Structural Steel Framing ME- Building Group

SECTION 051200 - STRUCTURAL STEEL FRAMING

PART 1 - GENERAL

0.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

0.2 SUMMARY

A. This Section includes structural steel.

B. Related Sections: The following Sections contain requirements that relate to this Section: 1. Division 1 Section "Quality Requirements" for independent testing agency procedures and administrative requirements. 2. Division 3 Section “Grout” for Nonmetallic, Shrinkage-Resistant Grout. 3. Division 5 Section "Steel Decking" for field installation of shear connectors through deck. 4. Division 9 Section "Structural Metal Primer/Finish" for shop applied coating system.

0.3 PERFORMANCE REQUIREMENTS

A. Structural Performance: Engineer structural steel connections required by the Contract Documents to be selected or completed by the structural-steel fabricator to withstand design loadings indicated and comply with other information and restrictions 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.

0.4 SUBMITTALS

A. Product Data: For each type of product indicated.

B. LEED Submittals: 1. Product Data for Credit MR 4: For products having recycled content, manufacturer documentation indicating percentages by weight of postconsumer and preconsumer recycled content. a. Include statement indicating costs for each product having recycled content. 2. Product Data for Credit MR 5: For products and materials to comply with requirements for regional materials, provide documentation indicating location of product or material manufacturing location and the point of extraction, harvest, or recovery for each raw material. a. Include documentation on distance to project, contractor cost for each regional material, and percent by weight that is considered regional.

C. Shop Drawings detailing fabrication of structural steel components. 1. Include details of cuts, connections, splices, camber, holes, and other pertinent data.

of 10 Revision Date: 08/04/14 Project & Bid Package File name: 075f244e101ff17712e477b885cfeb3d.doc

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 pretensioned and slip-critical high-strength bolted connections. 4. Include calculations for connections signed and sealed by a qualified professional engineer responsible for their preparation. 5. Shop Drawings signed by checker.

D. Provide an electronic 3D Model of the structural steel. [delete clause for small jobs] 1. Include in the model accurate details of all gusset plate sizes and locations for trusses connections, bracing connection, wind columns connections, etc. a. Gusset plates found in the field not to be sized to match the 3D Model will be field modified to match the model at no expense to the Owner.

E. Mill test reports signed by manufacturers certifying that their products, including the following, comply with requirements. Submit for Owner information only, no action required. 1. Structural steel, including chemical and physical properties.

F. Direct-tension indicators.

G. Final plumbness survey and building elevation survey

0.5 QUALITY ASSURANCE

A. Erector Qualifications: Engage an experienced Erector 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. 1. Erector must participate in the AISC Quality Certification Program and be designated an AISC-Certified Steel Erector as follows: a. Category: ACSE.

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 be designated an AISC-Certified Plant as follows: a. Category: Building QMS Certified.

C. Comply with applicable provisions of the following specifications and documents: 1. AISC "Specification for Structural Steel Buildings--Allowable Stress Design and Plastic Design." 2. AISC Code of Standard Practice for Steel Buildings and Bridges 3. AISC "Specification for Allowable Stress Design of Single-Angle Members." 4. ASTM A 6"Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling." 5. 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.

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. Predetailing Conference: Conduct conference at project site. Prior to predetailing meeting, provide typical connection details including truss end connections to attendees.

G. Preerection Conference: Conduct conference at Project site. Prior to preerection meeting, submit proposed sequence of erection and erection schedule.

0.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver coated materials to Project site clean and covered to protect against road splatter, and in quantities timed to ensure continuity of installation.

B. Ship, unload, and store materials to permit easy access for inspection and identification. Keep steel members off ground and spaced by using pallets, platforms, or other supports and spacers. Protect steel members and packaged materials from corrosion and deterioration. 1. 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. 2. Steel that becomes soiled or otherwise defaced, shall be washed clean just before erection.

C. Handle to not damage shop applied coating.

D. Store fasteners in a protected place in sealed containers with manufacturer’s labels intact. 1. Clean and re-lubricate bolts and nuts that become dry or rusty before use. 2. Comply with manufacturer’s written recommendations for cleaning and lubricating ASTM F 1852 fasteners and for retesting fasteners after lubrication.

0.7 COORDINATION

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

0.1 MATERIALS

A. Recycled Content of Steel Products: Provide products with an average recycled content of steel products so postconsumer recycled content plus one-half of preconsumer recycled content is not less than the following: 1. W-Shapes: 60 percent. 2. Channels, Angles, M , S-Shapes: 60 percent. 3. Plate and Bar: 25 percent. 4. Cold-Formed Hollow Structural Sections: 25 percent. 5. Steel Pipe: 25 percent. 6. All Other Steel Materials: 25 percent.

B. Regional Content of Materials (list that products need to be harvested and manufactured within 500 miles of project site)

C. Structural Steel Shapes, Plates, and Bars: Unless otherwise indicated on the drawings, As follows: 1. Wide Flange Steel: ASTM A 992, Grade 50. 2. Truss Web Member Angles: ASTM A 992, Grade 50, ASTM A 572 Grade 50, or ASTM A 529 Grade 50. 3. Truss Gusset Plates: ASTM A 992, Grade 50, ASTM A 572 Grade 50, or ASTM A 529 Grade 50. 4. Beam and Truss End Connection Angles: ASTM A 992, Grade 50, ASTM A 572 Grade 50, or ASTM A 529 Grade 50. 5. Column Base Plates: ASTM A 992, Grade 50, ASTM A 572 Grade 50, or ASTM A 529 Grade 50. 6. Channels, other Angles, and other Plates: ASTM A 36.

D. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade B.

E. Steel Pipe: ASTM A 53, Type E or S, Grade B.

0.2 BOLTS, CONNECTORS, AND ANCHORS

A. High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy hex steel structural bolts; ASTM A 563, Grade C, heavy hex carbon steel nuts; and ASTM F 436, Type I, hardened carbon-steel washers, all with plain finish. 1. Tension set bolts for slip critical connections.

B. Shear Connectors: ASTM A 108, Grade 1015 through 1020, headed-stud type, cold-finished carbon steel, AWS D1.1, Type B.

C. Anchor Rods, Bolts, Nuts, and Washers: As follows: 1. Threaded Rods: ASTM F1554 Grade 36. 2. Nuts: ASTM A 563 hex carbon steel. 3. Washers: ASTM A 36.

D. Welding Electrodes: Comply with AWS requirements.

0.3 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. 1. Camber structural steel members 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 "Code of Standard Practice for Steel Buildings and Bridges" for structural steel. 7. Structural Steel Contractor is responsible for design and detailing of connections. Architect-Engineer's review of shop drawings will verify the design strength of connections, but will not review detailing items, e.g., fit-up, copes, dimensions, access for bolt tightening, hole alignment, and similar detailing items. 8. Furnish connections, clips, seats, bearing plates, stiffeners, splice material, high-tensile bolts, welds, anchors, and similar material necessary for complete erection. 9. Generally, shop connections are welded. 10. Make field connections with high-tensile bolts, unless indicated otherwise. 11. Field drill holes required for proper connections. 12. Individual piece of structural steel shall have 2 or more bolts connecting it to another member. 13. When 2 structural members (such as beams or trusses) on opposite sides of column web, or a girder web are to be connected sharing common connection holes, detail connections with staggered connection angles, temporary bolted seat, or other means to allow installation and tightening of not less than 2 bolts in connection of first member before connecting second member. 14. For special conditions where heavy concentrated loads act on beams and reactions are not shown on drawings, consult Architect-Engineer for required information before proceeding with shop drawings. 15. Connections shall be symmetrical double angles unless otherwise indicated. One-sided connections may be used for beam to girder connections, but require specific acceptance by Architect-Engineer. Contractor shall provide typical details of proposed one-sided connections to Architect-Engineer prior to review for acceptance. a. At skewed connections with bent plates, bend plates in heated condition to avoid damage. 16. Where beam and girder connections are not detailed on drawings, connection shall be simple shear type and strength specified under heading, Simple Shear Connections, of AISC Steel Construction Manual, and shall support not less than reaction of factored maximum total uniform load of each particular beam or girder in relation to its size and span. Connection, however, shall in no case be less than 1/3 of design shear strength of member. 17. Where composite beam factored reactions are not stated, base reaction of factored uniform load of composite design beam on not less than 130 percent of reaction of

design maximum total uniform load strength of non-composite section or 1/3 the design shear strength of section, whichever is larger.

B. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible. 1. Plane thermally cut edges to be welded to comply with AWS D1.1. 2. Field burning of structural steel will not be allowed.

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.

0.4 SHOP CONNECTIONS

A. Shop install high-strength bolts.

B. Shop install and tighten high-strength bolts according to RCSC "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Bolts: ASTM A 325 high-strength bolts, unless otherwise indicated. 2. Connection Type: Snug tightened, unless indicated as slip-critical, direct-tension, or tensioned shear/bearing connections.

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.

0.5 SHOP COATING

A. Refer to Division 9 Section "Structural Metal Primer/Finish"

B. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel according to ASTM A 123/ A 123M. 1. Galvanize Cooling Tower grillage steel components.

0.6 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. 3. Testing agency shall inspect each fabrication shop a minimum of once to observe and verify the shop’s quality control program.

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 "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Direct-tension indicator gaps will be verified to comply with ASTM F 959, Table 2.

E. Shop-welded connections will be inspected and tested according to AWS D1.1 and the inspection procedures listed below: 1. Inspections: Visually inspect 100 percent of welds. 2. Tests: Test minimum of 25 percent of all full penetration welds with one of the following procedures: a. Liquid Penetrant Inspection: ASTM E 165. b. 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. c. Ultrasonic Inspection: ASTM E 164. d. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2- 2T."

PART 3 - EXECUTION

0.1 EXAMINATION

A. Before erection proceeds, and with the steel erector present, verify elevations of concrete bearing surfaces and locations of anchorages for compliance with requirements.

B. Do not proceed with erection until unsatisfactory conditions have been corrected.

0.2 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.

B. Surfaces to be high-strength bolted with slip-critical connections shall be coated with the certified coating specified. 1. Unpainted steel at slip-critical connection will not be accepted.

0.3 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 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. 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 "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. Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be enlarged to admit bolts.

0.4 FIELD CONNECTIONS

A. Install and tighten high-strength bolts according to RCSC "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Bolts: ASTM A 325 high-strength bolts, unless otherwise indicated. 2. Connection Type: Snug tightened, unless indicated as slip-critical, direct-tension, or tensioned shear/bearing connections.

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.

0.5 FIELD QUALITY CONTROL

A. Engage an independent testing and inspecting agency to perform field inspections and tests and to prepare test reports. Contractor to indicate testing agency they will be using with bid submittal. 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 "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." 1. Direct-tension indicator gaps will be verified to comply with ASTM F 959, Table 2. 2. Inspect 10 percent of high strength bolted connection, and not less than two bolts per connection, in accordance with Section 6 of AISC “Specification for Structural Joints, using ASTM A 325 or A 490 Bolts”. 3. Inspect 100 percent of the slip critical connections.

E. Field-welded connections will be inspected and tested according to AWS D1.1 and the inspection procedures listed below: 1. Inspections: Visually inspect 100 percent of field welds. 2. Tests: Test minimum of 25 percent of all full penetration welds with one of the following procedures: a. Liquid Penetrant Inspection: ASTM E 165. b. 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. c. Ultrasonic Inspection: ASTM E 164. d. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2- 2T."

F. Field-welded shear connectors will be inspected and tested according to requirements of AWS D1.1 for stud welding and as follows: 1. Inspections: Visually inspect 100 percent of shear connectors. 2. Tests: Perform bend tests when visual inspections reveal either less than a continuous 360-degree flash or welding repairs to any shear connector. 3. Weld Fracture: Conduct additional tests, according to AWS D1.1, when weld fracture is observed before, during, or after testing.

G. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents.

H. A final plumbness survey and building elevation survey will be performed with results submitted to the Owner. Any deficiencies found will need to be corrected by erector.

0.6 CLEANING/TOUCH-UP COATING

A. Wash and clean steel prior to erection and/or after erection to Owner’s satisfaction. All dirt and debris from staging and steel erection activities will need to be cleaned.

B. Immediately after erection, clean field welds, bolted connections, exposed slip-critical connection coating, and abraded areas of shop coat, for touch-up, using the same material and color as applied as the shop coating. 1. Perform touch-up when ambient temperature is 32 deg F and rising, unless otherwise allowed by the coating manufacturer. 2. Prepare surfaces per coating manufacturer's recommendations, or as a minimum, per SSPC SP-2 Specification (Hand Tool Cleaning). 3. Apply coating by brush to provide a minimum dry film thickness of 3 mils.

C. Repair damaged galvanized coatings on galvanized items with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions.

END OF SECTION