed using a down-hole vibrator capable of densifying the aggregate by forcing it radially into the surrounding soil, with sufficient size and capacity to construct piers of the diameter and lengths shown on the installer’s approved construction drawings. Probe and follower tubes shall be of sufficient length to reach the elevations shown on the installer’s approved construction drawings. 4.2 PLAN LOCATION AND ELEVATION OF AGGREGATE PIERS The as-built center of each pier shall be within six inches of the locations indicated on the plans. Piers installed outside of the above tolerances and deemed not acceptable shall be rebuilt at no additional expense to the Owner. 4.3 REJECTED AGGREGATE PIERS Aggregate piers installed beyond the maximum allowable tolerances shall be abandoned and replaced with new piers, unless the Structural Engineer approves other remedial measures. All material and labor required to replace rejected aggregate piers shall be provided at no additional cost to the Owner. PART 5 - QUALITY CONTROL 5.1 CONTROL TECHNICIAN The Installer shall have a full-time Control Technician on-site to verify and report all installation procedures. The Installer shall immediately report any unusual conditions encountered during RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 5 AGGREGATE PIERS 316613 - 5 installation to the Aggregate Pier Design Engineer, the General Contractor, and to the Testing Agency. 5.2 AGGREGATE PIER MODULUS TESTING Perform a minimum of one full-scale Pier Modulus Test per ASTM D1194 to confirm that installed Aggregate Piers will meet or exceed the specified design requirements. Perform additional tests as directed by the Aggregate Pier Designer, as required to establish and/or modify installation procedures as necessary to ensure installed Aggregate Piers will meet or exceed the specified design requirements. Aggregate Pier Modulus Tests shall be performed at locations agreed upon by the Aggregate Pier Designer and the Testing Agency to verify or modify Aggregate Pier designs. Aggregate Piers shall be tested to 150 percent of the maximum design stress as shown in the aggregate pier design submittal. Modulus Test Procedures shall utilize appropriate portions of ASTM D 1143 and ASTM D 1194, as outlined below. The modulus schedule shall be as follows. Increment Approximate Load ( percent design) Minimum Duration (min) Maximum Duration (min) Seat < 9 0 N/A 1 17 15 60 2 33 15 60 3 50 15 60 4 67 15 60 5 83 15 60 6 100 15 60 7 117 60 120 8 133 15 60 9 150 15 60 10 100 N/A N/A 11 66 N/A N/A 12 33 N/ A N/A 13 0 N/A N/A Each load increment shall be held for the minimum duration shown. For each load increment the deflection of the top plate shall be measured. The top plate shall be located on top of the Aggregate Pier or on top of concrete cast on top of the Aggregate Pier. If the rate of the Aggregate Pier deflection exceeds 0.01 inches per hour, the load shall be held in 15 minute increments until the rate of the Aggregate Pier deflection is less than 0.01 inches per hour (0.0025 inches per 15 minutes), or the maximum duration is reached. Test Aggregate Pier deflections of each plate shall be measured using a minimum of two dial gauges graduated to 0.001 inches. Dial gauges shall be anchored to the loading jack base, with gauge plungers set on reference beams anchored at least two diameters from the Aggregate Pier. The test jack, pump and pressure gauges shall have been calibrated within no longer than six months from the date of the test. If there are any questions regarding jack, pump and gauge accuracy, a confirmation calibration shall be performed after the modulus test. The results of the modulus test shall be reported on a deflection versus stress graph. The Aggregate Pier modulus shall be calculated as the maximum design stress divided by the deflection of the top plate at the maximum design stress. RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 6 AGGREGATE PIERS 316613 - 6 PART 6 - QUALITY ASSURANCE 6.1 INDEPENDENT ENGINEERING TESTING AGENCY The General Contractor is responsible for retaining an independent engineering testing firm to provide Quality Assurance services. The Testing Agency should be the Geotechnical Engineer of Record, if possible. 6.2 RESPONSIBILITIES OF INDEPENDENT ENGINEERING TESTING AGENCY A. The Testing Agency shall monitor the modulus test pier installation and testing. The Installer shall provide and install all dial indicators and other measuring devices. B. The Testing Agency shall monitor the installation of Aggregate Pier elements to verify that the production installation practices are similar to those used during the installation of the modulus test elements. C. The Testing Agency shall report any discrepancies to the Installer and General Contractor immediately. D. The Testing Agency shall observe the excavation, compaction and placement of the foundations placed on the Aggregate Pier system as described in this specification. PART 7 - RESPONSIBILITIES OF THE GENERAL CONTRACTOR 7.1 SITE PREPARATION AND PROTECTION A. Locate and protect underground and aboveground utilities and other structures from damage during installation of the Aggregate Pier elements. B. Provide site access to the Installer, after earthwork in the area has been completed. C. Site subgrade shall be established within 6 inches of final design subgrade, as approved by the Aggregate Pier Design Engineer. D. A working surface will be established and maintained to provide wet weather protection of the subgrade and to provide access for efficient operation of the Aggregate Pier installation. E. Following Aggregate Pier installation, provide positive drainage to protect the site from wet weather and surface ponding of water. 7.2 LAYOUT OF AGGREGATE PIERS A. Provide layout (construction staking) of aggregate pier-supported footings, mats, or grade beams for this project, including layout of piers. Provide ground elevations in sufficient detail to estimate installation depth elevations to within 2 inches. 7.3 OBSTRUCTIONS A. Should any obstruction be encountered during aggregate pier installation, promptly remove such obstruction, or the pier shall be relocated or abandoned. Obstructions include, but are not limited to, boulders, timbers, concrete, bricks, utility lines, etc., which shall prevent placing the piers to the required depth, or shall cause the pier to drift from RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 7 AGGREGATE PIERS 316613 - 7 the required location. Dense natural rock or weathered rock layers shall not be deemed obstructions, and piers may be terminated short of design lengths on such materials. B. The General Contractor shall coordinate with the Aggregate Pier installer all actions for relocation or removal of obstructions as required to avoid delays in the progress of the work. 7.4 EXCAVATION SUBSEQUENT TO AGGREGATE PIER INSTALLATION A. Coordinate all excavations made subsequent to Aggregate Pier installations so that excavations do not encroach on the piers as shown in the Aggregate Pier construction drawings. B. Protect completed Aggregate Piers from adjacent construction operations. C. In the event that utility or other excavations are required in close proximity to the installed Aggregate Piers, contact the Aggregate Pier Designer prior to excavation to develop construction solutions to minimize impacts on the installed Aggregate Piers. 7.5 EXCAVATION AND PROTECTION OF FOUNDATION BOTTOMS A. Foundation excavations to expose the tops of Aggregate Pier elements shall be made in a workmanlike manner, and shall be protected until concrete placement, with procedures and equipment best suited to avoid exposure to water, prevent softening of the matrix soil between and around the Aggregate Pier elements before placing structural concrete, and achieve direct and firm contact between the dense, undisturbed Aggregate Pier elements and the foundation elements. B. All excavations for footing bottoms supported by aggregate pier foundations shall be prepared in the following manner: 1. Limit over-excavation below the bottom of the footing to 3-inches (including disturbance from the teeth of the excavation equipment). 2. Compaction of surface soil and top of Aggregate Pier elements shall be prepared using a motorized impact compactor (“Wacker Packer,” “Jumping Jack,” or similar). Sled-type tamping devices shall not be used. Compaction shall be performed over the entire foundation bottom to compact any loose surface soil and loose surface pier aggregate. 3. Place foundation concrete immediately after foundation excavation is made and approved, preferably the same day as the excavation. Foundation concrete must be placed on the same day if the foundation is bearing on expansive or sensitive soils. If same day placement of concrete is not possible, place a minimum 3-inch thick lean concrete seal (‘mud mat”) immediately after the foundation is excavated and approved. C. The following criteria shall apply, and a written inspection report sealed by the project Testing Agency shall be furnished to the Installer to confirm: 1. That water (which may soften the unconfined matrix soil between and around the Aggregate Pier elements, and may have detrimental effects on the supporting capability of the Aggregate Pier reinforced subgrade) has not been allowed to pond in the footing excavation at any time. RATIO ARCHITECTS, INC. AGGREGATE PIERS 316613 - PAGE 8 AGGREGATE PIERS 316613 - 8 2. That all Aggregate Pier elements designed for each footing have been exposed in the footing excavation. 3. That immediately before foundation construction, the tops of Aggregate Pier elements exposed in each footing excavation have been inspected and re-compacted as necessary with mechanical compaction equipment. 4. That no excavations or drilled shafts (elevator, etc) have been made after installation of Aggregate Pier elements within the excavation limits described in the Aggregate Pier construction drawings, without the written approval of the Aggregate Pier Installer or Designer. END OF SECTION 316613