B. Architecturally Exposed Structural Steel: Structural steel designated as architecturally exposed structural steel in the Contract Documents.

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1 SECTION STRUCTURAL STEEL PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Structural steel. 2. Architecturally exposed structural steel. 3. Loose masonry lintels. 4. Grout. B. Related Sections include the following: 1. Division 1 Section "Quality Requirements" for independent testing agency procedures and administrative requirements. 2. Division 5 Section "Metal Fabrications" for not defined as structural steel. 3. Division 9 painting Sections and Division 9 Section "High-Performance Coatings" for surface preparation and priming requirements. 1.3 DEFINITIONS A. Structural Steel: Elements of structural-steel frame, as classified by AISC 303, "Code of Standard Practice for Steel Buildings and Bridges," that support design loads. B. Architecturally Exposed Structural Steel: Structural steel designated as architecturally exposed structural steel in the Contract Documents. 1.4 PERFORMANCE REQUIREMENTS A. Connections: Provide final design and details of all connections required for the Project. All connections are to be engineered, selected and completed by structuralsteel fabricator to withstand the ASD loads indicated by the Contract Documents and to comply with other information and restrictions indicated. 1. Select and complete connections using schematic details indicated and AISC's "Manual of Steel Construction, Thirteenth edition. 2. Engineering Responsibility: Fabricator's responsibilities include using a qualified professional engineer to prepare structural analysis data for structural-steel connections.aisc's "Load and Resistance Factor Design Specification for Structural Steel Buildings" requires that the basic type of construction, identified in options in paragraph below, be indicated. Juniata County School District STRUCTURAL STEEL

2 1.5 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. 4. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify pretensioned and slip-critical high-strength bolted connections. 5. For structural-steel connections indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. C. Welding certificates. D. Qualification Data: For Installer, fabricator, professional engineer and testing agency. E. Mill Test Reports: Signed by manufacturers certifying that the following products comply with requirements: 1. Structural steel including chemical and physical properties. 2. Bolts, nuts, and washers including mechanical properties and chemical analysis. 3. Direct-tension indicators. 4. Tension-control, high-strength bolt-nut-washer assemblies. 5. Shear stud connectors. 6. Shop primers. 7. Nonshrink grout. F. Source quality-control test reports. 1.6 QUALITY ASSURANCE A. Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector, Category CSE. B. Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality Certification Program and is designated an AISC-Certified Plant, Category Sbd. C. Shop-Painting Applicators: Qualified according to AISC's Sophisticated Paint Endorsement P2 or SSPC-QP 3, "Standard Procedure for Evaluating Qualifications of Shop Painting Applicators." D. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code--Steel." E. Comply with applicable provisions of the following specifications and documents: 1. AISC 303, "Code of Standard Practice for Steel Buildings and Bridges." 2. AISC 360, "Specification for Structural Steel Buildings. Juniata County School District STRUCTURAL STEEL

3 3. AISC 341 and 341s1, Seismic Provisions for Structural Steel Buildings" and "Supplement No. 1." 4. RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." F. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Management and Coordination." 1.7 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 erosion and deterioration. 1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that become dry or rusty before use. 2. Do not store materials on structure in a manner that might cause distortion, damage, or overload to members or supporting structures. Repair or replace damaged materials or structures as directed. 1.8 COORDINATION A. Furnish 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. 1.9 SHOP DRAWINGS A. Shop drawings are not contract documents, but are intended to demonstrate conformance to the requirements provided in the contract documents. B. Prepare and submit original Shop Drawings detailing fabrication of structural steel components. The use of the engineer or architect s drawings as a reproduction for shop drawings or details is not permitted. 1. Include details of cuts, connections, splices, camber, holes, and other pertinent data. 2. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. 3. Indicate type, size, and length of bolts, distinguishing between shop and field bolts. Identify high-strength bolted slip-critical, direct-tension, or tensioned shear/bearing connections. 4. Include plans, elevations, sections and complete details to describe clearly, at an ample scale, all work to be provided. Erection drawings shall show clearly the size, grade, and location, both in plan and in elevation, of each member. In addition to basic information given in the contract drawings, erection drawings shall contain (for each piece) the erection mark, the location, size and reinforcing for web penetrations, the elevation of top of beam, (where sloped), and camber. 5. Shop drawings shall be accurately dimensioned and clearly noted. Juniata County School District STRUCTURAL STEEL

4 C. Only shop drawings marked approved or approved as noted may be used in the work. Shop drawings marked revise and re-submit shall be corrected as required and re-submitted as many times as necessary until the drawings are marked approved or approved as noted. All revisions made on subsequent shop drawing submissions shall be clouded or circled. Re-submitted shop drawings, which do not have all changes circled and clearly identified, will be returned to the contractor not reviewed. Do not fabricate or deliver work to the site before drawings are reviewed and returned. D. Shop drawings shall bear the Contractor s stamp indicating approval with respect to means, methods, techniques, sequences, and procedures of construction and safety precautions incidental thereto. Drawings not reviewed and stamped by the Contractor will be stamped not reviewed, and returned to the Contractor. E. Review of shop drawings is performed only to review conformance with design intent and contract documents. Errors and/or omissions in the shop drawings will be noted on the drawings accordingly. Reviewer is not responsible for the completeness and accuracy of shop drawings. Acceptance of shop drawings, including deviations not detected during the review, will not relieve the contractor from the responsibility to provide work in conformance with the contract documents. Review of shop drawings will include the following: 1. Member size, grade, spacing and elevation. 2. Structural integrity of connections. F. Temporary, shipping, handling or erection loading will not be considered in the review. G. Any mark added to the shop drawings during the review that would or could result in incorrect fit of any part, or result in insufficient strength or stability of the structure shall be reported to the Architect in writing. Failure to provide prompt and immediate notification shall result in responsibility for the incorrect mark or correction resting solely with the contractor. H. Connections: Prior to the submission of individual structural steel piece drawings, contractor shall submit job standard connection details, and accompanying calculations for the same, to be used throughout the project. 1. Each job standard detail shall be labeled with the prefix JS, followed by a detail number, and shall be numbered consecutively. 2. Job standard details will be reviewed by structural engineer and returned to the contractor stamped approved or revise and re-submit. 3. At all connections indicated on structural steel piece drawings, the approved job standard detail to be used shall be referenced. 4. Job standard connections may not be referenced on piece drawings until it is returned to the contractor stamped approved. 5. Reactions indicated on the Contract Drawings shall be transcribed onto the erection drawings. 6. Indicate on each individual column and beam connection the load (in kips) which that particular connection is capable of supporting. I. Prepare anchor bolt and base plate erection drawings containing complete location and placing details, including details of all templates. Provide anchor bolt erection drawings to the concrete trade in advance of applicable concrete work and in coordination with concrete construction sequence. Juniata County School District STRUCTURAL STEEL

5 J. Prior to making shop drawings for any portion of the work involving alterations to or tiein to existing structure, make all necessary field observations and measurements and surveys of existing conditions. If probes are required to accomplish such measurements, give timely notice where probes will be required. PART 2 - PRODUCTS 2.1 STRUCTURAL-STEEL 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 25 percent. B. W-Shapes: ASTM A 992/A 992M. C. Channels, Angles, M, S-Shapes: ASTM A 36/A 36M. D. Plate and Bar: ASTM A 36/A 36M. E. Cold-Formed Hollow Structural Sections: ASTM A 500, Grade B, structural tubing. F. Welding Electrodes: Comply with AWS requirements. 2.2 BOLTS, CONNECTORS, AND ANCHORS A. High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural bolts; ASTM A 563 (ASTM A 563M) heavy hex carbon-steel nuts; and ASTM F 436 (ASTM F 436M) hardened carbon-steel washers. 1. Finish: Plain for locations where final installation is not exposed to weather. Unless otherwise noted on the drawings, apply hot-dip zinc coating, ASTM A 153/A 153M, Class C at locations where steel is permanently exposed to weather. 2. Direct-Tension Indicators: ASTM F 959, Type 325 (ASTM F 959M, Type 8.8,) compressible-washer type. a. Finish: Plain for locations where final installation is not exposed to weather. Unless otherwise noted on the drawings, apply hot-dip zinc coating, ASTM A 153/A 153M, Class C at locations where steel is permanently exposed to weather. B. Tension-Control, High-Strength Bolt-Nut-Washer Assemblies: ASTM F 1852, Type 1, round head steel structural bolts with splined ends; ASTM A 563 (ASTM A 563M) heavy hex carbon-steel nuts; and ASTM F 436 (ASTM F 436M) hardened carbon-steel washers. 1. Finish: Plain for locations where final installation is not exposed to weather. Unless otherwise noted on the drawings, apply hot-dip zinc coating, ASTM A 153/A 153M, Class C at locations where steel is permanently exposed to weather. Juniata County School District STRUCTURAL STEEL

6 C. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, coldfinished carbon steel; AWS D1.1, Type B. D. Unheaded Anchor Rods: ASTM F 1554, Grade 55, weldable. 1. Configuration: Hooked. 2. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel. 3. Plate Washers: ASTM A 36/A 36M carbon steel. 4. Washers: ASTM F 436 (ASTM F 436M) hardened carbon steel. 5. Finish: Plain. E. Headed Anchor Rods: ASTM F 1554, Grade 55, weldable, straight. 1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel. 2. Plate Washers: ASTM A 36/A 36M carbon steel. 3. Washers: ASTM F 436 (ASTM F 436M) hardened carbon steel. 4. Finish: Plain. F. Threaded Rods: ASTM A 36/A 36M. 1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel. 2. Washers: ASTM A 36/A 36M carbon steel. 3. Finish: Plain. 2.3 PRIMER A. Primer: SSPC-Paint 23, latex primer. Coordinate compatibility of primer with final paint finish as specified in Division 9 Sections. B. Primer: Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibiting primer. C. Galvanizing Repair Paint: MPI#18, MPI#19, or SSPC-Paint GROUT A. Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallic aggregate grout, noncorrosive, 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's "Load and Resistance Factor Design Specification for Structural Steel Buildings." 1. Camber structural-steel members where indicated. 2. Identify high-strength structural steel according to ASTM A 6/ A 6M and maintain markings until structural steel has been erected. 3. Mark and match-mark materials for field assembly. Juniata County School District STRUCTURAL STEEL

7 4. Complete structural-steel assemblies, including welding of units, before starting shop-priming 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. 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. E. Cleaning: Clean and prepare steel surfaces that are to remain unpainted and not exposed to public view according to SSPC-SP 1, "Solvent Cleaning." All other steel surfaces to be cleaned and prepared according to SSPC-SP 3, Power Tool Cleaning. 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 and manufacturer's written instructions. G. Welded Door Frames: Build up welded door frames attached to structural steel. Weld exposed joints continuously and grind smooth. Plug-weld fixed steel bar stops to frames. Secure removable stops to frames with countersunk, cross-recessed head machine screws, uniformly spaced not more than 10 inches (250 mm) on-center, unless otherwise indicated. H. Holes: Provide holes required for securing other work to structural steel and for passage of other work through steel framing members. 1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut bolt holes or enlarge holes by burning. 2. Base-Plate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to steel surfaces. 3. Weld threaded nuts to framing and other specialty items indicated to receive other work. 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. 1. Joint Type: Snug tightened. B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work. 1. Remove backing bars or runoff tabs, back gouge, and grind steel smooth. 2. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for mill material. Juniata County School District STRUCTURAL STEEL

8 3. Verify that weld sizes, fabrication sequence, and equipment used for architecturally exposed structural steel will limit distortions to allowable tolerances. Prevent weld show-through on exposed steel surfaces. a. Grind butt welds flush. b. Grind or fill exposed fillet welds to smooth profile. Dress exposed welds. 2.7 SHOP PRIMING A. Shop prime steel surfaces except the following: 1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches (50 mm). 2. Surfaces to be field welded. 3. Surfaces to be high-strength bolted with slip-critical connections. 4. Surfaces to receive sprayed fire-resistive materials. 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: 1. SSPC-SP 6/NACE No. 3, Commercial Blast Cleaning. C. Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at rate recommended by SSPC to provide a dry film thickness of not less than 1.5 mils (0.038 mm). Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces. 1. Stripe paint corners, crevices, bolts, welds, and sharp edges. 2. Apply two coats of shop paint to inaccessible surfaces after assembly or erection. Change color of second coat to distinguish it from first. 3. Apply two coats of shop paint to all steel that is permanently exposed to weather in its final state. 2.8 GALVANIZING 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 holes and grind smooth after galvanizing. 2. Galvanize lintels and shelf angles attached to structural-steel frame and located in exterior walls. 2.9 SOURCE QUALITY CONTROL A. 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. Juniata County School District STRUCTURAL STEEL

9 B. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. C. Bolted Connections: Shop-bolted connections will be 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 and the following inspection procedures, at testing agency's option: 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. PART 3 - EXECUTION 3.1 EXAMINATION A. Verify elevations of concrete- and masonry-bearing surfaces and locations of anchor rods, bearing plates, and other embedments, with steel erector present, for compliance with requirements. 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. 3.3 ERECTION A. Set structural steel accurately in locations and to elevations indicated and according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and "Load and Resistance Factor Design Specification for Structural Steel Buildings." B. Base and Bearing Plates: Clean concrete- and masonry-bearing surfaces of bondreducing 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. Weld plate washers to top of base plate. 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 base or bearing plate before packing with grout. Juniata County School District STRUCTURAL STEEL

10 4. Promptly pack grout solidly between bearing surfaces and base or bearing plates so no voids remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply with manufacturer's written installation instructions for shrinkageresistant grouts. C. Maintain erection tolerances of structural steel and architecturally exposed structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges." D. Align and adjust various members forming part of complete frame or structure before permanently fastening. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with members. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. 1. Level and plumb individual members of structure. 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. F. Remove erection bolts on welded, architecturally exposed structural steel; fill holes with plug welds; and grind smooth at exposed surfaces. G. Do not use thermal cutting during erection unless approved by Architect. Finish thermally cut sections within smoothness limits in AWS D1.1. H. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that must be enlarged to admit bolts. I. 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 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. 1. Joint Type: Snug tightened. B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work. 1. Comply with AISC's "Code of Standard Practice for Steel Buildings and Bridges" and "Load and Resistance Factor Design Specification for Structural Steel Buildings" for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds. 2. Remove backing bars or runoff tabs, back gouge, and grind steel smooth. 3. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding tolerances of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for mill material. Juniata County School District STRUCTURAL STEEL

11 4. Verify that weld sizes, fabrication sequence, and equipment used for architecturally exposed structural steel will limit distortions to allowable tolerances. Prevent weld show-through on exposed steel surfaces. a. Grind butt welds flush. b. Grind or fill exposed fillet welds to smooth profile. Dress exposed welds. 3.5 FIELD QUALITY CONTROL A. Testing Agency: The General Contractor shall engage a qualified independent testing and inspecting agency to inspect field welds and high-strength bolted connections. B. Bolted Connections: Shop-bolted connections will be inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." C. Welded Connections: Field welds will be visually inspected according to AWS D In addition to visual inspection, field welds will be tested according to AWS D1.1 and the following inspection procedures, at testing agency's option: 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. D. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. 3.6 REPAIRS AND PROTECTION A. Repair damaged galvanized coatings on galvanized items with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Touchup Painting: Cleaning and touchup painting are specified in Division 9 painting Sections. END OF SECTION Juniata County School District STRUCTURAL STEEL

12 SECTION STEEL JOISTS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Open-web K-series steel joists. 2. KCS-type, open-web K-series steel joists. 3. Joist accessories. B. Related Sections include the following: 1. Division 9 Section "Painting" for prime painting. 1.3 DEFINITIONS A. Special Joists: Joists requiring modification by the manufacturer to support nonuniform, unequal, or special loading conditions that invalidate SJI's "Standard Specifications Load Tables and Weight Tables for Steel Joists and Joist Girders." 1.4 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide special joists and connections capable of withstanding design loads within limits and under conditions indicated. B. Structural Performance: Provide special joists and connections capable of withstanding the following design loads within limits and under conditions indicated: 1. Refer to Structural Drawings C. Design joists to withstand design loads with Live and Total load deflections no greater than the following: 1. Roof Joists: Vertical deflection of 1/360 for Live Loads and 1/240 of Total Loads of the span. 1.5 SUBMITTALS A. Product Data: For each type of joist, accessory, and product indicated. Juniata County School District STEEL JOISTS

13 B. Shop Drawings: Show layout, mark, number, type, location, and spacings of joists. Include joining and anchorage details, bracing, bridging, accessories; splice and connection locations and details; and attachments to other construction. 1. Indicate locations and details of anchorage devices and bearing plates to be embedded in other construction. 2. Comprehensive engineering analysis certified by the qualified professional engineer responsible for its preparation. C. Welding Certificates: Copies of certificates for welding procedures and personnel. D. Mill certificates signed by manufacturers of bolts certifying that their products comply with specified requirements. E. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified. F. Research/Evaluation Reports: Evidence of steel joists' compliance with building code in effect for Project, from a model code organization acceptable to authorities having jurisdiction. 1.6 QUALITY ASSURANCE A. Manufacturer Qualifications: A firm experienced in manufacturing joists similar to those indicated for this Project and with a record of successful in-service performance. 1. Manufacturer must be certified by SJI to manufacture joists complying with SJI standard specifications and load tables. 2. Assumes responsibility for engineering special joists to comply with performance requirements. This responsibility includes preparation of Shop Drawings and comprehensive engineering analysis by a qualified professional engineer. 3. Professional Engineer Qualifications: A professional engineer who is legally authorized to practice in jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for installations of joists that are similar to those indicated for this Project in material, design, and extent. B. SJI Specifications: Comply with SJI's "Standard Specifications Load Tables and Weight Tables for Steel Joists and Joist Girders" (hereafter, "Specifications"), applicable to types of joists indicated. C. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code--Steel"; and AWS D1.3 "Structural Welding Code--Sheet 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. Juniata County School District STEEL JOISTS

14 1.8 SEQUENCING A. Deliver steel bearing plates and other devices to be built into concrete and masonry construction. PART 2 - PRODUCTS 2.1 MATERIALS A. Steel: Comply with SJI's "Specifications" for chord and web members. B. Steel Bearing Plates: ASTM A 36/A 36M. C. High-Strength Bolts and Nuts: ASTM A 325, Type 1, heavy hex steel structural bolts, heavy hex carbon-steel nuts, and hardened carbon-steel washers. 1. Finish: Plain uncoated D. Welding Electrodes: Comply with AWS standards. 2.2 PRIMERS A. Primer: SSPC-Paint 15, Type I, red oxide; FS TT-P-636, red oxide; or manufacturer's standard shop primer complying with performance requirements of either of these redoxide primers. B. Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer with good resistance to normal atmospheric corrosion, complying with performance requirements in FS TT-P OPEN-WEB K-SERIES STEEL JOISTS A. Manufacture steel joists 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; of joist type indicated. 1. Joist Type: K-series steel joists and KCS-type K-series steel joists. B. Comply with AWS requirements and procedures for shop welding, appearance, quality of welds, and methods used in correcting welding work. C. Provide holes in chord members for connecting and securing other construction to joists. D. Top-Chord Extensions: Extend top chords of joists with SJI's Type S top-chord extensions where indicated, complying with SJI's "Specifications." E. Extended Ends: Extend bearing ends of joists with SJI's Type R extended ends where indicated, complying with SJI's "Specifications." Juniata County School District STEEL JOISTS

15 F. Do not camber joists. G. Camber joists according to SJI's "Specifications. H. 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 JOIST ACCESSORIES 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. B. Bridging: Schematically indicated. Detail and fabricate according to SJI's "Specifications." C. Bridging: Fabricate as indicated and according to SJI's "Specifications." 1. Furnish additional erection bridging if required. 2. Furnish uplift bridging as required D. Supply ceiling extensions, either extended bottom-chord elements or a separate extension unit of enough strength to support ceiling construction. Extend ends to within 1/2 inch of finished wall surface, unless otherwise indicated. E. Supply miscellaneous accessories, including splice plates and bolts required by joist manufacturer to complete joist installation. 2.5 CLEANING AND SHOP PAINTING A. Clean and remove loose scale, heavy rust, and other foreign materials from fabricated joists and accessories to be primed. B. joists and accessories. C. Apply one shop coat of primer to joists and joist accessories to be primed to provide a continuous, dry paint film not less than 1 mil thick. D. Painting of joists and joist accessories is specified in Division 9 Section "Painting." PART 3 - EXECUTION 3.1 EXAMINATION A. Examine supporting substrates, embedded bearing plates, and abutting structural framing, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance. B. Proceed with installation only after unsatisfactory conditions have been corrected. Juniata County School District STEEL JOISTS

16 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. 4. Delay rigidly connecting bottom-chord extensions to columns or supports until dead loads have been applied. C. Field weld joists to supporting steel bearing plates. 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. D. Bolt joists to supporting steel framework using carbon-steel bolts, unless otherwise indicated. E. Bolt joists to supporting steel framework using high-strength structural bolts, unless otherwise indicated. Comply with RCSC's Allowable Stress Design Specification for Structural Joints Using ASTM A 325 or ASTM A 490 Bolts for high-strength structural bolt installation and tightening requirements. F. Install and connect bridging concurrently with joist erection, before construction loads are applied. Anchor ends of bridging lines at top and bottom chords if terminating at walls or beams. 3.3 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to inspect field welds. B. Field welds will be visually inspected according to AWS D1.1. C. In addition to visual inspection, field welds will be tested according to AWS D1.1 and the following procedures, as applicable: 1. Radiographic Testing: ASTM E 94 and ASTM E Magnetic Particle Inspection: ASTM E Ultrasonic Testing: ASTM E Liquid Penetrant Inspection: ASTM E 165. D. Bolted connections will be visually inspected. 1. High-strength, field-bolted connections will be tested and verified according to procedures in RCSC's Allowable Stress Design Specification for Structural Joints Using ASTM A 325 or ASTM A 490 Bolts. Juniata County School District STEEL JOISTS

17 E. Correct deficiencies in Work that inspections and test reports have indicated are not in compliance with specified requirements. F. Additional testing will be performed to determine compliance of corrected Work with specified requirements. 3.4 REPAIRS AND PROTECTION A. Repair damaged galvanized coatings on galvanized items with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Touchup Painting: After installation, promptly clean, prepare, and prime or reprime field connections, rust spots, and abraded surfaces of prime-painted joists and accessories, abutting structural steel. 1. Clean and prepare surfaces by hand-tool cleaning, SSPC-SP 2, or power-tool cleaning, SSPC-SP Apply a compatible primer of the same type as the shop primer used on adjacent surfaces. C. Touchup Painting: Cleaning and touchup painting are specified in Division 9 Section "Painting." D. Provide final protection and maintain conditions, in a manner acceptable to manufacturer and Installer, that ensure joists and accessories are without damage or deterioration at time of Substantial Completion. END OF SECTION Juniata County School District STEEL JOISTS

18 SECTION STEEL DECK PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Roof deck. B. Related Sections include the following: 1. Division 3 Section "Cast-in-Place Concrete" for concrete fill. 2. Division 5 Section "Metal Fabrications" for framing deck openings with miscellaneous steel shapes. 3. Division 9 painting Sections for repair painting of primed deck. 4. Floor Deck 1.3 SUBMITTALS A. Product Data: For each type of deck, accessory, and product indicated. B. Shop Drawings: Show layout and types of deck panels, anchorage details, reinforcing channels, pans, cut deck openings, special jointing, accessories, and attachments to other construction. C. Product Certificates: For each type of steel deck, signed by product manufacturer. D. Welding certificates. E. Field quality-control test and inspection reports. F. Research/Evaluation Reports: For steel deck. 1.4 QUALITY ASSURANCE A. Testing Agency Qualifications: An independent agency qualified according to ASTM E 329 for testing indicated. B. Welding: Qualify procedures and personnel according to AWS D1.3, "Structural Welding Code - Sheet Steel." Juniata County School District STEEL DECK

19 C. Fire-Test-Response Characteristics: Where indicated, provide steel deck units identical to those tested for fire resistance per ASTM E 119 by a testing and inspecting agency acceptable to authorities having jurisdiction. 1. Fire-Resistance Ratings: Indicated by design designations of applicable testing and inspecting agency. 2. Steel deck units shall be identified with appropriate markings of applicable testing and inspecting agency. D. AISI Specifications: Comply with calculated structural characteristics of steel deck according to AISI's "North American Specification for the Design of Cold-Formed Steel Structural Members." E. FMG Listing: Provide steel roof deck evaluated by FMG and listed in its "Approval Guide, Building Materials" for Class 1 fire rating and Class 1-90 windstorm ratings. F. 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 25 percent. 1.5 DELIVERY, STORAGE, AND HANDLING A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling. B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof covering and ventilate to avoid condensation. 1. Protect and ventilate acoustical cellular roof deck with factory-installed insulation to maintain insulation free of moisture. 1.6 COORDINATION A. Coordinate installation of sound-absorbing insulation strips in topside ribs of acoustical deck with roofing installation specified in Division 7 Section to ensure protection of insulation strips against damage from effects of weather and other causes. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Steel Deck: a. Canam Steel Corp.;The Canam Manac Group. b. Consolidated Systems, Inc. c. New Millennium Building Systems, LLC. d. Nucor Corp.; Vulcraft Division. e. Roof Deck, Inc. Juniata County School District STEEL DECK

20 f. United Steel Deck, Inc. 2.2 ROOF DECK A. Steel Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with "SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 30, and with the following: 1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33 (230), G60 (Z180) zinc coating. 2. Galvanized and Shop-Primed Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33 (230), G60 (Z180) zinc coating; cleaned, pretreated, and primed with manufacturer's standard baked-on, rust-inhibitive primer. a. Color: Gray top surface with white underside. 3. Deck Profile: As indicated. 4. Profile Depth: As indicated. 5. Design Uncoated-Steel Thickness: As indicated, but not less than inch (0.91 mm). 6. Span Condition: Triple span or more. 7. Side Laps: Overlapped or interlocking seam at Contractor's option. 2.3 COMPOSITE ROOF DECK A. Composite Steel Floor Deck: Fabricate panels, with integrally embossed or rasisedpattern ribs and interlocking side laps, to comply with SDI specifications and commrntary for Composite Steel Floor Deck, in SDI Publication No. 30, with the minimum section properties indicated, and with the following: 1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33, G60 zinc coating. 2. Profile Depth: As indicated 3. Design Uncoated-Steel Thickness: inch 4. Span Condition: Triple span or more 5. Floor Deck 2.4 ACCESSORIES A. General: Provide manufacturer's standard accessory materials for deck that comply with requirements indicated. B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumatically driven carbon-steel fasteners; or self-drilling, self-threading screws. C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbonsteel screws, No. 10 (4.8-mm) minimum diameter. D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber. Juniata County School District STEEL DECK

21 E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), not less than inch (0.91-mm) design uncoated thickness, of same material and finish as deck; of profile indicated or required for application. F. Pour Stops and Girder Fillers: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), of same material and finish as deck, and of thickness and profile recommended by SDI Publication No. 30 for overhang and slab depth. G. Column Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of same material, finish, and thickness as deck, unless otherwise indicated. H. Flat Sump Plate: Single-piece steel sheet, inch (1.90 mm) thick, of same material and finish as deck. For drains, cut holes in the field. I. Galvanizing Repair Paint: SSPC-Paint 20 or DOD-P-21035, with dry film containing a minimum of 94 percent zinc dust by weight. J. Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine supporting frame and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance. 3.2 INSTALLATION, GENERAL A. Install deck panels and accessories according to applicable specifications and commentary in SDI Publication No. 30, manufacturer's written instructions, and requirements in this Section. B. Install temporary shoring before placing deck panels, if required to meet deflection limitations. C. Locate deck bundles to prevent overloading of supporting members. D. Place deck panels on supporting frame and adjust to final position with ends accurately aligned and bearing on supporting frame before being permanently fastened. Do not stretch or contract side-lap interlocks. E. Place deck panels flat and square and fasten to supporting frame without warp or deflection. F. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck. G. Provide additional reinforcement and closure pieces at openings as required for strength, continuity of deck, and support of other work. Juniata County School District STEEL DECK

22 H. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used for correcting welding work. I. Mechanical fasteners may be used in lieu of welding to fasten deck with the approval of the Structural Engineer. Locate mechanical fasteners and install according to deck manufacturer's written instructions. 3.3 ROOF-DECK INSTALLATION A. Fasten roof-deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated or arc seam welds with an equal perimeter that is not less than 1-1/2 inches (38 mm) long, and as follows: 1. Weld Diameter: 5/8 inch (16 mm), nominal. 2. Weld Spacing: Weld edge and interior ribs of deck units with a minimum of two welds per deck unit at each support. Space welds 12 inches (305 mm) apart in the field of roof and 6 inches (150 mm) apart in roof corners and perimeter, based on roof-area definitions in FMG Loss Prevention Data Sheet Weld Washers: Install weld washers at each weld location if required by deck thickness and as per SDI requirements. B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, at intervals not exceeding the lesser of 1/2 of the span or 24 inches, and as follows: 1. Mechanically fasten with self-drilling, No. 10 (4.8-mm-) diameter or larger, carbon-steel screws. C. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches (38 mm), with end joints as follows: 1. End Joints: Lapped 2 inches (51 mm) minimum. D. Roof Sump Pans and Sump Plates: Install over openings provided in roof deck and weld flanges to top of deck. Space welds not more than 12 inches (305 mm) apart with at least one weld at each corner. 1. Install reinforcing channels or zees in ribs to span between supports and weld or mechanically fasten. E. Miscellaneous Roof-Deck Accessories: Install ridge and valley plates, finish strips, end closures, and reinforcing channels according to deck manufacturer's written instructions. Weld or mechanically fasten to substrate to provide a complete deck installation. 1. Weld cover plates at changes in direction of roof-deck panels, unless otherwise indicated. F. Flexible Closure Strips: Install flexible closure strips over partitions, walls, and where indicated. Install with adhesive according to manufacturer's written instructions to ensure complete closure. Juniata County School District STEEL DECK

23 G. There shall be NO hanging of any items such as ceilings, conduit, piping, duckwork, etc. from the roof deck. 3.4 FIELD QUALITY CONTROL A. Testing Agency: The General Contractor shall engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports. B. Field welds will be subject to inspection. C. Testing agency will report inspection results promptly and in writing to Contractor and Architect. D. Remove and replace work that does not comply with specified requirements. E. Additional inspecting, at Contractor's expense, will be performed to determine compliance of corrected work with specified requirements. 3.5 REPAIRS AND PROTECTION A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of prime-painted deck immediately after installation, and apply repair paint. 1. Apply repair paint, of same color as adjacent shop-primed deck, to bottom surfaces of deck exposed to view. C. Provide final protection and maintain conditions to ensure that steel deck is without damage or deterioration at time of Substantial Completion. END OF SECTION Juniata County School District STEEL DECK

24 SECTION COLD-FORMED METAL FRAMING 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: 1. Interior load-bearing wall framing. B. Related Sections include the following: 1. L/480 for Live Loads. 2. L/360 for Total Loads. 3. L/600 at locations where wall studs back up masonry veneer. 1.3 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide cold-formed metal framing capable of withstanding design loads within limits and under conditions indicated. 1. Design Loads: As indicated. 2. Deflection Limits: Design framing systems to withstand design loads without deflections greater than the following: a. Interior Load-Bearing Wall Framing: Horizontal deflection of 1/360 of the wall height under a horizontal load of 5 lbf/sq. ft. b. Floor Joist Framing: Vertical deflection of 1/480 for live loads and l/360 for total loads of the span. c. Ceiling Joist Framing: Vertical deflection of 1/240 of the span. d. Trusses: Vertical deflectionof 1/360 of the span. 3. Design framing systems to provide for movement of framing members without damage or overstressing, sheathing failure, connection failure, undue strain on fasteners and anchors, or other detrimental effects when subject to a maximum ambient temperature change of 120 deg F. 4. Design framing system to maintain clearances at openings, to allow for construction tolerances, and to accommodate live load deflection of primary building structure as follows: Juniata County School District COLD FORMED METAL FRAMING