E.M. Crouthamel Elementary School Souderton, PA. Exclusively published and distributed by Architectural Computer Services, Inc. (ARCOM) for the AIA

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1 Copyright 2007 by The American Institute of Architects (AIA) Exclusively published and distributed by Architectural Computer Services, Inc. (ARCOM) for the AIA SECTION STRUCTURAL STEEL FRAMING Revise this Section by deleting and inserting text to meet Project-specific requirements. This Section uses the term "Architect." Change this term to match that used to identify the design professional as defined in the General and Supplementary Conditions. Verify that Section titles referenced in this Section are correct for this Project's Specifications; Section titles may have changed. PART 1 - GENERAL 1.1 RELATED DOCUMENTS Retain or delete this article in all Sections of Project Manual. 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. Structural steel. a. Work includes architecturally exposed structural steel for canopies, etc. 2. Grout. B. Related Sections: Retain Sections in subparagraphs below that contain requirements Contractor might expect to find in this Section but are specified in other Sections. 1. Division 01 Section "Quality Control Requirements" for independent testing agency procedures and administrative requirements. 2. Division 05 Section "Steel Decking" for field installation of shear connectors through deck. 3. Division 05 Section "Metal Fabrications" for steel lintels and shelf angles not attached to structural-steel frame, miscellaneous steel fabrications and other metal items not defined as structural steel. 4. Division 05 Section "Metal Stairs." 5. Division 09 painting Sections for surface-preparation and priming requirements. 1.3 DEFINITIONS Retain definition(s) remaining after this Section has been edited. STRUCTURAL STEEL FRAMING

2 A. Structural Steel: Elements of structural-steel frame, as classified by AISC 303, "Code of Standard Practice for Steel Buildings and Bridges." Retain four definitions below if required for "High-Seismic Applications" as defined in AISC 360. AISC 341 requires that structural Drawings show locations of demand critical welds, which must comply with additional quality and toughness requirements. 1.4 PERFORMANCE REQUIREMENTS Retain first paragraph below if fabricator is responsible for selecting or completing details of structuralsteel connections required to withstand specific design loads. AISC 303 requires that connection details be submitted for approval if fabricator selects or completes them. AISC 303 commentary anticipates an experienced steel detailer, not necessarily a qualified professional engineer, will select and complete connections. Retain second option if a qualified professional engineer is required. A. Connections: Provide analysis and details of simple shear connections required by the Contract Documents to be selected or completed by structural-steel fabricator to withstand loads indicated and comply with other information and restrictions indicated. Revise subparagraphs below if design of complex connections is delegated to fabricator's qualified professional engineer. 1.5 ACTION SUBMITTALS First four paragraphs below are defined in Division 01 Section "Submittal Procedures" as "Action Submittals." A. Product Data: For each type of product indicated. B. Shop Drawings: Show fabrication of structural-steel components.. 1. Include details of cuts, connections, splices, camber, holes, and other pertinent data. 2. Include embedment drawings. 3. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain. 4. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify pretensioned and slip-critical high-strength bolted connections. Retain first three subparagraphs below for "High-Seismic Applications" as defined in AISC 360. Retain subparagraph below if fabricator is responsible for selecting or completing details of structuralsteel connections required to withstand specific design loads. Retain option for jurisdictions that require deferred connection design to be signed and sealed by a specialty structural engineer. Professional engineer qualifications are specified in Division 01 Section "Quality Requirements." 5. For structural-steel connections indicated to comply with design loads, include structural design data and calculations signed and sealed by a Professional Engineer in the state of Pennsylvania. STRUCTURAL STEEL FRAMING

3 Retain first paragraph below for "High-Seismic Applications" as defined in AISC 360. AISC 341 requires WPSs be submitted for review. Remaining paragraphs are defined in Division 01 Section "Submittal Procedures" as "Informational Submittals." 1.6 INFORMATIONAL SUBMITTALS A. Qualification Data: For qualified fabricator and testing agency. Retain first paragraph below if retaining procedures for welder certification in "Quality Assurance" Article. B. Welding certificates. C. Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers, certifying that shop primers are compatible with topcoats. Coordinate first paragraph below with qualification requirements in Division 01 Section "Quality Requirements." D. Mill test reports for structural steel, including chemical and physical properties. E. Product Test Reports: For the following: Revise list below to suit Project. Insert alternative design bolts if required. 1. Bolts, nuts, and washers including mechanical properties and chemical analysis. 2. Direct-tension indicators. 3. Tension-control, high-strength bolt-nut-washer assemblies. 4. Shear stud connectors. 5. Shop primers. 6. Nonshrink grout. F. Source quality-control reports. 1.7 QUALITY ASSURANCE Retain first paragraph below if AISC certification of fabricator is required. Category STD is for steel building structures; other categories in fabricator certification program are for bridges. A. Fabricator Qualification: Firm with not less than 5 years experience with structures of size and complexity similar to that indicated for this project; with the qualified personnel, organization, experience, procedures, knowledge, equipment, capability and commitment to produce fabricated steel as indicated without delaying the work. If required by the Architect, fabricator must be able to demonstrate documented quality control program identifying fabricators ability to meet these requirements, and allow plant inspection to verify compliance. Fabricator s quality control program shall identify procedures for identifying and handling steel materials, document AWS certification of all welders, qualification requirements and experience for all personnel, detailing procedures and requirements for shop drawing production, and quality control procedures to ensure that fabricated structural steel meets requirements of contract STRUCTURAL STEEL FRAMING

4 documents and current AISC Specifications and Code of Standard Practice. Fabricators that are not AISC Certified may be disqualified at the sole discretion of the Architect based on a review of their documented quality control program, if found to be insufficient to meet the requirements of this project. Retain first paragraph below if AISC certification of Installer (Erector) is required. Because this is a recently established program, verify availability of certified erectors. Retain category from two options: ACSE for advanced certified steel erectors, CSE for certified steel erectors. B. Alternately, fabricator shall participate in the AISC Quality Certification Program and be designated an AISC-Certified Plant, Category STD. Retain first paragraph below if qualifying shop-painting applicators, usually for high-performance coatings rather than for customary shop priming. Before retaining, verify that fabricators or shop-painting applicators serving Project area are qualified. AISC's program qualifies fabricators as an endorsement to plant certification; SSPC's program usually qualifies paint shops rather than steel fabricators. AISC's Sophisticated Paint Endorsement is based on industry standards and manufacturers' storage, surfacepreparation, application, and curing requirements; P1 is for enclosed facilities, P2 for covered facilities, and P3 for outside facilities. C. Shop-Painting Applicators: Qualified according to AISC's Sophisticated Paint Endorsement P1, P2 or SSPC-QP 3, "Standard Procedure for Evaluating Qualifications of Shop Painting Applicators." AWS states that welding qualifications remain in effect indefinitely unless welding personnel have not welded for more than six months or there is a specific reason to question their ability. D. Welding Qualifications: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code - Steel." Subparagraph below applies to "High-Seismic Applications" as defined in AISC 360. E. Comply with applicable provisions of the following specifications and documents: Retain references in subparagraphs below if applicable. Insert others to suit Project. 1. AISC 303. First subparagraph below applies to "High-Seismic Applications" as defined in AISC AISC RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." Retain paragraph below if Work of this Section is extensive or complex enough to justify a preinstallation conference. If retaining, coordinate with Division 01. STRUCTURAL STEEL FRAMING

5 1.8 DELIVERY, STORAGE, AND HANDLING A. Store materials to permit easy access for inspection and identification. Keep steel members off ground and spaced by using pallets, dunnage, 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, damage, or overload to members or supporting structures. Repair or replace damaged materials or structures as directed. B. Store fasteners in a protected place in sealed containers with manufacturer's labels intact. 1. Fasteners may be repackaged provided Owner's testing and inspecting agency observes repackaging and seals containers. 2. Clean and relubricate bolts and nuts that become dry or rusty before use. 3. Comply with manufacturers' written recommendations for cleaning and lubricating ASTM F 1852 fasteners and for retesting fasteners after lubrication. 1.9 COORDINATION A. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers' recommendations to ensure that shop primers and topcoats are compatible with one another. B. Coordinate installation of anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, sheet metal templates, instructions, and directions for installation. PART 2 - PRODUCTS 2.1 STRUCTURAL-STEEL MATERIALS Materials complying with first and second options in first paragraph below are widely available. Third and fourth options include specialty-steel materials; verify availability if required. A. W-Shapes: ASTM A 992/A 992M. Materials complying with third and fourth options in first paragraph below are widely available. Fifth and sixth options include specialty-steel materials; verify availability if required. B. Channels, Angles, M, S-Shapes: ASTM A 36/A 36M. Materials complying with first option in first paragraph below are widely available; those complying with second option are less so. Third option is a specialty-steel material; verify availability if required. C. Plate and Bar: ASTM A 36/A 36M. Retain first paragraph below for corrosion-resisting (weathering) structural steel and indicate locations on Drawings. D. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade C, structural tubing. STRUCTURAL STEEL FRAMING

6 Retain first paragraph below for corrosion-resisting (weathering) hollow structural sections and indicate locations on Drawings. E. Steel Pipe: ASTM A 53/A 53M, Type E or S, Grade B. Retain first subparagraph below if weight of steel pipe is not shown on Drawings. Relationship between weight class and schedule number of wall thickness varies as pipe diameter increases. See ASTM A 53/A 53M tables for further information. 1. Weight Class: Standard. 2. Finish: Primed except where indicated to be galvanized. F. Welding Electrodes: Comply with AWS requirements. 2.2 BOLTS, CONNECTORS, AND ANCHORS If corrosion-resisting (weathering) steel is used, change Type 1 bolts and washers to Type 3 and Grade C nuts to Grade C3 (Class 8S to Class 8S3) in first paragraph below. If using bolts in first paragraph below for some connections and ASTM A 490 (ASTM A 490M) bolts for others, indicate location of each on Drawings. 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 1, hardened carbon-steel washers; all with plain finish. Retain subparagraph below if applicable. If corrosion-resisting (weathering) steel is used, change Type 325 to Type 325-3; ASTM F 959M does not include a designation for corrosion-resistant steel. 1. Direct-Tension Indicators: ASTM F 959, Type 325, compressible-washer type with plain finish. If corrosion-resisting (weathering) steel is used, change Type 1 bolts and washers to Type 3 and Grade DH nuts to Grade DH3 (Class 10S to Class 10S3) in first paragraph below. If using bolts in first paragraph below for some connections and ASTM A 325 (ASTM A 325M) bolts in paragraph above for others, indicate location of each on Drawings. Retain option below if applicable. Retain subparagraph below if applicable. If corrosion-resisting (weathering) steel is used, change Type 490 to Type 490-3; ASTM F 959M does not include a designation for corrosion-resistant steel. B. Zinc-Coated High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy-hex steel structural bolts; ASTM A 563, Grade DH heavy-hex carbon-steel nuts; and ASTM F 436, Type 1, hardened carbon-steel washers. 1. Finish: Hot-dip zinc coating. 2. Direct-Tension Indicators: ASTM F 959, Type 325, compressible-washer type with mechanically deposited zinc coating finish. Tension-control (twist-off) bolt assemblies in first paragraph below correspond to strength of ASTM A 325 (ASTM A 325M) bolts. If corrosion-resisting (weathering) steel is used, change Type 1 assemblies to Type 3 below and delete "Finish" Subparagraph. STRUCTURAL STEEL FRAMING

7 C. Tension-Control, High-Strength Bolt-Nut-Washer Assemblies: ASTM F 1852, Type 1, heavyhex or round head assemblies consisting of steel structural bolts with splined ends, heavy-hex carbon-steel nuts, and hardened carbon-steel washers. 1. Finish: Plain,. Retain shear connectors in first paragraph below if shop or field welding to steel framing is required. D. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, cold-finished carbon steel; AWS D1.1/D1.1M, Type B. Retain appropriate materials in first paragraph below or revise if other materials are required. AISC uses the generic term "anchor rods" to include unheaded rods and headed bolts and notes that "ASTM F 1554 is the preferred material specification for anchor rods." Verify availability of ASTM F 1554, Grade 55, weldable, before specifying. Plate washers are used with oversized baseplate holes to resist nut pullthrough and transfer shear from baseplate to anchor rod. E. Unheaded Anchor Rods: ASTM F 1554, Grade Nuts: ASTM A 563 heavy-hex carbon steel. 2. Plate Washers: ASTM A 36/A 36M carbon steel. 3. Washers: ASTM F 436, Type 1, hardened carbon steel. 4. Finish: Plain (interior locations), Hot-dip zinc coating, ASTM A 153/A 153M, Class C (exterior locations) Retain appropriate materials in first paragraph below or revise if other materials are required. AISC uses the generic term "anchor rods" to include unheaded rods and headed bolts and notes that "ASTM F 1554 is the preferred material specification for anchor rods." Verify availability of ASTM F 1554, Grade 55, weldable, before specifying. Plate washers are used with oversized baseplate holes to resist nut pullthrough and transfer shear from baseplate to anchor rod. Revise paragraph below if bearing is required to allow movement along more than one axis. See Editing Instruction No. 1 in the Evaluations for cautions about naming manufacturers. Retain one of first two subparagraphs and list of manufacturers below. See Division 01 Section "Product Requirements." Retain option in first subparagraph below if manufacturer's name and model number are indicated in schedules or plans on Drawings; delete option and insert manufacturer's name and model number if not included on Drawings. Total movement capability includes movement in both directions and is typically twice the dimension of the expansion joint. 2.3 PRIMER Delete this Article if shop painting is not required. Add proprietary primers if required as part of special coating or painting system. Coordinate primer selection with surface preparation and topcoats, requirements for slip-critical joints, and limitations of sprayed fire-resistive materials. Add color if required. A. Primer: Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibiting primer. STRUCTURAL STEEL FRAMING

8 B. Galvanizing Repair Paint: ASTM A 780. Paint shall be compatible with finish system specified in Division GROUT Shrinkage-resistant grouts in two paragraphs below have high compressive strength. Retain first paragraph if metallic-aggregate grout is required; retain second if nonmetallic-aggregate grout is required. For critical installations, require grout manufacturer to provide field assistance to Contractor. A. Metallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, metallic aggregate grout, mixed with water to consistency suitable for application and a 30-minute working time. B. Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallic aggregate grout, noncorrosive and nonstaining, mixed with water to consistency suitable for application and a 30-minute working time. 2.5 FABRICATION A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and AISC Identify high-strength structural steel according to ASTM A 6/A 6M and maintain markings until structural steel has been erected. 2. Mark and match-mark materials for field assembly. Retain subparagraph below if shop priming is required. 3. Complete structural-steel assemblies, including welding of units, before starting shoppriming operations. B. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible. 1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1/D1.1M. Retain option in first paragraph below if permitted. RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" permits thermally cut bolt holes if approved by engineer of record. Revise standard bolt holes to oversized, short-slotted, or long-slotted bolt holes if permitted, and indicate locations of each type on Drawings. C. Bolt Holes: Cut, drill, or punch standard bolt holes perpendicular to metal surfaces. D. Finishing: Accurately finish ends of columns and other members transmitting bearing loads. Retain first paragraph below for unpainted structural steel. Delete if shop coating is required and retain applicable requirements in "Shop Priming" Article. Default cleaning in AISC's "Code of Standard Practice for Steel Buildings and Bridges" describes SSPC-SP 1 solvent cleaning and approximates SSPC- SP 2 hand-tool cleaning. E. Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC- SP 3, "Power Tool Cleaning." STRUCTURAL STEEL FRAMING

9 Retain first paragraph below if shear connectors are shop installed to structural steel. F. 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/D1.1M and manufacturer's written instructions. Retain first paragraph below if steel wall-opening framing is required and included in this Section. G. Holes: Provide holes required for securing other work to structural steel and for other work to pass through steel framing members. Delete option in first subparagraph below if allowing thermally cut holes. 1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes or enlarge holes by burning. 2. Baseplate Holes: Cut, drill, or punch holes perpendicular to steel surfaces. 3. Weld threaded nuts to framing and other specialty items indicated to receive other work. 4. Coordinate necessary erection bolts and shear connections for steel joists with the joist manufacturer. 2.6 SHOP CONNECTIONS A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified. RCSC requires that joint types be specified in the Contract Documents for most loading conditions. See Evaluations for a discussion of the joint types in subparagraph below, which are the three types RCSC now recognizes. Insert particular bolt pretensioning method for pretensioned or slip-critical joints if required; RCSC states that each type can provide satisfactory results. 1. Joint Type: Pretensioned, except moment connections designated as slip critical. Retain option in paragraph below for "High-Seismic Applications" as defined in AISC 360. B. Weld Connections: Comply with AWS D1.1/D1.1M for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work. Retain subparagraph below if built-up sections are required. 1. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances in AISC 303 for mill material. 2.7 SHOP PRIMING Retain this article if shop priming is required. A. Shop prime steel surfaces except the following: Retain, revise, or delete five subparagraphs below to suit Project. 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. STRUCTURAL STEEL FRAMING

10 3. Surfaces to be high-strength bolted with slip-critical connections. 4. Surfaces to receive sprayed fire-resistive materials (applied fireproofing). 5. Galvanized surfaces. B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and standards: Retain surface-preparation standards in nine subparagraphs below or revise to suit Project. Subparagraphs are listed from least to most comprehensive surface preparation and from lowest to highest cost. Coordinate minimum surface-preparation requirements with selection of primers, paint, and coating systems. See Evaluations. Cleaning in first and second subparagraphs below removes loose rust, mill scale, and paint. Cleaning in first subparagraph is minimum surface preparation accepted by AISC for painted steel. 1. SSPC-SP 3, "Power Tool Cleaning." Cleaning in first subparagraph below permits tight residues of rust, mill scale, and coatings to remain. C. Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at rate recommended by SSPC to provide a minimum dry film thickness of 1.5 mils. Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces. Retain first subparagraph below if paragraph above does not suffice. Stripe painting adds cost but helps ensure that hard-to-reach areas, such as crevices, inside corners, and welds, are thoroughly coated and that sharp edges receive adequate coverage. 1. Stripe paint corners, crevices, bolts, welds, and sharp edges. 2. Apply two coats of shop paint to surfaces that are inaccessible after assembly or erection. Change color of second coat to distinguish it from first. Delete "Surface Preparation" and "Priming" paragraphs above if retaining paragraph below. SSPC- PS Guide 7.00 includes either SSPC-SP 2 or SSPC-SP 3 surface preparation and a limited choice of nonlead primers. SSPC sets a minimum dry film thickness of 1.5 mils (0.038 mm). These one-coat shoppainting systems are not expected to protect weather-exposed steel beyond a few months. Revise paragraph below to AISC 303 default thickness of 1 mil (0.025 mm) if permitted. 2.8 GALVANIZING Retain this article if galvanizing of structural steel is required. A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steel according to ASTM A 123/A 123M. 1. Fill vent and drain holes that will be exposed in the finished Work unless they will function as weep holes, by plugging with zinc solder and filing off smooth. Revise locations below where galvanizing is required to suit Project. Subparagraph is an example only; delete and indicate items to be galvanized on Drawings if preferred. STRUCTURAL STEEL FRAMING

11 2. Galvanize lintels, exterior canopies and all exterior steel attached to structural-steel frame and located in or outside of exterior walls. 2.9 SOURCE QUALITY CONTROL Retain this article if fabricator's shop testing is required and revise to suit local practices and requirements of authorities having jurisdiction. Consider deleting if requiring AISC-certified fabricators and if authorities having jurisdiction approve fabrication work without special inspections. Coordinate with "Fabricator Qualifications" Paragraph in "Quality Assurance" Article. A. Testing Agency: Owner will engage an independent testing and inspecting agency to perform shop tests and inspections and prepare test reports. 1. Provide testing agency with access to places where structural-steel work is being fabricated or produced to perform tests and inspections. B. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. RCSC prescribes inspection for snug-tightened joints and testing and inspection for each method of pretensioning joints. C. Bolted Connections: Shop-bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." D. Welded Connections: In addition to visual inspection, shop-welded connections will be tested and inspected according to AWS D1.1/D1.1M and the following inspection procedures, at testing agency's option: Retain applicable nondestructive testing methods in four subparagraphs below. Revise to indicate extent of weld inspections if applicable and to insert alternative acceptance criteria to AWS D1.1/D1.1M if required. 1. Liquid Penetrant Inspection: ASTM E 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. Ultrasonic Inspection: ASTM E Radiographic Inspection: ASTM E 94. Retain paragraph below if shop-welded shear connectors are required. E. In addition to visual inspection, shop-welded shear connectors will be tested and inspected according to requirements in AWS D1.1/D1.1M for stud welding and as follows: 1. Bend tests will be performed if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector. Revise subparagraph below if an actual amount or percentage of shear connectors requires testing. 2. Tests will be conducted on additional shear connectors if weld fracture occurs on shear connectors already tested, according to requirements in AWS D1.1/D1.1M. STRUCTURAL STEEL FRAMING

12 PART 3 - EXECUTION 3.1 EXAMINATION A. Verify, with steel Erector present, elevations of concrete- and masonry-bearing surfaces and locations of anchor rods, bearing plates, and other embedments for compliance with requirements. 1. Prepare a certified survey of bearing surfaces, anchor rods, bearing plates, and other embedments showing dimensions, locations, angles, and elevations. B. Proceed with installation only after 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. Retain subparagraph below if design of composite or diaphragm construction is based on shoring. Revise to suit Project. 3.3 ERECTION A. Set structural steel accurately in locations and to elevations indicated and according to AISC 303 and AISC 360. B. Base Bearing and Leveling Plates: Clean concrete and masonry-bearing surfaces of bondreducing materials, and roughen surfaces prior to setting plates. Clean bottom surface of plates. Revise requirements in subparagraphs below to suit Project. 1. Set plates for structural members on wedges, shims, or setting nuts as required. 2. Weld plate washers to top of baseplate. 3. Snug-tighten anchor rods after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of plate before packing with grout. 4. Promptly pack grout solidly between bearing surfaces and plates so no voids remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply with manufacturer's written installation instructions for shrinkage-resistant grouts. 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 that form part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. 1. Level and plumb individual members of structure. STRUCTURAL STEEL FRAMING

13 Review subparagraph below with structural engineer and revise to suit Project. Retain temperature allowances if required. 2. Make allowances for difference between temperature at time of erection and mean temperature when structure is completed and in service. E. Splice members only where indicated. Retain option in first paragraph below if thermal cutting is permitted. F. Do not use thermal cutting during erection unless approved by Architect. Finish thermally cut sections within smoothness limits in AWS D1.1/D1.1M. G. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that must be enlarged to admit bolts. H. 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/D1.1M and manufacturer's written instructions. 3.4 FIELD CONNECTIONS A. High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified. RCSC requires that joint types be specified in the Contract Documents for most loading conditions. See Evaluations for a discussion of the joint types in subparagraph below, which are the three types RCSC now recognizes. Insert particular bolt pretensioning method for pretensioned or slip-critical joints if required; RCSC states that each type can provide satisfactory results. 1. Joint Type: Snug tightened for anchor bolts, Pretensioned for non-moment connections, and Slip critical For moment connections Retain option in paragraph below for "High-Seismic Applications" as defined in AISC 360. B. Weld Connections: Comply with AWS D1.1/D1.1M for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work. 1. Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of temporary connections, and removal of paint on surfaces adjacent to field welds. Retain first subparagraph below if required. Indicate locations if limited to certain areas. AISC's "Code of Standard Practice for Steel Buildings and Bridges" permits backing bars and runoff tabs to remain in place. 2. Remove backing bars or runoff tabs where indicated, back gouge, and grind steel smooth,when exposed to view. 3. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances in AISC's "Code of Standard Practice for Steel Buildings and Bridges" for mill material. STRUCTURAL STEEL FRAMING

14 3.5 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to inspect field welds and high-strength bolted connections. RCSC prescribes inspection for snug-tightened joints and testing and inspection for each method of pretensioning joints. B. Architect will observe steel exposed to view in place to determine acceptability relating to aesthetic effect. C. Bolted Connections: Bolted connections will be tested and inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." D. Welded Connections: Field welds will be visually inspected according to AWS D1.1/D1.1M. Retain subparagraph below if required. 1. In addition to visual inspection, field welds will be tested and inspected according to AWS D1.1/D1.1M and the following inspection procedures, at testing agency's option: Retain applicable nondestructive testing methods in four subparagraphs below. Revise to indicate extent of weld inspections if applicable and to insert alternative acceptance criteria to AWS D1.1/D1.1M if required. 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. Retain first paragraph below if field-welded shear connectors are required. E. In addition to visual inspection, test and inspect field-welded shear connectors according to requirements in AWS D1.1/D1.1M for stud welding and as follows: 1. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector. Revise subparagraph below if an actual amount or percentage of shear connectors requires testing. 2. Conduct tests on additional shear connectors if weld fracture occurs on shear connectors already tested, according to requirements in AWS D1.1/D1.1M. F. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. 3.6 REPAIRS AND PROTECTION A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing and repair galvanizing to comply with ASTM A 780. STRUCTURAL STEEL FRAMING

15 Retain first paragraph below if on-site paint repair is included in this Section. Touchup painting may be unnecessary if building is immediately enclosed and in-service conditions require no permanent paint protection. B. Touchup Painting: Immediately after erection, clean exposed areas where primer is damaged or missing and paint with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces. 1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool cleaning. Retain paragraph below if touchup painting is required for Project but is not part of the Work of this Section. C. Touchup Painting: Cleaning and touchup painting are specified in Division 09 painting Sections. END OF SECTION STRUCTURAL STEEL FRAMING

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17 Copyright 2003 and 2005 by The American Institute of Architects (AIA) Exclusively published and distributed by Architectural Computer Services, Inc. (ARCOM) for the AIA SECTION STEEL JOIST FRAMING Verify that Section titles referenced in this Section are correct for this Project's Specifications; Section titles may have changed. 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. This Section includes the following: Adjust list below to suit Project. 1. K-series steel joists. 2. Long-span steel joists. 3. Joist accessories. B. Related Sections include the following: List below only products and construction that the reader might expect to find in this Section but are specified elsewhere. 1. Division 04 Section "Unit Masonry" for installing bearing plates in unit masonry. 1.3 DEFINITIONS A. SJI "Specifications": Steel Joist Institute's "Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders." B. Special Joists: Steel joists or joist girders requiring modification by manufacturer to support nonuniform, unequal, or special loading conditions that invalidate load tables in SJI's "Specifications." 1.4 PERFORMANCE REQUIREMENTS Retain this Article and revise as necessary if nonuniform, unequal, or special loading conditions invalidate SJI load or weight tables and if joist manufacturer is required to design special joists. Indicate locations of special joists on Drawings and identify them as "special." SJI's "Specifications" usually calls for loading diagrams, net uplift loads, and end moments, as applicable, to allow joist manufacturer to design special joists. STEEL JOIST FRAMING

18 A. Structural Performance: Provide special joists and connections capable of withstanding design loads indicated. B. Design special joists to withstand design loads with live load deflections no greater than the following: Deflection limits in subparagraphs below are examples only. Select from options or insert other limits as appropriate for floor, roof, and ceiling materials. 1. Roof and floor Joists: Vertical live load deflection of 1/360 of the span. 2. See loading diagrams for deflection requirements of special joists supporting folding partitions. Add other performance and design criteria that apply to special joists. Examples may include stress level reduction for special joists that are part of a fire-resistance-rated assembly, joist extensions with nonuniformly distributed loads, or special joists with rigid end connections. 1.5 SUBMITTALS A. Product Data: For each type of joist, accessory, and product indicated. B. Shop Drawings: Show layout, designation, number, type, location, and spacings of joists. Include joining and anchorage details, bracing, bridging, joist accessories; splice and connection locations and details; and attachments to other construction. Delete subparagraph below if bearing plates are specified in Division 05 Section "Metal Fabrications." 1. Indicate locations and details of bearing plates to be embedded in other construction. Retain subparagraph below if "Performance Requirements" Article is retained for special joists. Delete or modify if Architect assumes or is required by law to assume design responsibility. 2. Comprehensive engineering analysis of special joists signed and sealed by the qualified professional engineer responsible for its preparation. Retain paragraph below if procedures for welder certification are retained in "Quality Assurance" Article. C. Welding certificates. Retain first paragraph below if "Manufacturer Qualifications" Paragraph is retained in "Quality Assurance" Article. D. Manufacturer Certificates: Signed by manufacturers certifying that joists comply with requirements. E. Mill Certificates: Signed by bolt manufacturers certifying that bolts comply with requirements. Coordinate paragraph below with qualification requirements in Division 01 Section "Quality Requirements" and as supplemented in "Quality Assurance" Article. F. Qualification Data: For manufacturer and professional engineer. STEEL JOIST FRAMING

19 Retain paragraph below if Contractor is responsible for field quality-control testing and inspections. G. Field quality-control test and inspection reports. Insert specific model code organization in paragraph below or revise if report must be from another source. H. Research/Evaluation Reports: For joists. 1.6 QUALITY ASSURANCE A. Manufacturer Qualifications: A manufacturer certified by SJI to manufacture joists complying with applicable standard specifications and load tables of SJI "Specifications." 1. Manufacturer's responsibilities include providing professional engineering services for designing special joists to comply with performance requirements. B. SJI Specifications: Comply with standard specifications in SJI's "Specifications" that are applicable to types of joists indicated. Delete paragraph below if no field welding. Retain "Welding certificates" Paragraph in "Submittals" Article if retaining below. AWS states that welding qualifications remain in effect indefinitely unless welding personnel have not welded for more than six months or there is a specific reason to question their ability. C. Welding: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code - Steel." 1.7 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle joists as recommended in SJI's "Specifications." B. Protect joists from corrosion, deformation, and other damage during delivery, storage, and handling. 1.8 SEQUENCING Retain this Article if steel bearing plates are furnished under this Section for installation in Division 03 Section "Cast-in-Place Concrete" or Division 04 Section "Unit Masonry." A. Deliver steel bearing plates to be built into masonry construction. PART 2 - PRODUCTS 2.1 MATERIALS See SJI's "Specifications" for a current list of ASTM standards for steel. A. Steel: Comply with SJI's "Specifications" for web and steel-angle chord members. Retain subparagraph below if recycled content is required for LEED-NC or LEED-CI Credits MR 4.1 and MR 4.2. USGBC allows a default value of 25 percent to be used for steel, without documentation; higher STEEL JOIST FRAMING

20 percentages can be claimed if they are supported by appropriate documentation. The Steel Recycling Institute indicates that hollow structural shapes, pipe, and steel plates are made by the basic oxygen furnace method, which typically has 23 percent postconsumer recycled content and 1.5 percent preconsumer recycled content, and rolled structural shapes and bars are made by the electric arc furnace method, which typically has 57.5 percent postconsumer recycled content and 6.5 percent preconsumer recycled content. Delete paragraph below if steel bearing plates are specified in Division 05 Section "Metal Fabrications." B. Steel Bearing Plates: ASTM A 36/A 36M. ASTM A 307 defines the term "studs" as including stud stock and threaded rods. C. Carbon-Steel Bolts and Threaded Fasteners: ASTM A 307, Grade A, carbon-steel, hex-head bolts and threaded fasteners; carbon-steel nuts; and flat, unhardened steel washers. Select one finish from options in subparagraph below. 1. Finish: Plain, uncoated Hot-dip zinc coating, ASTM A 153/A 153M, Class C. D. High-Strength Bolts, Nuts, and Washers: ASTM A 325, Type 1, heavy hex steel structural bolts; ASTM A 563 heavy hex carbon-steel nuts; and ASTM F 436 hardened carbon-steel washers. Select one finish from options in subparagraph below. 1. Finish: Plain. Retain paragraph below if field welding is required. E. Welding Electrodes: Comply with AWS standards. Retain paragraph below if galvanized bolts or bearing plates are included in this Section. 2.2 PRIMERS Delete this Article if shop priming is not permitted. If shop priming is required, usually retain paragraph below. SJI's "Specifications" recognizes SSPC-Paint 15 and other types of primers complying with its performance requirements. See Evaluations for discussion of sprayed fire-resistive materials and primers. A. Primer: SSPC-Paint 15, or manufacturer's standard shop primer complying with performance requirements in SSPC-Paint 15. Usually delete paragraph below unless requiring a special primer to be shop-applied. Coordinate with applicable Division 09 painting Section. 2.3 K-SERIES STEEL JOISTS Retain this Article if Project uses open-web K-series steel joists. STEEL JOIST FRAMING

21 A. Manufacture steel joists of type indicated according to "Standard Specifications for Open Web Steel Joists, K-Series" in SJI's "Specifications," with steel-angle top- and bottom-chord members, underslung ends, and parallel top chord. 1. Joist Type: K-series and KCS series steel joists. Retain first paragraph below if K-series joist substitutes of 2-1/2-inch- (64-mm-) deep sections are required for spans less than 96 inches (2400 mm). B. Comply with AWS requirements and procedures for shop welding, appearance, quality of welds, and methods used in correcting welding work. SJI advises proportionately reducing carrying capacity for reduction in chord area. C. Provide holes in chord members for connecting and securing other construction to joists. D. Top-Chord Extensions: Where indicated, extend top chords of joists with SJI's Type S or R topchord extensions where indicated, complying with SJI's "Specifications." Unless indicated otherwise, top-chord extensions shall be designed for the same uniform loads of the primary span. Delete paragraph above or first paragraph below if not required. SJI distinguishes between Type S and Type R joist extensions to K-series joists. See Evaluations and SJI's "Specifications." Extended Ends: Where indicated extend bearing ends of joists with SJI's Type R extended ends where indicated, complying with SJI's "Specifications." Retain paragraph above or first paragraph below. SJI's "Specifications" states that camber is optional with K-series steel joist manufacturers, and it lists camber that varies according to top-chord length. Coordinate with roof slope requirements. E. Camber joists according to SJI's "Specifications." F. Equip bearing ends of joists with manufacturer's standard beveled ends or sloped shoes if joist slope exceeds 1/4 inch per 12 inches. 2.4 LONG-SPAN STEEL JOISTS Retain this Article if Project uses either LH- or DLH-series steel joists. LH-series joists may be used in floor or roof decks; DLH-series joists are limited to use in roof decks. A. Manufacture steel joists according to "Standard Specifications for Longspan Steel Joists, LH- Series and Deep Longspan Steel Joists, DLH-Series" in SJI's "Specifications," with steel-angle top- and bottom-chord members; of joist type and end and top-chord arrangements as follows: Delete three subparagraphs below if joist type and end and top-chord arrangements are indicated on Drawings. 1. Joist Type: LH-series steel joists. Select one end arrangement from options in subparagraph below for either LH- or DLH-series steel joists. 2. End Arrangement: As indicated on drawings. STEEL JOIST FRAMING

22 Select top-chord arrangement from options in subparagraph below. LH- and DLH-series joists are available parallel, pitched one way, or pitched two ways. SJI's load tables are based on a standard pitch of 1/8 inch per 12 inches (1:96). Coordinate with roof slope requirements. B. Comply with AWS requirements and procedures for shop welding, appearance, quality of welds, and methods used in correcting welding work. SJI advises proportionately reducing carrying capacity for reduction in chord area. C. Provide holes in chord members for connecting and securing other construction to joists. SJI's "Specifications" lists long-span joist manufacturer's standard camber that varies according to topchord length. D. Camber long-span steel joists according to SJI's "Specifications." E. Equip bearing ends of joists with manufacturer's standard beveled ends or sloped shoes if joist slope exceeds 1/4 inch per 12 inches. 2.5 JOIST ACCESSORIES Retain one of three paragraphs below. Bridging refers to permanent bridging. A. Bridging: Provide bridging anchors and number of rows of horizontal or diagonal bridging of material, size, and type required by SJI's "Specifications" for type of joist, chord size, spacing, and span. Furnish additional erection bridging if required for stability. B. Bridging: Schematically indicated. Detail and fabricate according to SJI's "Specifications." Furnish additional erection bridging if required for stability. Retain one of two paragraphs below if joists bear on masonry or concrete construction. Retain first paragraph if steel bearing plates are specified in this Section; retain second if steel bearing plates are specified in Division 05 Section "Metal Fabrications." C. Fabricate steel bearing plates with integral anchorages of sizes and thicknesses indicated. Hotdip zinc coat according to ASTM A 123/A 123M. D. Supply miscellaneous accessories, including splice plates and bolts required by joist manufacturer to complete joist installation. 2.6 CLEANING AND SHOP PAINTING Retain this Article if shop cleaning is required with or without shop priming. A. Clean and remove loose scale, heavy rust, and other foreign materials from fabricated joists and accessories by hand-tool cleaning, SSPC-SP 2 or power-tool cleaning, SSPC-SP 3. Retain paragraph below if priming is not permitted or is not permitted in selected locations. Standard fabrication practice is to prime paint joists. STEEL JOIST FRAMING

23 B. SSPC-Paint 15 requires the minimum paint film thickness in paragraph below. Verify that joist manufacturer complies with this minimum. C. Apply 1 coat of shop primer to joists and joist accessories to be primed to provide a continuous, dry paint film not less than 1 mil thick. Delete paragraph above and retain paragraph below if shop priming is specified in Division 09 painting Sections. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine supporting substrates, embedded bearing plates, and abutting structural framing for compliance with requirements for installation tolerances and other conditions affecting performance. 1. Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 INSTALLATION A. Do not install joists until supporting construction is in place and secured. B. Install joists and accessories plumb, square, and true to line; securely fasten to supporting construction according to SJI's "Specifications," joist manufacturer's written recommendations, and requirements in this Section. 1. Before installation, splice joists delivered to Project site in more than one piece. 2. Space, adjust, and align joists accurately in location before permanently fastening. 3. Install temporary bracing and erection bridging, connections, and anchors to ensure that joists are stabilized during construction. SJI's "Specifications" cautions that a rigid connection of bottom chord to column be made only after application of dead loads. Revise subparagraph below to suit Project. Add other limitations as required. 4. Delay rigidly connecting bottom-chord extensions to columns or supports until dead loads have been applied. Retain paragraph below if field welding joists to steel bearing plates or steel framework. C. Field weld joists to supporting steel bearing plates and framework. Coordinate welding sequence and procedure with placement of joists. Comply with AWS requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. Retain one of first two paragraphs below for bolting joists to steel framework. Retain first paragraph if mild-strength carbon-steel bolts are required; retain second if high-strength structural bolts are required. D. Bolt joists to supporting steel framework using carbon-steel bolts, where required by manufacturer or OSHA requirements. STEEL JOIST FRAMING