Loading...
HomeMy WebLinkAbout051200 Structural SteelSECTION 051200 - STRUCTURAL STEEL PART 1 - GENERAL 1.1 RELATED DOCUMENTS Drawings and general provisions of contract, including general and supplementary conditions and Division 1 specification sections, apply to this section. 1.2 DESCRIPTION OF WORK This section includes structural steel. 1.3 QUALITY ASSURANCE Comply with latest editions of: American Institute of Steel Construction (AISC), "Manual of Steel Construction," including: - ANSI/AISC 360, "Specification for Structural Steel Buildings.” - AISC 303, "Code of Standard Practice for Steel Buildings and Bridges.” - Research Council on Structural Connections (RCSC), “Specification for Structural Joints Using ASTM A 325 or A 490 Bolts.” American Welding Society, Inc. (AWS) AWS D1.1 “Structural Welding Code - Steel.” AWS C5.4 “Recommended Practices for Stud Welding.” Research Council on Structural Connections (RCSC), Educational Bulletin No. 4, "Recommended Erection and Field Inspection Procedures for High-Strength Bolts in Structural Steel Assemblies." American Hot-Dip Galvanizers Association, Inc.; Zinc Institute Inc. "Inspection Manual for Hot-Dip Galvanized Products." Steel Structures Painting Council (SSPC) "Surface Preparation Specifications." 6. American Institute of Steel Construction (AISC), "Seismic Design Manual," including ANSI/AISC 341, "Seismic Provisions for Structural Steel Buildings." Qualifications for Welding Work: Qualify welding processes and welding operators in accordance with AWS standards. Provide one of the following certifications for welders to be employed in work. Certification of satisfactorily passing AWS qualification tests within previous 12 months to perform type of welding in work. Work record signed by supervisor showing regular employment within previous 12 months to perform type of welding in work. Qualifications for Fabricator, Detailer, and Erector: Fabricator, Detailer, and Erector of structural steel shall have minimum 3 years experience in fabricating, detailing, and erecting structural steel. Erector Qualifications: Erector shall be AISC Certified Erector, Category CSE. Fabricator Qualifications: Fabricator shall be AISC Certified Fabricator, Category STD. AISC Certification for Fabricators and Erectors may be waived at the discretion of Owner, Architect, and Engineer provided acceptable written quality assurance and quality control plan is submitted. 2. Submit written description of ability. At completion of fabrication, Fabricator shall submit Certificate of Compliance to Special Inspector and Code Enforcement Official stating work was performed in accordance with approved Construction Documents. 1.4 SPECIAL INSPECTIONS Refer to Specification Section 014533 and Schedule of Special Inspections. MATERIAL EVALUATION/QUALITY CONTROL Contractor shall employ testing laboratory acceptable to Engineer and Architect to perform material evaluation tests. Submit testing service qualifications demonstrating experience with similar types of projects. The Registered Design Professionals (RDPs) for Structural Engineering and Architecture will visit construction site at appropriate intervals to determine if work is in general conformance with Contract Documents and specifications. Notify RDPs 48 hours before anticipated time of completion for a given section of work so they may determine if site observations are required. If site observations are required, do not conceal framing until RDPs have had opportunity to make observations. 1.6 SUBMITTALS General: Review of submittals will be for general conformance only. Compliance with requirements for materials, fabrication, erection, and dimensioning of structural steel shall be Contractor's responsibility. Resubmitted shop drawings shall have revisions identified and dated. Connections: Submit proposed connection types and calculations for review before preparing detailed shop drawings. Calculations shall be stamped by a licensed Professional Engineer in New York State (Connection Design Engineer) retained by Fabricator. Shop Drawings: Submit detailed drawings showing: Submit Shop Drawings showing details of each individual steel shipping piece. Submit Erection Drawings showing location and attachment of individual steel shipping pieces. Including field installation details in Erection Drawings. Reference Contract Drawing number and addendum number in each shop and Erection drawing. Shop and Erection drawings shall show: a. Details including cuts, copes, camber, connections, holes, bolts, and other pertinent information. b. Connection loads. c. Material, including ASTM designations and grades or manufacturer’s data as appropriate. d. Welds with size, length, and type. e. Anchor rod locations. Shop and Erection drawings have been checked by detailer and noted as checked in drawings before submitting. Failure to submit checked Shop and Erection drawings will be cause for their return without review. If drawings are not prepared by detailer under direct control of Fabricator, Fabricator shall stamp each drawing and initial or sign stamp to certify review and approval of drawings and conformance with Fabricator’s shop practice and capability. Material Data: Submit to Special Inspector and Engineer laboratory test reports and other data as required to show compliance with specifications. Submit producer’s or manufacturer’s specifications and installation instructions for the following products: Structural steel, including certified copies of mill reports covering chemical and physical properties. High-strength bolts, including nuts and washers. Unfinished bolts and nuts. Structural steel primer paint if used. Welding electrodes. Post-installed anchors (expansion, sleeve, or chemical adhesive) if used. Bolt Certification: Submit to Special Inspector and Engineer certifications that bolts, nuts, and washers furnished comply with specifications. Submit manufacturer's inspection certificates for mill tests. For fasteners to be accepted, lot numbers on kegs, boxes, or bags must correlate with lot numbers shown in accepted test certificates and identification numbers in mill test reports. Manufacturer's symbol and grade markings must appear on bolts and nuts. F. Field Modifications: Submit drawings showing field modifications required to conform to actual field conditions or as required to correct errors in shop drawings, fabrication, or erection. G. Erector’s Welding Procedure Specifications: Submit welding procedure specifications for joint types detailed for field welding. 1.7 PRODUCT HANDLING Store material in horizontal position on supports above ground. Protect from weather, and keep free of dirt and debris. Handle material carefully so it is not bent or marred. D. Store bolted fastener components in closed containers protected from moisture and contamination. Remove from protective storage containers only number of fasteners required for one shift. Return fasteners not installed at end of work day to protective storage. E. Repair or replace damaged materials. Do not incorporate in work fastener components that accumulate rust or dirt. 1.8 WORKMANSHIP Contractor shall be responsible for correction of work not conforming to specified requirements. Correct deficient work as directed by Architect. Remove work found to be defective. Replace with new acceptable work. PART 2 - PRODUCTS 2.1 MATERIALS A. Materials shall be new and free from rust. B. Rolled-Steel Plates, Bars, and Angles: ASTM A 36. C. Rolled-Steel C, MC, S, M, and HP Shapes: ASTM A 36 unless indicated in drawings as Grade 50 (ASTM A 572). D. Steel Pipe: ASTM A 53, Type E or S, Grade B. E. Hollow Structural Sections (HSS): ASTM A 500, Grade B or C. F. Unfinished Bolts, Nuts, and Washers: ASTM A 307, Grade A. G. High-Strength Bolts: ASTM A 325 or A 490, Type 1, plain. H. Twist-Off-Type, Tension-Control Bolt Assemblies: ASTM F1852. I. High-Strength Bolts, Galvanized: ASTM A 325, Type 1. J. Threaded Rods: ASTM A 36. K. Nuts: ASTM A 563. Grade and finish to match bolt or rod type. L. Washers: ASTM F 436 (ASTM F 844 for ASTM A 307 bolts, A 36 rods and F 1554 Grade 36 anchor rods). Finish to match bolt or rod type. M. Direct Tension Indicator Washers: ASTM F959 for use in pretensioned and slip-critical joints where direct-tension-indicator method is used. DTI "Squirter" as manufactured by Applied Bolting Technology or accepted equivalent. N. Electrodes: E70 and in accordance with AWS. 1. E308 for Type 304 stainless steel. 2. E316 for Type 316 stainless steel. O. Nonshrink Grout: Corp of Engineers CRD-C 621. “Conspec 100” by Conspec Manufacturing Co.; “NS Grout” by Euclid Chemical Co.; “SikaGrout 212” by Sika Corp.; “Masterflow 928” or “Set Grout” by Master Builders, Inc.; “Sonogrout” by Sonneborn Building Products; or accepted equivalent. P. Steel Primer Paint: For steel scheduled to receive finish paint, use primer compatible with finish paint specified in Division 9. Q. Hot-Dip Galvanizing: Hot-dip galvanize after fabricating in accordance with ASTM A 123. Restraighten members after galvanizing if necessary to be square and true. Items to be hot-dip galvanized are identified in drawings. R.  Cold-Galvanizing Compound: Zinc-rich, anti-corrosion paint complying with ASTM A780.  “ZRC Cold Galvanizing Compound” by ZRC Worldwide; “Roval Cold Galvanizing Compound” by Roval Corporation; or accepted equivalent. Items to be cold galvanized are identified on the drawings. S.   Galvanizing Touch-up Compound: Zinc-rich, anti-corrosion paint complying with ASTM A780.  “ZRC Galvilite” by ZRC Worldwide; “Roval ZC Galvanizing Repair” by Roval Corporation; or accepted equivalent. Use for field touch-up of hot-dip galvanized surfaces. T. Expansion Anchors: “Kwik-Bolt 3” by Hilti; “Trubolt Wedge Anchors” by ITW Ramset/Red Head; “Power-Stud” by Powers Fasteners; “Wedge-All” by Simpson/Strong-Tie; or accepted equivalent. U. Sleeve Anchors: “HLC Sleeve Anchor” by Hilti; “Dynabolt Sleeve Anchor” by ITW Ramset/Red Head; “Power-Bolt” by Powers Fasteners; “Sleeve-All” by Simpson/Strong-Tie; or accepted equivalent. V. Chemical Adhesive Anchors: 1. Anchors to solid concrete, grouted CMU, solid brick, or stone: a. Anchors for use when base material temperature is 0°F or greater: “HIT-Ice” by Hilti; “Epcon A7” by ITW Ramset/Red Head; “AC 100 Plus” by Powers Fasteners; “AT Acrylic-Tie” by Simpson/Strong-Tie; or accepted equivalent. b. Anchors for use when base material temperature is 40°F or greater; “HIT-HY 150” or “HIT-HY 150 MAX” by Hilti; “Epcon C6” by ITW Ramset/Red Head; “T308 Plus” by Powers Fasteners; “ET Epoxy-Tie” by Simpson/Strong-Tie; or accepted equivalent. 2. Anchors to hollow masonry (brick or hollow CMU): a. Anchors for use when base material temperature is 0°F or greater: “Epcon A7” by ITW Ramset/Red Head; “AC 100 Plus” by Powers Fasteners; “AT Acrylic-Tie” by Simpson/Strong-Tie; or accepted equivalent. b. Anchors for use when base material temperature is 40°F or greater: “HIT-HY 70” by Hilti; “Epcon C6” by ITW Ramset/Red Head; “T308 Plus” by Powers Fasteners; “ET Epoxy-Tie” by Simpson/Strong-Tie; or accepted equivalent. c. Provide manufacturer’s standard screen tubes for use with anchors. 2.2 FABRICATION A. Fabricate structural steel in strict accordance with reviewed shop drawings and referenced standards. B. Fabricate and assemble structural material in shop to greatest extent possible. C. Remove extension bars or runoff plates upon completing and cooling groove welds. Grind ends of welds smooth and flush with edges of abutting parts. D. Provide holes for securing other work to structural steel framing. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in base and bearing plates more than 3/4 inch thick. E. For beams to be hot-dip galvanized, predrill beam to form radius portion of copes as shown in AISC “Specification Commentary.” Do not punch. F. Unless shown otherwise in drawings, Fabricator shall detail column splice using AISC standard details. Finish ends of column shafts for direct bearing. G. Finish bottom of column and weld to base plate. Use flat base plates. H. For column base plates up to 24 inches, use 1/4-inch-thick, flat leveling plates. For column bases over 24 inches, use leveling nuts and four anchor rods with heavy washers unless otherwise indicated in drawings. I. Anchor Rods: Furnish anchor rods, leveling plate, or other devices necessary for setting anchoring rods required for securing structural steel to foundation, concrete, or masonry. 2.3 SHOP PAINTING A. Shop-paint structural steel work that will remain exposed to view in final work or where indicated in drawings. Do not paint members or portions of members to be concealed in final work embedded in concrete or mortar or to receive spray-on fireproofing unless noted otherwise in drawings. B. Do not paint the following surfaces: 1. Surfaces within 2 inches of field welds. 2. Surfaces within 1½ inches from center of high-strength, slip-critical (SC) bolts or areas within bolt pattern. 3. Top flanges of beams to receive field-installed shear connectors or weldable reinforcement. Coordinate locations with installers. 4. Top and bottom flanges of beams to receive field-installed brace angles, shear wall connectors, or hybrid connectors. Coordinate locations with installers. C. Apply two coats of paint to surfaces that will be inaccessible after assembly or erection. Apply two coats to surfaces indicated to be cold-galvanized. D. For steel to be spray-fireproofed, clean steel to remove dirt, grease, rust, and loose mill scale in accordance with SSPC-SP3 "Power Tool Cleaning." E. For steel to be cold-galvanized or primed and finish-painted, clean steel to remove dirt, grease, rust, and loose mill scale in accordance with SSPC-SP6 "Commercial Blast Cleaning" unless recommended otherwise by paint manufacturer. F. For steel to be hot-dip galvanized, prepare steel by successive immersion in chemical baths of caustic cleaning, pickling, and flux. G. After surface preparation, immediately apply structural steel primer paint in accordance with manufacturer’s instructions at rate to provide uniform dry-film thickness of 2 mils. Use painting methods that will result in full coverage of joints, corners, edges, and exposed surfaces. H. Apply coal-tar epoxy coating to steel below slab on grade and in contact with soil or as indicated in drawings. Extend coating 1 inch into slab. PART 3 - EXECUTION 3.1 JOB CONDITIONS A. Examine conditions under which work shall be erected. Do not proceed until unsatisfactory conditions are corrected. 3.2 ERECTION A. Set structural frames accurately to lines and elevations indicated. Align and adjust various members forming part of a complete frame or structure before permanently fastening. B. Fit up connections to be field welded in compliance with AWS standard tolerances for review by the Special Inspector or Testing Agency prior to field welding. C. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact after assembly. D. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. Level and plumb individual members of structure within specified tolerances. E. Contractor may field modify anchor rods and embedded structural supports incorrectly located or damaged after installation as indicated in Section 033000 and tested by Testing Agency. Submit documentation showing proposed field modification for review and acceptance by Engineer before beginning. F. Splice members only where shown or specified. G. Maintain work in stable condition during erection. H. Install snug-tightened pretensioned and slip-critical bolted joints to comply with RCSC “Specification for Structural Joints Using ASTM A325 or A490 Bolts” and to comply with RCSC Educational Bulletin No. 4, “Recommended Erection and Field Inspection Procedures for High-Strength Bolts in Structural Steel Assemblies.” Install pretensioned and slip-critical joints using either turn-of-nut method or direct-tension-indicator method. Do not use calibrated wrench method or twist-off-type tension-control bolt method for pretensioned or slip-critical joints. I. Install field connections and framing as detailed in Contract Documents and accepted shop drawings. If Contractor finds field modifications are necessary, submit documentation of proposed field modifications to Architect and Engineer for review and acceptance before beginning. 1. Use of thermal cutting for field modifications is prohibited unless documented and accepted by Engineer before beginning. 2. Use of thermal cutting for enlarging or cutting bolt holes in field is prohibited. 3.3 TOLERANCES A. Tolerances shall be within limits in AISC "Code of Standard Practice.” B. Fabrication and mill tolerance shall be within limits in AISC “Standard Mill Practice.” 3.4 TOUCH-UP PAINTING A. After erection is complete, touch up paint-damaged shop coats and welded areas with shop primer paint applied in accordance with manufacturer's instructions. B. Touch up paint damaged galvanized surfaces and welded areas with galvanizing touch-up compound or cold-galvanizing compound applied in accordance with manufacturer's instructions. C. Prepare surfaces of hot-dip galvanized members where the galvanization was omitted, or damaged in accordance with SSPC-SP3 "Power Tool Cleaning.” Prepare field-welded galvanized members similarly. D. Remove weld slag before applying touch-up paint. 3.5 TEMPORARY SHORING AND BRACING A. Provide temporary shoring and bracing members as required with connections of sufficient strength to bear imposed loads. B. Remove temporary members and connections when permanent members are in place and final connections are made. C. Provide temporary guy lines to achieve proper alignment of structures as erection proceeds. 3.6 PROTECTION A. Do not use members for storage or work platforms until permanently secured. B. Do not exceed load capacity of members with construction loads. 3.7 WELDING TO EXISTING STEEL A. Clean area to be welded using mechanical grinders and solvents to remove paint, rust, and other materials. B. Use E7018, low-hydrogen electrodes stored in ovens as prescribed by AWS. Preheat steel to be welded and maintain temperatures as prescribed by AWS. END OF SECTION 051200 (11/12)