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ABCC P2 - Bldg 2 - 0-S0.61_1SECTION 061519 - WOOD DECKING PART 1 - GENERAL 1.1 SECTION INCLUDES A. Softwood lumber structural wood decking. 1.2 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 014525 - Structural Testing/Inspection Agency Services. C. Section 09900 - Paints and Coatings: Field finishing. 1.3 REFERENCES A. PS20-American Softwood Lumber Standard; National Institute of Standards and Technology (Department of Commerce); 1999. B. SPIB (GR) – Grading Rules; Southern Pine Inspection Bureau, Inc.; 2002. 1.4 SYSTEM DESCRIPTION A. Design roof live and dead load: As indicated on structural drawings with deflection limited to 1/240 of span. 1.5 SUBMITTALS A. Shop Drawings: Indicate deck framing system, loads and cambers, bearing details, and framed openings. B. Samples of Wood Deck Exposed to View: Submit samples, 12 inch long in size illustrating wood grain, stain, and finish. 1.6 QUALITY ASSURANCE A. Comply with the following: 1. Lumber: PS 20 and approved grading rules and inspection agencies. PART 2 - PRODUCTS 2.1 SOLID WOOD DECKING A. Lumber Decking. 1. Species: Southern Pine. 2. Grade: Select Decking. 3. Moisture Content: 15 percent maximum moisture content. 4. Pattern and Dressing: beveled edges, single tongue, surfaced 2 sides. 5. Size: nominal 2 x 8, actual 1 ½ inches x 7 ½ inches. 2.2 ACCESSORIES A. Fasteners and Anchors: 1. Fasteners: Hot dipped galvanized steel. PART 3 - EXECUTION 3.1 EXAMINATION A. Verify that support framing is ready to receive decking. 3.2 PREPARATION A. Coordinate placement of bearing items. 3.3 INSTALLATION – LUMBER DECKING A. Install decking at 90 degrees to framing members, with ends staggered over firm bearing. On sloped surfaces, lay decking with tongue upward. Install decking in a controlled random layout as required by applicable building code. B. Fit butt end deck joints occurring between support members with metal splines to maintain tight, aligned joints. C. Engage decking tongue and groove edges. D. Secure with fasteners. E. Maintain decking joint space of 1/16 inch maximum. 3.4 TOLERANCES A. Surface Flatness of Decking Without Load: ¼ inch in 1 feet maximum, and ½ inch in 30 feet maximum. END OF SECTION SECTION 312301 - EXCAVATING, BACKFILLING, AND COMPACTING FOR STRUCTURES PART 1 - GENERAL 1.1 SECTION INCLUDES A. Section includes the excavation, backfilling and compacting required for the structures shown in the Contract Drawings. 1.2 RELATED SECTIONS A. Section 013330 - Structural Submittals. 1.3 REFERENCES A. ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils. B. ASTM D698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- lbf/ft3). C. ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method. D. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). E. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 1.4 DEFINITIONS A. Granular subbase: Granular fill directly beneath slabs-on-grade. B. Backfill: Fill immediately behind foundation elements or retaining walls. C. Structural fill: Fill under the structure other than the granular subbase. 1.5 SUBMITTALS A. Upon request, submit soil test reports performed by the Structural Testing/Inspection Agency. 1.6 QUALITY ASSURANCE A. Structural Testing/Inspection Agency shall perform the following quality related items: 1. Verify structural fill complies with specifications. 2. Determine particle size, liquid limit, plastic limit, plasticity index and maximum density of each type of soil. 3. Observe proofrolling. 4. Perform a sufficient number of field density tests to verify compaction of structural fill. As a minimum, perform one test per lift for every 2500 square feet of fill placed. 5. Verify foundation bearing capacity. 6. Verify quantities of material removed and quantities of material placed where Unit Prices are involved. 1.7 SURVEY A. Prior to construction, have structure location staked and certified by a licensed surveyor. If discrepancies between actual lines and elevations exist, notify Design Professional before proceeding with layout of structure. 1.8 SUBSURFACE CONDITIONS A. Copies of a subsurface investigation of the site will be made available upon request. The data is not intended as a representation or warranty of the continuity of such conditions. Owner will not be responsible for interpretation or conclusions drawn therefrom by the Contractor. The data is made available for the convenience of the Contractor and is not guaranteed to represent all conditions that may be encountered. B. Contractor may examine the site and make his own subsurface explorations at no additional cost to the Owner. Notify Owner prior to making any subsurface explorations. 1.9 EXISTING UTILITIES A. Locate existing underground utilities by careful hand excavation. If utilities are to remain in place, provide protection from damage during construction operations. B. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Do not interrupt existing utility service facilities occupied and used by Owner or others, unless written permission is given by the Design Professional and then only after temporary utility services have been provided. C. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult the Design Professional immediately for directions. D. Repair damaged utilities to satisfaction of utility owner. 1.10 NOTICE A. Notify the Design Professional 48 hours prior to the beginning of any excavation work. PART 2 - PRODUCTS 2.1 GRANULAR SUBBASE A. Granular subbase shall be sound and free-draining, such as sand, gravel or crushed stone with less than 10% passing the 200 sieve. Maximum diameter shall be 1-1/2 inches. 2.2 BACKFILL A. Backfill shall meet the requirements of the granular subbase. 2.3 STRUCTURAL FILL A. Structural fill shall meet the requirements of backfill specified above. 2.4 GEOTEXTILE FABRIC A. Geotextile fabric shall be a non-woven fabric such as Trevira 1112 as manufactured by Hoechst Cleanese Corporation or approved equal. B. Securing pins shall be 18-inch long, 3/16-inch diameter steel bars, pointed at one end and fabricated with a head to retain a steel washer having a minimum outside diameter of 1.5 inches. PART 3 - EXECUTION 3.1 STRIPPING A. Strip vegetation, topsoil, roots, and other unsuitable material to a depth determined by the Structural Testing/Inspection Agency but not less than one foot, nor less than 10 feet outside the perimeter of the structure. B. Stockpile sufficient amounts of topsoil as required to cover areas to be landscaped with a minimum of six inches of material. 3.2 EXCAVATION A. Excavation shall be considered unclassified. B. Perform excavation to the depths and limits on the Drawings and as specified herein. C. Do not excavate to full depth when there is probability of frost forming or ground freezing in excavation before concrete is placed. D. Ground water may be encountered during the foundation excavation. Provide a system for controlling the ground water to a level at least three feet below the lowest point of the excavation. E. Keep excavations dry by sloping ground away from holes and trenches. SECTION 061000 - ROUGH CARPENTRY PART 1 - GENERAL 1.1 SECTION INCLUDES A. Section includes wood framing and sheathing to form the superstructure of a wood framed building as indicated on the Drawings. 1.2 RELATED SECTIONS A. Section 013330 -Structural Submittals. B. Section 061753 -Fabricated Wood Trusses. 1.3 REFERENCES A. AFPA (American Forest and Paper Association) - National Design Specification for Wood Construction. B. ALSC - American Lumber Standards Committee: Softwood Lumber Standards. C. ANSI A208.1 - Mat-Formed Wood Particleboard. D. ANSI/AHA A135.4 - Basic Hardboard. E. APA: American Plywood Association. F. AWPA (American Wood Preservers Association) C1 - All Timber Products Preservative Treatment by Pressure Process. G. AWPA C20 - Structural Lumber Fire Retardant Treatment by Pressure Process. H. RIS: Redwood Inspection Service. I. SPIB: Southern Pine Inspection Bureau. J. WCLIB: West Coast Lumber Inspection Bureau. K. WWPA: Western Wood Products Association. 1.4 DEFINITIONS A. Structural Panel is a panel product composed primarily of wood and meeting the requirements of United States Voluntary Product Standard PS 2-92 “Performance Standard for Wood-Based Structural-Use Panels”. Structural panels include all-veneer plywood, composite panels containing a combination of veneer and wood-based material, and malformed panels such as oriented strand board and waferboard. 1.5 SUBMITTALS A. For treated materials, submit certification by treating plant stating chemicals and process used, net amount of preservative retained and conformance with applicable standards. 1.6 QUALITY ASSURANCE A. Comply with National Design Specification For Wood Construction. B. Perform work in accordance with the following agencies: 1. Lumber Grading Agency: Certified by ALSC. 2. Plywood Grading Agency: Certified by APA. C. Identify all structural panels by official grade mark. 1. Lumber: Grade stamp to contain symbol of grading agency, mill number or name, grade of lumber, species or species grouping or combination designation, rules under which graded, where applicable and condition of seasoning at time of manufacture. 2. Structural Panel: Panel grade, span rating, exposure durability classification, product standard thickness, and mill number. 1.7 REQUIREMENTS OF REGULATORY AGENCIES A. Pressure treated material -American Wood Preservers Bureau Standards. B. Span tables -National Forest Products Association. C. Working stresses -Softwood Lumber, National Design Specification, National Forest Products Association. 1.8 PROTECTION A. Deliver, store, and handle all materials in such a manner to protect against damage and the weather. B. Use all means necessary to protect the installed work and materials of all other trades. 1.9 REPLACEMENTS A. In the advent of damage, immediately make all repairs and replacements necessary to the approval of the Architect and at no additional cost to the Owner. PART 2 - PRODUCTS 2.1 LUMBER A. Nominal sizes are indicated, except as shown by detail dimensions. Provide actual size as required by PS 20, for moisture content specified for each use. B. Provide dressed lumber, S4S, unless otherwise indicated. C. Provide seasoned lumber No. 2, Southern Pine with 15% maximum moisture content at time of dressing unless noted otherwise on the Drawings. D. Lumber Grading Rules and Wood Species to be in conformance with Voluntary Product Standard PS 20: Grading rules of the following associations apply to materials furnished under this section: 1. Northeastern Lumber Manufacturer's Association, Inc. (NELMA). 2. Southern Pine Inspection Bureau (SPIB). 3. West Coast Lumber Inspection Bureau (WCLIB). 4. West Wood Products Association (WWPA). 2.2 STRUCTURAL PANEL A. Provide Roof, Wall and Floor Sheathing thickness as noted on the drawings. B. For backing panels for electrical or telephone equipment, provide fire-retardant treated structural panel with exterior glue. 2.3 PARALLEL STRAND LUMBER A. Provide Parallel Strand Lumber (PSL) as specified on Drawings as manufactured by Trus Joist MacMillan. 2.4 FASTENERS AND ANCHORAGES A. General: Fasteners shall be of size and type indicated and shall comply with requirements specified in this article for material and manufacture. 1. Where rough carpentry is exposed to weather, in ground contact, pressure-preservative treated, or in area of high relative humidity, provide fasteners of Type 304 stainless steel unless noted otherwise in the drawings. B. Nails, Brads, and Staples: ASTM F1667. C. Power-Driven Fasteners: Fastener systems with an evaluation report acceptable to authorities having jurisdiction, based on ICC-ES AC70. D. Post-Installed Anchors: Fastener systems with an evaluation report acceptable to authorities having jurisdiction, based on ICC-ES AC01, ICC-ES AC58, ICC-ES AC193, or ICC-ES AC308 as appropriate for the substrate. 1. Material: Carbon-steel components, zinc plated to comply with ASTM B633, Class Fe/Zn 5. 2. Material: Stainless steel with bolts and nuts complying with ASTM F593 and ASTM F594, Alloy Group 1 or 2. E. Metal framing connector anchors: 1. Allowable design loads, as published by manufacturer, shall meet or exceed those of basis-of- design products. Manufacturer's published values shall be determined from empirical data or by rational engineering analysis and demonstrated by comprehensive testing performed by a qualified independent testing agency. Framing anchors shall be punched for fasteners adequate to withstand same loads as framing anchors. 2. Provide connectors as noted in manufacturer’s instructions. 2.5 WOOD-PRESERVATIVE-TREATED LUMBER A. Preservative Treatment by Pressure Process: AWPA U1; Use Category UC2 for interior construction not in contact with ground, Use Category UC3b for exterior construction not in contact with ground, and Use Category UC4a for items in contact with ground. 1. Preservative Chemicals: Acceptable to authorities having jurisdiction and containing no arsenic or chromium. Do not use inorganic boron (SBX) for sill plates. 2. For exposed items indicated to receive a stained or natural finish, chemical formulations shall not require incising, contain colorants, bleed through, or otherwise adversely affect finishes. B. Kiln-dry lumber after treatment to a maximum moisture content of 15 percent. Do not use material that is warped or that does not comply with requirements for untreated material. C. Mark lumber with treatment quality mark of an inspection agency approved by the ALSC Board of Review. 1. For exposed lumber indicated to receive a stained or natural finish, omit marking and provide certificates of treatment compliance issued by inspection agency. D. Application: Treat items indicated on Drawings, and the following: 1. Wood cants, nailers, curbs, equipment support bases, blocking, stripping, and similar members in connection with roofing, flashing, vapor barriers, and waterproofing. 2. Wood sills, sleepers, blocking, [furring,] [stripping,] and similar concealed members in contact with masonry or concrete. 3. Wood framing and furring attached directly to the interior of below-grade exterior masonry or concrete walls. 4. Wood framing members that are less than 18 inches (460 mm) above the ground in crawlspaces or unexcavated areas. 5. Wood floor plates that are installed over concrete slabs-on-grade. E. Complete fabrication of treated items prior to treatment, wherever possible. If cut after treatment, apply one coat of same chemical used for treatment in accordance with manufacturer's instructions. Allow preservative to dry prior to erecting members. Inspect each piece of lumber or structural panel after drying and discard damaged or defective pieces. 2.6 FIRE-RETARDANT-TREATED MATERIALS A. General: Where fire-retardant-treated materials are indicated, materials shall comply with requirements in this article, that are acceptable to authorities having jurisdiction, and with fire-test-response characteristics specified as determined by testing identical products per test method indicated by a qualified testing agency. B. Fire-Retardant-Treated Lumber and Plywood by Pressure Process: Products with a flame-spread index of 25 or less when tested according to ASTM E84, and with no evidence of significant progressive combustion when the test is extended an additional 20 minutes, and with the flame front not extending more than 10.5 feet (3.2 m) beyond the centerline of the burners at any time during the test. 1. Treatment shall not promote corrosion of metal fasteners. 2. Exterior Type: Treated materials shall comply with requirements specified above for fire-retardant- treated lumber and plywood by pressure process after being subjected to accelerated weathering according to ASTM D2898. Use for exterior locations and where indicated. 3. Interior Type A: Treated materials shall have a moisture content of 28 percent or less when tested according to ASTM D3201 at 92 percent relative humidity. Use where exterior type is not indicated. 4. Design Value Adjustment Factors: Treated lumber shall be tested according to ASTM D5664 and design value adjustment factors shall be calculated according to ASTM D6841.[ For enclosed roof framing, framing in attic spaces, and where high temperature fire-retardant treatment is indicated, provide material with adjustment factors of not less than 0.85 modulus of elasticity and 0.75 for extreme fiber in bending for Project's climatological zone.] C. Kiln-dry lumber after treatment to maximum moisture content of 15 percent. Kiln-dry plywood after treatment to maximum moisture content of 15 percent. D. Identify fire-retardant-treated wood with appropriate classification marking of qualified testing agency. 1. For exposed lumber indicated to receive a stained or natural finish, omit marking and provide certificates of treatment compliance issued by testing agency. E. For exposed items indicated to receive a stained or natural finish, chemical formulations shall not bleed through, contain colorants, or otherwise adversely affect finishes. F. Application: Treat items indicated on Drawings, and the following: 1. Framing for raised platforms. 2. Framing for stages. PART 3 - EXECUTION 3.1 GENERAL A. Set structural members level and plumb, in correct position. B. Make provisions for erection loads, and for sufficient temporary bracing to maintain structure safe, plumb, and in true alignment until completion of erection and installation of permanent bracing. C. Discard unit of material with defects which might impair quality of work, and units which are too small to fabricate work with minimum joints or optimum joint arrangement. D. Installer must examine the substrate structure and the conditions under which the carpentry work is to be installed and notify the Contractor in writing of conditions detrimental to the work. Do not proceed with the installation until unsatisfactory conditions have been corrected in a manner acceptable to the installer. E. Coordinate carpentry work to other work; scribe and cope as required for accurate fit. Correlate location of furring, nailers, blocking, grounds and similar supports to allow proper attachment of other work. 3.2 JOIST FRAMING A. Provide framing of sizes and spacings shown. B. Install with crown edge up and support ends of each member with not less than 1-7/8 inches of bearing on support. C. Attach to wood bearing members by toe nailing or galvanized metal connectors. Provide blocking of joist at ends of joists unless nailed to header or supported by metal joist hanger. D. Do not notch joists. E. Do not bore holes in PSL which violate manufacturer’s recommendations. F. Provide bridging between joists as noted on drawings. 3.3 STRUCTURAL PANELS A. Secure roof sheathing perpendicular to framing member with ends staggered and sheet ends over firm bearing. Provide solid edge blocking between sheets. Secure to wood framing with nails of size and spacing shown on Drawings. B. Secure wall sheathing with long dimension parallel to wall studs, with ends over firm bearing. Provide solid blocking at ends of sheets. Secure to wood framing with nails of size and spacing shown on Drawings. C. Secure floor sheathing perpendicular to framing members with ends staggered and sheet ends over firm bearing. Attach to framing with subfloor glue and drywall screws. D. Oriented strand board with laminated face shall be attached to wood with laminated face against wood framing. E. Install sheets with 1/8” gap between panels 3.4 WOOD GROUND, NAILERS, BLOCKING AND SLEEPERS A. Provide wherever shown and where required for screening or attachment of other work. Form to shapes as shown and cut as required for true line and level of work to be attached. Coordinate location with other work involved. B. Attach to substrate as required to support applied loading. Countersink bolts and nuts flush with surfaces, unless otherwise shown. Build into masonry during installation of masonry work. Where possible, anchor to formwork before concrete placement. C. Provide permanent grounds of dressed, preservative treated, key-beveled lumber not less than 1-1/2" (38mm) wide and of thickness required to bring face of ground to exact thickness of finish material involved. Remove temporary grounds when no longer required. 3.5 WOOD FURRING A. Install plumb and level with closure strips at edges and openings. Shim with wood as required for tolerance of finished work. 3.6 MISCELLANEOUS FRAMING A. Firestops: 1. Stud walls: Two inches thick by depth of member blocking at each floor level, top story ceiling level, and soffits as required. 2. Floor and ceiling framing: Two inches thick by depth of wood member blocking, fitted to fill openings from one space to another to prevent drafts. B. Framing for mechanical work: 1. Frame members for passage of pipes and ducts to avoid cutting structural members. 2. Reinforce framing members where damaged by cutting. C. Blocking: Locate blocking to facilitate installation of finish materials, casework, fixtures, specialty items and trim railings. END OF SECTION 3.3 PROOFROLLING A. After stripping or excavation and before any fill placement, fill areas shall be proofrolled with a minimum of two coverages of a loaded dump truck or scraper in each of two perpendicular directions. B. Areas found to be soft or pumping shall have the soft soil removed and replaced with structural fill and compacted as outlined herein. 3.4 PLACEMENT OF STRUCTURAL FILL A. Do not place structural fill on subgrade that contains frost, mud or is frozen. B. Structural fill shall be placed and compacted in 8-inch thick loose layers. C. Compact structural fill to 95 percent of the maximum dry density as measured by Modified Proctor, ASTM D1557, with water content within +/-2 percent of the optimum moisture content. 3.5 PLACEMENT OF GEOTEXTILE FABRIC A. Geotextile fabric shall be installed in the areas designated on the Contract Drawings. B. Lap fabric edges a minimum of 18 inches. C. Securing pins shall be used when necessary to ensure proper anchoring of the geotextile fabric. 3.6 PLACEMENT OF GRANULAR SUBBASE A. Do not place granular subbase on subgrade that contains frost, mud or is frozen. B. Compact granular subbase to 95 percent of the maximum dry density as measured by Standard Proctor, ASTM D698, with the water content within +/-2 percent of the optimum moisture content. 3.7 PLACEMENT OF BACKFILL A. Backfill behind wall shall be placed in layers of six inches. B. Compact backfill behind walls to 95 percent of the maximum dry density as measured by Standard Proctor, ASTM D698, with water content within +/-2 percent of the optimum moisture content. 3.8 CLEAN UP A. Remove excess excavated materials from job site and upon completion leave site in clean condition. END OF SECTION SECTION 051000 - STRUCTURAL STEEL PART 1 - GENERAL 1.01 SECTION INCLUDES A. Section includes fabrication and erection of structural steel indicated in the Contract Documents or otherwise required for proper completion of the work. 1.02 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 014525 - Structural Testing/Inspection Agency Services. C. Section 052000 - Steel Joists and Joist Girders. D. Section 053000 - Metal Decking. 1.03 REFERENCES A. AISC - Code of Standard Practice for Steel Buildings and Bridges. B. AISC - Standard Specification for Structural Steel Buildings, 14th Edition. C. AISC - Specifications of Structural Joints using ASTM A325 or A490 Bolts approved by the Research Council in Structural Connections. D. AWS D1.1 - Structural Welding Code. E. AWS A5.1 - Specification for Carbon Steel Electrodes for Shield Metal Arc Welding. F. AWS A5.5 - Specification for Low-Alloy Steel Covered Arc Welding Electrodes. G. AWS A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding. H. AWS A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding. I. SSPC - Steel Structures Painting Manual. J. ASTM A36 - Standard Specification for Structural Steel. K. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products. L. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware. M. ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings. N. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength. O. ASTM A325 - Standard Specification for Structural Bolts, Heat Treated, 120/105 KSI Minimum Tensile Strength. P. ASTM A490 - Standard Specification for Heat-Treated Steel Structural Bolts, 150 KSI Minimum Tensile Strength. Q. ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Tubing in Rounds and Shapes. R. ASTM A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing. S. ASTM A992 - Standard Specification for Steel for Structural Shapes For Use in Building Framing T. ASTM F436 - Standard Specification for Hardened Steel Washers. U. ASTM F844 - Standard Specification for Washers, Steel, Plain (Flat), Unhardened for General Use. 1.04 SUBMITTALS A. Contact Design Professional prior to detailing structural steel shop drawings. B. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic drawing files will not be provided to the Contractor. C. Submit shop drawings for review. D. Shop drawings shall clearly indicate the profiles, sizes, ASTM Grade, spacings and locations of all structural steel members, including connections, attachments, anchorages, framed openings, sizes and types of fasteners, method of tightening fasteners, cambers, and the number, type and spacing of the headed shear connectors. E. For connections and elements designed by the contractor, submit shop drawings and calculations sealed by an engineer licensed in the project state. F. For record only, submit written welding procedures for each type of welded joint used in accordance with Appendix E of the AWS Structural Welding Code. G. Maintain at construction office mill certification that the steel supplied meets the specifications. H. Maintain at construction office certification that high strength bolts supplied meet the specifications. I. Submit certification that the fabricator meets the required qualifications. If fabricator has to have an independent testing agency to inspect fabrication as required by these specifications, submit the name and qualifications of the independent testing agency. J. For each approved fabricator that is exempt from Special Inspections of shop fabrications and implementation procedures in accordance with Section 1704.2 of the Building Code, submit “Fabricator’s Certificate of Compliance”. Provide copies of fabricator’s certification or building code evaluation services report and fabricator’s quality control manual. K. Submit certification that the erector meets the required qualifications. L. Upon request, submit the erection sequence and procedures to be used by the steel erector. M. Manufacturer’s recommendations for expansion anchor installation. N. Manufacturer’s recommendations for adhesive anchor installation. 1.05 QUALITY ASSURANCE A. Structural Testing/Inspection Agency shall perform the following quality related items: 1. Anchor Bolts a. Anchor bolt size, configuration, and embedment shall be verified prior to placement of concrete. 2. Welded Connections a. Inspection shall be in accordance with AWS Structural Welding Code. b. Visually inspect all field welded connections. Visual inspection of welded joints includes periodic examination of fitup. c. Ultrasonically inspect 100% of the complete penetration welds. d. Review approved welding procedures. Verify that welding procedures are being adhered to during field welding. e. Verify welder qualifications. 3. Bolted Connections a. Inspection and testing shall be in accordance with AISC Specifications for Structural Joints using ASTM A325 or A490 Bolts. b. Prior to visual and physical testing, tension testing using a calibration device (Skidmore- Wilhelm) must indicate tensions at least 5% in excess of the AISC minimum. Structural steel erector shall supply the tension calibration device. c. Test a minimum of 10% of the bolted connections. 1.06 STORAGE A. Store materials off ground to permit easy access for inspection and identification. Store steel members and packaged items in a manner that provides protection against contact with deleterious materials. PART 2 - PRODUCTS 2.01 ANCHOR ROD A. Anchor rods shall conform to ASTM F1554 and shall be a headed rod or threaded rod with a heavy hexagonal nut welded to the bottom of the threaded rod. B. Provide two hexagonal nuts and two plain steel washers for each anchor rod conforming to ASTM F844. C. Provide 3/8-inch thick plate washers (4-inch x 4-inch) in lieu of top steel washer on base plates with oversized holes. 2.02 ROLLED STEEL WIDE FLANGE AND WT SHAPES A. Rolled steel wide flange shapes shall conform to ASTM A992. 2.03 ROLLED STEEL SHAPES, PLATES, AND BARS, EXCEPT WIDE FLANGE AND WT SHAPES A. Rolled steel shapes, plates, and bars, except wide flange and WT shapes, shall conform to ASTM A36. 2.04 ROUND STRUCTURAL STEEL TUBING A. Round structural steel tubing shall conform to ASTM 500, Grade C, 42 ksi minimum yield strength. 2.05 SHAPED STRUCTURAL STEEL TUBING A. Shaped structural steel tubing shall conform to ASTM A500, Grade C, 46 ksi minimum yield strength. 2.06 HIGH-STRENGTH FASTENERS A. High-strength bolts shall conform to ASTM A325 or ASTM A490 as noted on the Structural Drawings. B. Provide 3/4-inch minimum diameter bolts, unless noted otherwise. C. Hardened steel washers shall conform to ASTM F436. D. Spline-type tension control bolts, plain hardened washers and suitable nuts are an acceptable alternate design bolt assembly. E. Do not use load indicating washers. 2.07 HEADED STUDS A. Headed steel studs shall conform to the requirements of AWS D1.1. B. Provide 3/4-inch diameter headed steel studs, unless noted otherwise. C. Provide heat-resistant ceramic arc shields with studs. 2.08 EXPANSION ANCHORS A. Expansion anchors shall have been evaluated by the ICC Evaluation Services, Inc. (ICC-ES) with a published evaluation report. Anchors shall be evaluated by ICC-ES Acceptance Criteria 193 and be specifically approved for use in cracked concrete. All anchors shall be approved for resisting wind and seismic loads. 2.9 ADHESIVE ANCHORS A. Adhesive anchors shall consist of: 1. An all-thread steel anchor conforming to ASTM A307, Grade A or ASTM A36, zinc plated in accordance with ASTM B633, unless noted otherwise on the Structural Drawings, and 2. An adhesive conforming to to ASTM C881-02, Type IV, Grade 3, CLASS A, B, & C except gel times and epoxy content. Adhesive shall consist of a two component adhesive system contained in side by side packaging connected to a mixing nozzle which thoroughly mixes the components as it is injected into the hole. Adhesive shall have passed ICC Evaluation Services, Inc. Acceptance Criteria 308 for long term creep and be specifically approved for use in cracked concrete. 2.10 WELD ELECTRODES A. E-70 series low hydrogen electrodes shall conform to AWS A5.1, A5.5, A5.l7, or A5.20. B. Properly store electrodes to maintain flux quality. 2.11 PAINT A. Oxide primer shall conform to AISC Specifications, Code of Standard Practice, and SSPC Steel Structure Painting Manual, unless indicated otherwise. B. Paint primer shall be free of lead and chromate and shall comply with State and Federal volatile organic compound (VOC) requirements. C. Paint primer shall be compatible with finish coating. 2.12 GALVANIZING A. Galvanized coating shall conform to ASTM A123. B. Galvanize bolts, nuts, and washers in accordance with ASTM A153 when used to connect steel members that are specified to be galvanized. C. Expansion anchors or adhesive anchors specified to be galvanized shall be mechanically galvanized in accordance with ASTM B695, Class 65, Type I. PART 3 - EXECUTION 3.01 GENERAL A. Fabricate and erect structural steel in accordance with AISC Specifications and Code of Standard Practice. B. Notify Design Professional and Structural Testing/Inspection Agency at least 48 hours prior to structural steel fabrication and erection. 3.02 ANCHOR BOLT SETTING A. Provide templates for setting anchor bolts. Position anchor bolts by using templates with two nuts to secure in place prior to placement of concrete. B. Do not erect steel where anchor bolt nuts will not have full threads. 3.03 CONNECTIONS A. Provide a minimum of two fasteners at each bolted connection. B. Ensure fasteners are lubricated prior to installation. C. Provide high-strength bolted connections in accordance with AISC Specifications for Structural Joints using ASTM A325 or A490 Bolts. D. Provide connections for expansion and contraction where steel beams connect to concrete walls or concrete columns and at expansion joints. Secure nuts on bolts against loosening. (Dent threads with a chisel.) 3.04 FASTENER INSTALLATION A. Bolts shall be installed in holes of the connection and brought to snug tight condition. Tighten connection progressing systematically from the most rigid part to the free edges of the connection to minimize relaxation of the bolts. B. High-strength bolts installed shall have a hardened washer under the element turned in tightening. C. Installation and tightening of bolts shall conform to the AISC Specifications for Structural Joints. 3.05 HEADED STUDS A. Headed studs shall be welded in accordance with AWS D1.1. B. Locate shear studs directly over the web of beams with flanges less than 0.3 inches thick. C. The minimum center spacing shall be 6 diameters along the longitudinal axis of the beam and 4 diameters transverse to the longitudinal axis of the beam. D. Where double rows of shear studs are required, begin double rows at each end of the beam. E. Remove shields after welding studs. 3.06 EXPANSION ANCHOR INSTALLATION A. Install in accordance with manufacturer's recommendation. B. Minimum embedment shall be equal to 4.5 times the anchor diameter unless noted otherwise. 3.07 ADHESIVE ANCHOR INSTALLATION A. Install in accordance with manufacturer's recommendation. B. Minimum embedment shall be equal to 4.5 times the anchor diameter unless noted otherwise. 3.08 WELDING A. Comply with AWS Structural Welding Code. Use prequalified weld procedures. B. Provide end returns where fillet welds terminate at end or sides. Returns shall be continuous for a distance of not less than two times the nominal size of the weld. C. Complete penetration joints shall be backgouged to sound metal before the second side is welded or have 1/4-inch root opening with 3/16 x 1 inch backing bar. Access holes are required. Filling access holes is not required. D. Remove all slag and weld splatter from deposited weld metal. 3.09 SPLICING A. Splice members only where indicated unless authorized in writing by the Design Professional. B. Provide shim plates at bottom flange splice at continuous beam splices with different depths. 3.10 CUTTING A. Do not use flame cutting to correct errors unless authorized in writing. B. Re-entrant corners shall have a minimum radius of one inch and be free of notches. Notches and gouges resulting from flame cutting shall be finished to a smooth appearance. 3.11 MILL SCALE A. Remove loose mill scale. 3.12 BOLT HOLES A. Cut, drill, or punch holes perpendicular to metal surfaces. Do not enlarge holes by burning. Drill or punch holes in bearing plates. Remove burrs. 3.13 PAINTING A. Paint steel that is not encased in concrete, plaster, or sprayed fireproofing. Do not shop paint in areas to be field welded, contact surfaces of slip critical connections, or areas to receive special finishes. B. Field paint as required steel that has been welded or that is unpainted after connections have been tightened. 3.14 GALVANIZING A. Galvanize shelf angles that support the exterior building veneer, for example brick shelf angles. B. Galvanize environmentally exposed steel, for example mechanical equipment supports. C. Touch-up welds and abrasions in galvanized members in accordance with ASTM A780. END OF SECTION 051000 SECTION 036200 - NON-SHRINK GROUT PART 1 - GENERAL 1.01 SECTION INCLUDES A. Section includes non-shrink grout under base plates, bearing plates, and where specified in Contract Documents. 1.02 RELATED SECTIONS A. Section 013330 - Structural Submittals. B. Section 014525 - Structural Testing/Inspection Agency Services. 1.03 REFERENCES A. ASTM C1107 – Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink). B. ASTM C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2- in. or 50-mm Cube Specimens). 1.04 QUALITY ASSURANCE A. Structural Testing/Inspection Agency shall perform the following quality related items: 1. Perform compressive strength tests in accordance with ASTM C109 with 2-inch x 2-inch cubes. Test one cube at three days, two cubes at seven days and three cubes at 28 days. Perform one test for each ten bags of grout used or one test in accordance with day of grouting. 1.05 SUBMITTALS A. Submit product data sheets for review. PART 2 - PRODUCTS 2.01 GROUT A. Provide a non-shrink, non-metallic grout that complies with ASTM C1107. B. Grout shall have a minimum compressive strength of 5000 psi at 28 days. 2.02 WATER A. Provide clean, potable water. PART 3 - EXECUTION 3.01 HANDLING A. Store and protect non-shrink grout from moisture and contamination. 3.02 PREPARATION A. Remove mud, dirt and other foreign materials from areas to be grouted. 3.03 MIXING A. Mix grout to its fluid, self-leveling consistency in accordance with manufacturers recommendations. Do not retemper grout. Do not exceed manufacturer's maximum limit on water content or use at a consistency which produces free bleeding. Mix grout in a paddle-type mortar mixer. Do not mix by hand. 3.04 PLACEMENT A. Consolidate grout to provide uniformity. Do not vibrate grout. B. Use forms to contain grout. 3.05 PROTECTION A. Protect grout and areas to be grouted from excessive heat and cold in accordance with manufacturer's specifications. Protect grout from excessive drying shrinkage resulting from wind or direct sunlight. Protect areas grouted from excessive vibrations for three days. END OF SECTION 036200 DRAWN BY: PROJECT NO.: SCALE: REVISION NO.DATE DESCRIPTION THE INFORMATION SHOWN ON THESE DRAWINGS IS OWNED BY AND IS THE PROPERTY OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. NO PART THEREOF SHALL BE COPIED, ADAPTED, OR DISTRIBUTED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. COPYRIGHT © 2023 26560 AGOURA ROAD, SUITE 106 CALABASAS, CA 91302 310.670.9144 A S S O C I A T E S ARCHITECTS + ENGINEERS S H E P P H I R D will.s@shep-ae.com 1 12-02-22 SD PRICING 2 2-10-23 DD PRICING 3 9-07-23 PHASE 2 90% CD This item has been electronically signed and sealed by Holly Jeffreys, Florida license number 82758 on the date and/or time stamp using a digital signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Phase 2 3/4" = 1'-0"8/31/2023 5:37:45 PM Autodesk Docs://2022-352 ABCC/R22_ABCC_BLDG2_STRUCT.rvt0-S0.61YOUTH PAVILION AND STORAGE SHEDSPECIFICATIONS2022-352 HD Atlantic Beach Country Club 1600 Selva Marina Drive Atlantic Beach, FL 32233