1 Scope
NOTE This specification covers the materials, design, manufacture, delivery, and erection of open-web steel joists and joist girders manufactured in accordance with the Steel Joist Institute (SJI) Specifications and Code of Standard Practice. (1.1)
1.2 Joists and joist girders furnished under this specification shall conform to ANSI/SJI 100 (Standard Specifications for K-Series, KCS, LH-Series, DLH-Series Steel Joists, and Joist Girders), latest edition.
1.3 Joists and joist girders shall be erected and inspected in accordance with ANSI/SJI 200 (Code of Standard Practice for Steel Joists and Joist Girders).
1.4 Composite steel joists shall additionally conform to ANSI/SJI CJ (Standard Specification for Composite Steel Joists).
1.5 Engineering Responsibility
NOTE Open-web steel joists are pre-engineered, catalog-designated members produced by SJI-licensed manufacturers. (1.5.1)
NOTE Each joist designation (e.g., 22K9, 30LH08, 40G8N10K) embeds the depth, chord configuration, and load capacity in the mark itself; the SJI load tables establish the safe uniform load that each designation can carry at each span. (1.5.2)
NOTE Because the joist's structural performance is fixed by its designation and the manufacturer's standard chord-and-web details, the SJI manufacturer is the engineer of record for the joist itself — not the building structural engineer. (1.5.3)
NOTE The structural engineer of record (SER) selects designations, specifies loads, and details the joist's interfaces with the surrounding structure; the SJI manufacturer designs the individual chord, web, and end-bearing members to deliver the cataloged capacity. (1.5.4)
1.5.5 This manufacturer-as-engineer-of-record relationship is foundational to the SJI system and shall be respected on every project.
1.5.6 The contract drawings shall identify each joist by its SJI designation, its span, its bearing condition, any non-uniform loading (concentrated loads, suspended loads, axial loads from bracing, net uplift), and any required modifications to the standard catalog configuration.
1.5.8 Modifications outside the standard catalog (special profiles, top-chord extensions, ceiling extensions, header configurations, knee braces, depth changes, sloped or pitched chords) shall be clearly noted on the drawings so the manufacturer can engineer the modification at the time of order.
1.6 Exclusions
1.6.1 Steel deck attached to the joist top chord is not covered by this specification — see Steel Deck for deck specifications, attachment, and diaphragm design. 1.6.2 Spray-applied fireproofing of joists is covered in Fireproofing. 1.6.4 Hot-rolled structural steel members and connections to which joists bear or to which joist girders connect are covered in Structural Steel Framing. 2 Referenced Standards
2.1 Materials, manufacture, and erection shall comply with the latest adopted edition of each standard listed below, except where the contract documents specifically designate an earlier edition.
| Standard |
Title |
| ANSI/SJI 100 |
Standard Specifications for K-Series, KCS, LH-Series, DLH-Series Steel Joists, and Joist Girders |
| ANSI/SJI 200 |
Code of Standard Practice for Steel Joists and Joist Girders |
| ANSI/SJI CJ |
Standard Specification for Composite Steel Joists |
| SJI Load Tables |
SJI Standard Load Tables for Open-Web Steel Joists, Longspan Steel Joists, Deep Longspan Steel Joists, and Joist Girders (current edition) |
| SJI Technical Digests |
SJI Technical Digests (TD 1 through TD 13) — design and construction guidance |
| ANSI/AISC 360 |
Specification for Structural Steel Buildings |
| AWS D1.1 |
Structural Welding Code — Steel |
| AWS D1.3 |
Structural Welding Code — Sheet Steel (where cold-formed web members are used) |
| ASTM A36/A36M |
Carbon Structural Steel |
| ASTM A242/A242M |
High-Strength Low-Alloy Structural Steel |
| ASTM A500/A500M |
Cold-Formed Welded and Seamless Carbon Steel Structural Tubing |
| ASTM A529/A529M |
High-Strength Carbon-Manganese Steel of Structural Quality |
| ASTM A572/A572M |
High-Strength Low-Alloy Columbium-Vanadium Structural Steel |
| ASTM A588/A588M |
High-Strength Low-Alloy Structural Steel (weathering) |
| ASTM A606/A606M |
Steel Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled |
| ASTM A653/A653M |
Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process |
| ASTM A992/A992M |
Structural Steel Shapes (where rolled shapes are used in joist girder chords) |
| ASTM A1011/A1011M |
Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy |
| ASTM A325 / F3125 |
High Strength Structural Bolts and Assemblies |
| ASTM F1554 |
Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength |
| ASTM A307 |
Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength |
| ASTM A123/A123M |
Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products |
| ASTM A153/A153M |
Zinc Coating (Hot-Dip) on Iron and Steel Hardware |
| AMPP SP 2 (SSPC-SP 2) |
Hand Tool Cleaning |
| AMPP SP 3 (SSPC-SP 3) |
Power Tool Cleaning |
| AMPP PA 1 (SSPC-PA 1) |
Shop, Field, and Maintenance Painting of Steel |
| ASCE 7 |
Minimum Design Loads and Associated Criteria for Buildings and Other Structures |
| IBC |
International Building Code (Chapter 22, Steel; Chapter 17, Special Inspections and Tests) |
| OSHA 29 CFR 1926 Subpart R |
Safety Standards for Steel Erection |
| UL Fire Resistance Directory |
Listed fire-resistive floor/ceiling and roof/ceiling assemblies incorporating open-web steel joists |
| ASNT SNT-TC-1A |
Personnel Qualification and Certification in Nondestructive Testing |
2.2 Where conflicts exist between referenced standards, the more stringent requirement shall govern unless the SER directs otherwise in writing.
3 Submittals
3.1 Action Submittals
3.1.1 The joist manufacturer and the Contractor shall submit the following for review by the SER prior to commencing manufacture or erection.
☑ Joist placement plan (SJI 200 compliant)
☐ Joist designation and capacity verification against design loads
☐ Concentrated and special load schedule with joist designation impacts
☐ Bridging layout and anchor locations
☐ Erection drawings and erection plan (OSHA Subpart R compliant)
☐ Welding procedure specifications (AWS D1.1 and D1.3)
☐ Welder and welding operator qualification records
☐ Certified mill test reports for chord and web steel
☐ Manufacturer SJI membership and quality certification documentation
☐ Shop and field finish product data and application procedures
☐ Special inspection coordination submittals
3.1.2 Manufacture shall not begin on any joist, joist girder, accessory, or bridging assembly until the corresponding submittals have been reviewed and returned.
3.1.3 The Contractor shall allow a minimum of fifteen working days for each review cycle.
3.1.4 The manufacturer shall submit a joist placement plan, prepared in accordance with ANSI/SJI 200 Section 5, showing the layout, designation, span, top-chord elevation, depth, and direction of every joist and joist girder on the project; the location and type of bridging; the location of headers, outriggers, ceiling extensions, top-chord extensions, and bridging-anchor attachments at walls and bond beams; the location and magnitude of concentrated loads; uplift bridging requirements; and any joist with a special profile or non-standard configuration.
NOTE The joist placement plan is the primary coordination document between the joist manufacturer and the SER; it is not a substitute for or reproduction of the structural drawings, but the manufacturer's interpretation of the structural drawings into shop-orderable joist marks, and it identifies issues that must be resolved before fabrication. (3.1.5)
3.1.6 For each joist designation on the placement plan, the manufacturer shall confirm that the cataloged capacity from the current SJI load tables equals or exceeds the design loads stated on the structural drawings.
3.1.7 Where the design loads exceed the cataloged capacity at the noted span, the manufacturer shall propose a deeper or heavier designation for the SER's review.
3.1.8 The Contractor shall not substitute a heavier joist designation than shown on the drawings without the SER's written approval; substitution of a lighter or shallower joist is never acceptable.
3.1.9 Where joists carry concentrated loads (rooftop units, hung mechanical equipment, suspended loads, point loads from walls or columns above), the SER shall provide the load magnitude and location on the contract drawings and the manufacturer shall design the joist for the specified concentrated loads in addition to the uniform live and dead loads from the SJI load table.
3.1.10 Concentrated loads shall be applied at panel points (top-chord-to-web intersections) wherever possible; loads applied between panel points produce local bending in the top chord and require the manufacturer to reinforce the chord or to provide a reinforced load-bearing panel.
3.1.11 The SER shall coordinate concentrated load locations with the joist panel point spacing to avoid applying loads between panel points where practical.
3.1.12 The joist manufacturer shall submit a bridging layout showing the type, size, and spacing of all bridging (horizontal, diagonal, or bolted), the locations of bridging anchors at end walls and bond beams, and the connection details to the joist chords.
3.1.13 Manufacturer-specified bridging is part of the joist's lateral stability system during erection and in service and shall not be reduced, omitted, or altered without written approval from the manufacturer and the SER.
3.1.14 The erector shall submit erection drawings showing the planned erection sequence, the locations of cranes and pick points, the temporary bracing and shoring required during each phase of erection, the planned bridging installation sequence, and the methods used to maintain stability of incomplete joist runs.
3.1.15 The erection plan shall comply with OSHA 29 CFR 1926 Subpart R and SJI Technical Digest 9, Handling and Erection of Steel Joists and Joist Girders.
3.1.16 Welding procedure specifications (WPS) shall be submitted for all shop and field welded connections involving joists and joist girders, covering the welding processes used to attach joists to supports, to attach bridging, and to attach accessories.
3.1.17 WPS shall be qualified under AWS D1.1 for welds to hot-rolled chord members and under AWS D1.3 where joists incorporate cold-formed sheet steel web members or where joists are attached to cold-formed steel deck or supports.
3.1.18 Welder qualification records shall document that each shop welder, field welder, and welding operator is qualified for the processes, positions, base metal groups, and joint types they will perform, in accordance with AWS D1.1 or AWS D1.3 as applicable, showing qualification date, process, position, and base metal group.
3.1.19 Welder qualifications that have lapsed by more than six months since the welder last performed production work in the qualified process shall be re-qualified before performing production welding.
3.1.20 Certified mill test reports shall be submitted for the steel used in joist top chords, bottom chords, web members, and bearing seats, traceable to specific heat numbers and confirming compliance with the applicable ASTM specifications.
3.1.21 The manufacturer shall submit documentation that it is an SJI member and that it manufactures joists under an active SJI Quality Certification program.
3.1.22 The manufacturer's quality manual shall be available for review by the SER on request.
3.1.23 Shop and field coating product data, application procedures, and dry film thickness specifications shall be submitted for the primer or galvanized finish furnished.
3.1.24 Where joists are to be galvanized, the manufacturer shall confirm that joist details have been prepared for galvanizing (drainage holes, vent holes in closed sections, end conditions that prevent zinc pooling).
3.2 Closeout Submittals
3.2.1 At substantial completion, the Contractor shall provide:
- As-built joist placement plan reflecting all field modifications, substitutions, and approved deviations from the original placement plan
- Field welding inspection reports covering all bridging, anchor, and accessory welds
- Bolt installation and torque records where bolted end-anchorage is used
- Touch-up coating documentation
- Certificates of compliance from both the joist manufacturer and the erector attesting that work was performed in accordance with the contract documents and SJI Specifications
☑ As-built joist placement plan reflecting field modifications and deviations
☐ Field welding inspection reports for bridging, anchor, and accessory welds
☑ Bolt installation and torque records where bolted end-anchorage is used
☑ Touch-up coating documentation
☑ Certificates of compliance from joist manufacturer and erector
4 Quality Assurance
4.1 Manufacturer Qualification
● SJI member with current SJI Quality Certification
○ SJI member required; quality certification preferred
○ Non-SJI manufacturer permitted only with written SER approval and demonstration of equivalent quality program
4.1.1 Joist and joist girder manufacturers shall be active members of the Steel Joist Institute (SJI).
NOTE SJI membership requires the manufacturer to produce joists that conform to ANSI/SJI 100 and the SJI load tables, to maintain a quality program audited by SJI, and to apply the SJI member stamp to load-table-conforming products. (4.1.2)
NOTE SJI membership is the single most reliable indicator that a joist manufacturer's products will meet the cataloged capacity at the cataloged span. (4.1.3)
4.1.4 Non-SJI manufacturers may offer products marketed as "joists" but with no third-party verification of capacity, no published load tables, and no standardized quality program; substitution of non-SJI joists is a structural risk that shall not be accepted on this project except with the SER's written approval and a project-specific submittal demonstrating equivalent design, manufacture, and quality.
4.2 Erector Qualification
Five years documented experience erecting open-web steel joists on commercial projects of comparable scope
Three years documented experience erecting open-web steel joists
AISC Certified Steel Erector (CSE) — joist experience documented separately
4.2.1 The erector shall have documented experience erecting open-web steel joists and joist girders on commercial projects of comparable scope.
4.2.2 The erector shall be familiar with the safety, sequencing, and bridging requirements of OSHA 29 CFR 1926 Subpart R.
NOTE Joist erection is governed by a dedicated set of OSHA requirements distinct from those for rolled-shape steel framing because the slender, long-span nature of joists makes them especially prone to lateral instability during erection; an erector qualified for hot-rolled steel framing is not automatically qualified to erect joists without specific joist-erection training and experience. (4.2.3)
4.3 Special Inspection
● Yes — per IBC Chapter 17 and Statement of Special Inspections
○ No — not required for this project (SER to confirm)
4.3.1 Special inspections of open-web steel joist construction shall be performed in accordance with IBC Chapter 17 and the project's Statement of Special Inspections (SSI) prepared by the SER.
4.3.2 Special inspection shall include verification of joist designation and placement against the approved placement plan, verification of bridging type and spacing, inspection of end anchorage (welded or bolted), and inspection of field welds for attachment of bridging, accessories, headers, and outriggers.
4.3.3 Special inspection of welding shall be performed by an AWS Certified Welding Inspector (CWI) or equivalent.
4.4 QA Inspection Personnel
4.4.1 QA inspectors shall be AWS Certified Welding Inspectors (CWI) per AWS QC1 or shall hold equivalent qualifications documented to the satisfaction of the SER.
4.4.2 NDT technicians, where engaged for examination of welds, shall be qualified per ASNT SNT-TC-1A at the appropriate level (Level II minimum for independent evaluation).
4.4.3 QA inspection firms shall have no business, financial, or organizational relationship with the joist manufacturer or the erector.
4.5 Welder Qualifications
4.5.1 All welders and welding operators performing structural welds on joists, bridging, anchors, and attachments shall be qualified under AWS D1.1 (for hot-rolled material) or AWS D1.3 (for sheet steel and cold-formed chord material) for the specific welding processes, positions, base metal groups, and joint types they will perform.
4.5.2 Welder qualification shall be current and shall not have lapsed by more than six months.
4.5.3 The fabricator and erector shall each maintain a log of all qualified welders and shall make the log available to the QA inspector upon request.
5 Materials
5.1 Steel Material Specifications
ASTM A36 (Fy = 36 ksi)
ASTM A572 Grade 50 (Fy = 50 ksi)
ASTM A529 Grade 50 (Fy = 50 ksi)
ASTM A242 (Fy = 50 ksi, weathering)
ASTM A588 (Fy = 50 ksi, weathering)
Manufacturer's standard per SJI 100, conforming to one of the listed specifications
ASTM A1011 SS Grade 50 or HSLAS Grade 50 (Fy = 50 ksi)
ASTM A653 SS Grade 50 or HSLAS Grade 50 (Fy = 50 ksi, galvanized substrate)
ASTM A606 Type 2 or Type 4 (Fy = 50 ksi, weathering sheet)
Manufacturer's standard per SJI 100
NOTE ANSI/SJI 100 establishes the minimum yield strength of chord steel at 50 ksi and the minimum yield strength of web steel at 36 ksi for K-series joists. (5.1.1)
5.1.2 LH and DLH joists, joist girders, and KCS joists use 50 ksi chord material; web material may be either 36 ksi or 50 ksi depending on the manufacturer's standard configuration and the specific load demand.
NOTE The SJI load tables already account for material grade in computing cataloged capacity; specifying a higher material grade than the manufacturer's standard does not increase capacity unless coupled with a different joist designation. (5.1.3)
5.1.4 The SER shall specify joist capacity through the designation, not through material grade.
5.2 Bolts and Anchorage
Field welded to steel bearing plate or support (most common, AWS D1.1)
Field bolted with ASTM A307 bolts to steel support
Field bolted with ASTM F3125 (A325) bolts to steel support
Anchor bolts (ASTM F1554) into masonry or concrete bond beam
Combination — welded to steel girders, anchor bolts at masonry bearing walls
NOTE Joist end anchorage transfers vertical reactions, horizontal reactions (uplift, lateral), and stability bracing forces from the joist to the supporting structure. (5.2.1)
● Welded (manufacturer's standard fillet welds)
○ Bolted (where specified for galvanized joists or where field welding is restricted)
5.2.2 The standard end-bearing detail is two 1/8 in. fillet welds, each 1 in. long, made between the joist seat angle and the steel bearing plate or top flange of the supporting beam, in accordance with ANSI/SJI 100 Section 5.4 and SJI Technical Digest 8.
5.2.3 For uplift conditions, larger welds, additional welds, or supplemental bolted connections shall be designed by the manufacturer based on the SER's stated uplift forces.
5.2.4 At masonry or concrete bond beams, joist bearing shall be anchored with two anchor rods conforming to ASTM F1554 Grade 36, passing through holes in the joist seat angle and secured with nuts above, except where a different anchorage is shown on the drawings.
5.2.6 Anchor rods shall be set before joists arrive on site and shall be set within the SJI 200 tolerance of ±1/4 in. of the planned grid location.
5.3 Welding Consumables
5.3.1 Welding electrodes, wires, and fluxes shall comply with AWS D1.1 or AWS D1.3 as applicable and shall be selected to match the base metal and the requirements of the WPS.
5.3.2 Filler metals shall meet the matching strength requirements of AWS D1.1 for the applicable base metal.
5.3.3 Low-hydrogen electrodes (H8 or lower) shall be used for all welds to hot-rolled chord material.
5.3.4 Where joist chords are fabricated from cold-formed sheet steel, AWS D1.3 governs the selection of electrodes and the procedure for welding sheet-to-sheet and sheet-to-rolled-shape joints.
6 Joist Designations and Series
6.1 K-Series Open-Web Steel Joists
NOTE K-series open-web steel joists are the standard short-to-intermediate-span joists used in floor and roof framing for commercial buildings. (6.1.1)
NOTE K-series joists are available in depths from 8 in. through 30 in. and spans up to approximately 60 ft, depending on depth and chord size. (6.1.2)
NOTE The K-series designation has the form "depth-K-chord size" — for example, "22K9" denotes a 22 in. deep joist with K-series Number 9 chords. (6.1.3)
NOTE The chord number is correlated with the steel area and the resulting load capacity at a given span as tabulated in the SJI K-series load tables. (6.1.4)
Per drawings (deferred by default)
☑ K-series (depths 8 in. to 30 in., short to intermediate spans)
☐ KCS (constant shear/moment K-series joists for non-uniform loading)
☐ LH-series long-span (depths 18 in. to 48 in., spans to 96 ft)
☐ DLH-series deep long-span (depths 52 in. to 120 in., spans to 240 ft)
☐ G-series joist girders (supporting joists or concentrated loads)
☐ CJ-series composite joists
NOTE K-series joists are designed for substantially uniform loading. (6.1.5)
6.1.6 Where the loading is significantly non-uniform — for example, where a single concentrated load near midspan represents more than 50% of the equivalent uniform load — the standard K-series capacity is not directly applicable and the manufacturer shall design the joist for the actual load distribution, often by specifying a KCS designation instead.
6.2 KCS Constant Shear/Moment K-Series
NOTE KCS joists are K-series joists for which the manufacturer designs to a stated constant shear and constant moment along the span rather than to the uniformly distributed load that defines the standard K-series load tables. (6.2.1)
NOTE KCS joists are specified where the loading is genuinely non-uniform — multiple unequal concentrated loads, partial-length loads, or loads applied at varying eccentricities. (6.2.2)
NOTE KCS designations have the same form as K-series ("22KCS3", "30KCS5") and reference the SJI KCS load tables for cataloged shear and moment capacity. (6.2.3)
6.2.4 The SER shall specify the design shear and design moment on the contract drawings; the manufacturer shall design each web member and chord to deliver those capacities at every panel point.
NOTE Specifying a non-KCS K-series joist for non-uniform loading shifts the design responsibility incorrectly and may produce a joist that satisfies the cataloged uniform-load capacity while being structurally inadequate for the actual loads. (6.2.5)
6.3 LH-Series Long-Span Steel Joists
NOTE LH-series long-span steel joists extend the SJI catalog to deeper sections and longer spans than K-series, covering depths from 18 in. through 48 in. and spans up to approximately 96 ft. (6.3.1)
NOTE The LH-series designation has the form "depth-LH-chord size" — for example, "32LH09." LH joists are commonly used in single-story commercial roof framing where column spacing exceeds the practical reach of K-series joists and in long-span floors where vibration and serviceability considerations also influence the depth selection. (6.3.2)
6.4 DLH-Series Deep Long-Span Steel Joists
NOTE DLH-series deep long-span steel joists extend the catalog further, with depths from 52 in. through 120 in. and spans up to approximately 240 ft. (6.4.1)
NOTE DLH joists are used in industrial buildings, distribution centers, sports facilities, hangars, and similar large-clear-span applications. (6.4.2)
6.4.3 At DLH spans and depths, ponding (the accumulation of rainwater on a deflecting roof) becomes a critical design consideration, and the SER shall verify that the roof slope, drainage capacity, and joist stiffness collectively prevent progressive ponding deflection per IBC and ASCE 7.
6.5 G-Series Joist Girders
NOTE Joist girders are pre-engineered, simply-supported steel trusses designed to carry concentrated panel-point loads from supported joists. (6.5.1)
NOTE The joist girder designation has the form "depth-G-N-K" where depth is the overall depth in inches, G indicates joist girder, N is the number of joist spaces (panel points), and K is the kip load at each panel point — for example, "48G8N10K" is a 48 in. deep joist girder with 8 panel points, each carrying a 10 kip load. (6.5.2)
6.5.3 Joist girders shall carry only the panel-point loads stated in the designation.
6.5.4 Where additional concentrated loads are applied between panel points (causing local chord bending not accommodated by the standard catalog design), the SER shall coordinate the load location with the manufacturer to add a panel point or to reinforce the chord at the load location.
NOTE The number of joist spaces in the girder designation defines the spacing of supported joists; if the joist spacing in the field differs from the spacing implied by the joist girder designation, panel-point alignment is lost and the girder design is invalidated. (6.5.5)
6.6 CJ-Series Composite Steel Joists
● Not applicable — non-composite joists throughout
○ Composite joists per ANSI/SJI CJ at designated floor areas
NOTE Composite steel joists (CJ-series) are designed in accordance with ANSI/SJI CJ to act compositely with the concrete slab cast on top of steel deck supported by the joists, with shear transfer provided by shear studs welded through the deck into the joist top chord. (6.6.1)
NOTE The composite section provides higher stiffness and capacity than the bare joist alone and is used to reduce joist depth or weight in floor systems with demanding vibration or serviceability requirements. (6.6.2)
6.6.3 The SER shall coordinate the composite joist design with the deck profile (see Steel Deck) and with the concrete mix design and slab thickness (see Cast In Place Concrete). 7 Joist Depth, Span, and Bearing
7.1 Depth
NOTE Joist depth is the overall depth of the joist measured from the top of the top chord to the bottom of the bottom chord, excluding the bearing seat. (7.1.1)
NOTE Depth is fixed by the joist designation and is shown explicitly on the placement plan and on the structural framing plan. (7.1.2)
8120
810121416182022242628303236404448525660728496120
Default: 22 in.
Per drawings
7.2 Span
NOTE Joist span is the distance between the centerlines of the supports. (7.2.1)
8240
162024283236404448525660728496120144180240
Default: 32 ft
Per drawings
7.2.2 Where the joist is supported on a wide bearing element (such as a masonry wall or a wide-flange beam), the span used in selecting the joist designation shall be the clear distance plus the bearing length, in accordance with ANSI/SJI 200.
7.2.3 The SER shall confirm the span basis on the structural drawings to avoid ambiguity.
7.3 End-Bearing Depth
NOTE End-bearing depth is the height of the joist bearing seat — the projection of the seat angle below the bottom of the top chord at the joist end — and governs the elevation difference between the top of the supporting member and the top of the joist top chord. (7.3.1)
NOTE Standard SJI end-bearing depths are 2-1/2 in. for K-series joists, 5 in. for LH-series joists up to 36 in. deep, and increased for deeper LH and DLH joists per the manufacturer's standard. (7.3.2)
2-1/2 in. (K-series standard)
5 in. (LH-series standard up to 36 in. deep)
7-1/2 in. (LH-series deeper than 36 in., manufacturer's standard)
Per manufacturer's standard for the specified designation
Per drawings
7.3.3 The SER shall coordinate the bearing seat depth with the elevation of the supporting steel or masonry; specifying a non-standard bearing depth requires custom fabrication and shall be avoided where possible.
7.4 Minimum Bearing Length
2-1/2 in. (SJI 100 minimum for K-series on steel)
4 in. (SJI 100 minimum for LH-series on steel)
6 in. (SJI 100 minimum for DLH-series on steel)
Per SJI 100 — depends on series
4 in. (SJI 100 minimum for K-series on masonry)
6 in. (SJI 100 minimum for LH-series on masonry)
Per SJI 100 — depends on series
NOTE Minimum bearing length is governed by ANSI/SJI 100 Section 5.4 and ensures that the joist seat is fully supported by the bearing element with adequate area to transfer the reaction without local crushing of the masonry or concrete. (7.4.1)
7.4.2 Bearing lengths shorter than the SJI minimum require the SER's written approval and may necessitate a thicker bearing plate or a reinforced bearing condition.
8 Camber
● SJI standard camber per ANSI/SJI 100 Section 5.5 (default for non-controlled applications)
○ Specified camber per structural drawings (where dead load deflection or finish flatness controls)
○ No camber — net upward deflection acceptable after dead load
SJI standard (L^2/2,500 per ANSI/SJI 100)
Increased camber to fully offset dead load deflection (per structural drawings)
Reduced or no camber (per structural drawings, low-slope roof or critical finish)
Per drawings — structural drawings and joist schedule
NOTE The SJI standard camber for K-series, LH-series, and DLH-series joists is computed by ANSI/SJI 100 Section 5.5 and is approximately equal to L²/2,500 in inches, where L is the span in feet. (8.1)
NOTE The standard camber is intended to compensate for a portion of the dead load deflection so that the joist is approximately level under sustained dead load. (8.2)
NOTE Standard camber is built into the joist at the time of manufacture and is not separately invoiced; manufacturers produce all open-web joists with the SJI standard camber unless directed otherwise. (8.3)
8.4 Where the floor or roof finish requires a flatter installed surface, where dead load deflection is critical (e.g., to avoid ponding in low-slope roofs, to accommodate sensitive finishes, or to coordinate with cambered hot-rolled girders), the SER may specify a non-standard camber on the contract drawings.
8.5 The specified camber shall account for the calculated deflection from sustained dead loads, and the SER shall verify that the resulting installed elevation accommodates roof slope, drainage, and finished floor flatness requirements.
8.6 Cambered joists shall be installed with the camber upward (the "crown" up).
8.7 Joists installed inverted with the camber downward shall be removed and re-installed correctly; this is one of the most common joist erection errors and shall be specifically inspected.
8.8 The erector shall verify joist orientation (using the manufacturer's top-chord orientation mark) before each joist is welded or bolted in place.
9 Bridging
9.1 Bridging Function
NOTE Bridging stabilizes the joist top and bottom chords against lateral-torsional buckling, both during erection (before the deck or slab is in place to provide diaphragm stability) and in service (against compression in the bottom chord due to net uplift, against vibration, and against load-pattern reversals). (9.1.1)
9.1.2 The SJI bridging requirements are not optional; bridging is part of the joist design and the joist's cataloged capacity assumes the required bridging is installed before live load is applied.
9.2 Bridging Type
Horizontal bridging — single 1 by 1 by 1/8 in. angles or larger, top and bottom chord (K-series standard)
Diagonal bridging (X-bridging) — required for deeper joists and longer spans
Combination horizontal at top chord, diagonal at bottom chord
Bolted bridging (where field welding is restricted)
Per manufacturer's standard for joist designation and span
NOTE Horizontal bridging consists of continuous angles running perpendicular to the joist span and welded or bolted to each joist top and bottom chord at the bridging line. (9.2.1)
NOTE Diagonal bridging (also called cross bridging or X-bridging) consists of pairs of crossed angles between adjacent joists at the bridging line. (9.2.2)
9.2.3 ANSI/SJI 100 prescribes the bridging type based on joist depth, span, and chord size; diagonal bridging is required for deeper LH and DLH joists and for K-series joists at the upper end of their span range, where horizontal bridging alone provides insufficient lateral restraint.
9.3 Bridging Spacing
Per ANSI/SJI 100 Table 5.5-1 (varies by joist designation and span)
Per drawings — joist placement plan
NOTE Bridging spacing along the joist span is governed by ANSI/SJI 100 Table 5.5-1 (and the equivalent tables for LH, DLH, and joist girders) and depends on the joist designation and the span. (9.3.1)
NOTE The maximum spacing between bridging lines is set so that the unbraced length of the chords remains below the buckling limit. (9.3.2)
9.3.3 Bridging shall be installed at the spacing shown on the manufacturer's placement plan; the erector shall not omit or relocate bridging lines without written approval from the manufacturer.
9.4 Bridging Anchors at End Walls
Welded to steel end wall framing or bond beam plate
Bolted to wall-cast anchor with hex head bolt
Expansion or adhesive anchor into concrete bond beam
Per drawings — manufacturer's placement plan (deferred by default)
9.4.1 At each end of every bridging line, the bridging shall be anchored to a stable lateral support — typically the end wall, the bond beam at a masonry bearing wall, or a column.
9.4.2 Bridging anchor design is the responsibility of the manufacturer, who specifies the size and type of anchor (angle clip welded to the bond beam plate, threaded rod through a masonry knock-out, expansion anchor in concrete) on the placement plan.
9.4.3 The SER shall coordinate the bridging anchor location with the lateral support design.
9.5 Uplift Bridging
NOTE Where the roof is subject to net uplift (typically due to wind), the bottom chord of the joist becomes the compression chord under the reversed load and requires bridging to prevent lateral-torsional buckling. (9.5.1)
9.5.2 ANSI/SJI 100 requires additional bridging at the bottom chord where net uplift exceeds the threshold tabulated in the SJI specification.
9.5.3 The SER shall provide the design uplift on the contract drawings and the manufacturer shall add the required uplift bridging to the placement plan.
10 Headers and Outriggers
10.1 Headers at Floor and Roof Openings
NOTE Headers are short pieces of joist or rolled-shape members that frame around openings (skylights, smoke vents, mechanical chases, stairs) in joist-supported floors and roofs. (10.1.1)
● Yes — at openings as indicated on structural drawings
○ No — no openings interrupt joist runs
Joist header — short SJI joist installed perpendicular to typical joists
Rolled shape header — wide-flange or channel framed between adjacent joists
Pair of joists at opening edge for added capacity
Per drawings — structural drawings (deferred by default)
10.1.3 The carrier joists adjacent to the opening receive concentrated loads from the header and shall be designed for those concentrated loads, with the load magnitude and location stated on the contract drawings.
10.1.5 The carrier joists shall be designated and ordered to carry the header reactions in addition to their tributary uniform load.
10.2 Top-Chord Extensions and Outriggers
NOTE Top-chord extensions extend the joist top chord beyond the bearing seat to support overhanging roof eaves, canopies, or cantilevered floor edges. (10.2.1)
NOTE Outriggers (also called bottom-chord extensions) extend the bottom chord similarly to support ceilings, soffits, or other suspended elements. (10.2.2)
● Not required
○ Required — length and loading per structural drawings
● Not required
○ Required — length and loading per structural drawings
10.2.3 Top-chord extensions and outriggers are manufacturer-supplied modifications to the standard joist and shall be shown on the contract drawings with their length, the load they support, and the orientation relative to the joist.
11 Connections
11.1 Joist-to-Support Connections
Two 1/8 in. fillet welds, each 1 in. long (K-series standard per SJI 100)
Two 1/4 in. fillet welds, each 2 in. long (LH-series standard)
Per ANSI/SJI 100 Table 5.4-1 for the specific joist designation
Increased welds per structural drawings (uplift or lateral loading)
11.1.1 Joists shall be connected to their supporting steel members or to the bearing plate at masonry walls in accordance with ANSI/SJI 100 Section 5.4 and the manufacturer's standard details.
11.1.2 The standard welded connection is two 1/8 in. fillet welds, each 1 in. long, on each side of the joist seat angle, welded to the supporting steel flange or bearing plate.
11.1.3 For LH and DLH joists, the weld length shall increase per ANSI/SJI 100 Table 5.4-1 to match the larger reactions.
11.1.4 Bolted joist end-bearing is permitted where field welding is restricted (e.g., where joists are galvanized and the project specification prohibits field welds that would damage the coating, or where adjacent finishes preclude welding).
11.1.5 Bolted connections shall use ASTM A307 or ASTM F3125 (A325) bolts through holes in the joist seat angle into the supporting member; bolt size, quantity, and grade shall be in accordance with the manufacturer's standard for the joist designation and shall be coordinated with the SER for verification of capacity.
11.2 Masonry and Concrete Bearing
11.2.1 At masonry bearing walls, joist seats shall bear on a continuous steel bearing plate set on the bond beam, with anchor rods passing up through holes in the bearing plate and through holes in the joist seat angle.
11.2.3 Anchor rods shall be set within the SJI 200 placement tolerance of ±1/4 in. before joist arrival.
11.2.4 At concrete bearing (typically at concrete bond beams above masonry walls or at concrete tilt-up panels), the bearing plate may be cast-in or post-installed depending on the construction sequence.
11.2.5 Cast-in plates shall be set with headed studs welded to the underside, embedded in the concrete pour; post-installed plates shall be attached with adhesive or mechanical anchors designed for the joist reaction.
12 Erection
12.1 OSHA Subpart R Compliance
● Required — erector to comply with all Subpart R provisions
12.1.1 All steel erection on this project, including erection of open-web steel joists and joist girders, shall be performed in accordance with OSHA 29 CFR 1926 Subpart R, Safety Standards for Steel Erection.
12.1.2 The erector shall comply with the open-web steel joist provisions of 29 CFR 1926.757 without exception, including: requirements that joists be field-bolted at one end before being released from the crane unless specific exception conditions are met; restrictions on landing materials on joists until bridging is fully installed and all welded joist-to-support connections are complete; requirements for attachment of joists at columns; and restrictions on the order in which joists may be released from the crane during erection.
NOTE The SJI 200 Code of Standard Practice incorporates these OSHA requirements into industry practice. (12.1.3)
12.2 Pre-Erection Survey
12.2.1 Before erecting any joists, the erector shall survey the supporting steel and the masonry bond beams to confirm that bearing elevations, anchor rod placements, and bearing plate positions are within the ANSI/SJI 200 tolerances.
12.2.2 Anchor rod tolerance per SJI 200 is ±1/4 in. of the grid location.
12.2.3 Bearing plate elevation tolerance is ±1/8 in. from the established floor or roof datum.
12.2.4 Deviations shall be reported to the SER before joists are landed on the non-conforming supports.
12.2.5 The SER shall direct correction — adjustment of the bearing element, modification of the joist seat, or other appropriate response.
12.2.6 Unauthorized field cutting of joists or bearing plates is not permitted.
12.3 Erection Sequence
Sequential bay-by-bay with all bridging installed before next bay begins
Joist setting in parallel with deferred bridging — only where permitted by erection plan
Per drawings — approved erection plan (deferred by default)
12.3.1 Joists shall be erected in the sequence shown on the approved erection plan.
NOTE The standard sequence is bay-by-bay: in each bay, joists are set, the required bridging is installed, the bridging is anchored to the end walls or columns, and end-bearing welds or bolts are completed before construction loads (deck, materials, foot traffic) are placed on the joists. (12.3.2)
12.3.3 Per SJI 200 and OSHA 1926.757, construction loads, including bundles of deck, shall not be placed on joists until all bridging required by the manufacturer's placement plan is installed and anchored, all weld lengths required for end-bearing are completed, and all bridging lines are connected to adjacent bays or to end-wall anchors.
12.4 First-Bay and Stability Considerations
● Required — per erection plan, removed only after bridging complete
○ Not required — bridging installed concurrent with joist setting
NOTE The first bay of joists in any erection sequence is particularly vulnerable to lateral-torsional buckling because there is no adjacent diaphragm or completed bridging system to provide stability. (12.4.1)
12.4.2 The erector shall provide temporary erection bracing in the first bay as shown on the erection plan.
12.4.3 The erector shall not release the crane until each joist is stable on its own (welded or bolted at both ends, with first-line bridging installed and anchored).
12.4.4 Single-bolt pickup or tack-weld connections shall not be relied upon for stability.
12.5 Bridging Installation
12.5.1 Bridging shall be installed immediately after the joists at each bridging line are set, before further loads are placed on the joists.
12.5.2 Bridging anchor connections at end walls and bond beams shall be made before the line of bridging is considered complete; intermediate bridging connections that have not been anchored to a stable point provide little stability to the joists.
12.5.3 Field welds attaching bridging to the joist chords shall be made by qualified welders using approved WPS.
12.5.4 Where bridging is bolted rather than welded (e.g., to avoid damage to galvanized coatings), bolts shall be tightened to a snug condition unless the manufacturer's placement plan specifies otherwise.
12.6 Plumbing and Alignment
12.6.1 The erector shall verify that joists are plumb, parallel, and aligned to the plan grid before final welding or bolting.
12.6.2 Joists found to be out of alignment shall be released, adjusted, and re-secured before bridging is welded; once bridging is welded, alignment correction requires cutting bridging welds and is significantly more disruptive.
12.7 Field Modifications
● Prohibited without written approval from manufacturer and SER
○ Permitted only at locations and details specifically shown on contract drawings
12.7.1 Field cutting, drilling, or welding of joists not shown on the approved placement plan or erection drawings shall not be performed without written approval from the joist manufacturer and the SER.
NOTE Joist top and bottom chords are designed at or near their capacity, and any field modification — cutting a chord to clear a duct, drilling a hole for a hanger, welding a clip for a suspended load — alters the structural capacity. (12.7.2)
12.7.3 Unauthorized field modifications void the joist's SJI certification and the manufacturer's warranty.
13 Tolerances
13.1 Manufacturing Tolerances
13.1.1 Joist manufacturing tolerances per ANSI/SJI 100 govern the accuracy of the joist dimensions as delivered from the manufacturer: overall length tolerance, depth tolerance, sweep (lateral deviation from a straight line along the span), and camber tolerance.
NOTE The SJI standard tolerances accommodate the realities of welded fabrication from rolled chord material and are tighter than the equivalent tolerances for rolled-shape framing. (13.1.2)
13.2 Erection Tolerances
NOTE Erection tolerances per ANSI/SJI 200 Section 7 govern the position of the joist as erected and bridged: (13.2.1)
- Joist plan position: ±1/2 in. from the grid line shown on the placement plan
- Joist bearing elevation: ±1/4 in. from the established roof or floor datum
- Joist spacing center-to-center: ±1/2 in. from the spacing shown on the placement plan
- Joist plumbness: top chord laterally within 1/200 of joist depth from plumb (typically less than 1/4 in. for K-series joists)
- Camber: as fabricated, with the camber side up
● Yes — erector to submit survey documenting compliance with SJI 200 tolerances
○ No — visual verification by SER accepted
13.2.2 The erector shall survey the completed joist installation and submit a written report to the SER documenting that position, elevation, alignment, and bridging measurements are within the specified tolerances.
13.2.3 Joists found to exceed tolerance shall be reported to the SER, and corrective action shall be taken before deck is placed.
14 Shop and Field Finishes
14.1 Surface Preparation
AMPP SP 2 (SSPC-SP 2) — Hand tool cleaning (standard for shop-primed joists)
AMPP SP 3 (SSPC-SP 3) — Power tool cleaning
Hot-dip galvanized preparation per ASTM A123 (acid pickling by galvanizer)
NOTE The SJI standard surface preparation for shop-primed joists is AMPP SP 2 (Hand Tool Cleaning), which removes loose mill scale, loose rust, and loose paint, leaving a surface suitable for the SJI standard shop primer. (14.1.1)
NOTE SP 2 is not adequate for high-performance coating systems or for galvanizing. (14.1.2)
14.1.3 Where joists are to be hot-dip galvanized, the manufacturer shall prepare the joists for galvanizing in accordance with ASTM A123 — typically by acid pickling at the galvanizer's facility, which removes mill scale completely and exposes clean steel for the zinc coating.
14.2 Shop Coating
SJI standard shop primer (one coat, gray or red oxide, manufacturer's standard)
Premium primer — alkyd or epoxy, per project specification
Hot-dip galvanized per ASTM A123
No shop coating — to receive spray-applied fireproofing (coordinate with fireproofing manufacturer)
Per ASTM A123 Table 1 (varies by material category and thickness)
Minimum 2.0 oz/ft^2 (1.7 mils) — standard for structural steel
Minimum 2.3 oz/ft^2 (2.0 mils) — heavy section requirement
NOTE The SJI standard shop primer is a single-coat finish (typically 1 to 1.5 mils dry film thickness) intended as a temporary corrosion-protective coating during shipping, storage, and short-term construction exposure. (14.2.1)
NOTE The SJI standard primer is not a finish coat and is not appropriate for exposed-to-weather applications without a field-applied topcoat. (14.2.2)
14.2.3 The manufacturer shall match the primer color stated in the project specification or shall furnish the manufacturer's standard color (red oxide and gray are common) where no specific color is required.
NOTE Hot-dip galvanizing per ASTM A123 provides long-term corrosion protection and is specified for joists in exterior, semi-exposed, or high-humidity applications, and for joists in agricultural or other moderately aggressive environments. (14.2.4)
14.2.5 Galvanized joists require manufacturer attention to vent and drain holes in closed chord sections (HSS) and at bearing seat angles to prevent steam explosion during the galvanizing bath and to allow zinc drainage; the SER and manufacturer shall coordinate galvanizing details before fabrication begins.
14.2.6 Joists destined to receive spray-applied cementitious or intumescent fireproofing shall be furnished with no shop coating, or with a primer specifically tested and certified for compatibility with the fireproofing material at the proposed dry film thickness.
NOTE Most cementitious fireproofing requires bare or specifically primed steel to achieve adequate bond; see
Fireproofing for fireproofing bond testing requirements and primer compatibility.
(14.2.7) 14.3 Field Touch-Up
Match shop primer — brush or spray applied
Zinc-rich cold galvanizing compound (touch-up for galvanized joists per ASTM A780)
Per project paint specification
14.3.1 All field welds (joist-to-support, bridging-to-joist, accessory attachments), bolt heads, areas where shop coating was damaged during shipping or erection, and field-cut or field-drilled surfaces shall be cleaned to a minimum of AMPP SP 2 and coated with the field touch-up material within twenty-four hours of exposure.
14.3.2 Touch-up shall restore the full dry film thickness of the shop coating system.
14.3.3 For galvanized joists, touch-up of damaged areas, weld zones, and field-modified surfaces shall be performed in accordance with ASTM A780 using a zinc-rich cold galvanizing compound or a zinc-based paint that restores the galvanic protection of the parent coating.
14.3.4 Bare areas larger than the ASTM A780 maximum (typically 1 in.² per location or 1% of the area of the part, whichever is less) shall be reported to the SER, who may require the part to be returned for re-galvanizing.
15 Fire-Resistance Ratings
Not rated
1-hour rating — UL listed assembly per structural drawings
2-hour rating — UL listed assembly per structural drawings
3-hour rating — UL listed assembly per structural drawings
Per drawings — structural drawings
Per drawings — structural and architectural drawings (deferred by default)
15.1 Where the joist system is part of a fire-rated floor/ceiling or roof/ceiling assembly, the assembly shall be constructed in accordance with the specific UL or equivalent listed assembly identified on the contract drawings.
NOTE The rated assembly is the entire system — joists, deck or slab, ceiling, and any spray-applied or board fireproofing — not the joists alone. (15.2)
15.3 Substitution of any component (a different joist series, a different deck profile, a different ceiling type) typically invalidates the listing and requires either selecting a different listed assembly or obtaining an engineering analysis from the fireproofing manufacturer or a fire protection engineer.
15.5 The geometry of the open-web joist creates a high surface-area condition that requires careful coverage of the chord, web, and end-bearing areas; missed coverage at web-to-chord intersections is a common deficiency and shall be specifically inspected.
16 Testing and Inspection
16.1 Visual Inspection of Welds
● 100% visual inspection by QA inspector (AWS CWI)
○ Sampling per IBC and Statement of Special Inspections
16.1.1 All field welds — joist end-bearing welds, bridging-to-joist welds, bridging anchor welds, header attachments, and accessory attachments — shall be visually inspected per AWS D1.1 or AWS D1.3 as applicable.
16.1.2 Visual inspection shall verify correct weld size and length, acceptable weld profile (no excessive convexity or concavity, undercut, overlap), complete fusion at weld toes, absence of cracks, and that the specified number of welds per connection has been made.
16.1.3 Joist end-bearing welds in particular shall be inspected on every joist, because the standard two 1 in. welds are easy to short or omit and a missed weld pair compromises both gravity and uplift capacity at the joist end.
16.1.4 The QA inspector shall record verification of each end-bearing weld pair on the inspection report.
16.2 Bolt Inspection
16.2.1 Where bolted joist end-bearing or bolted bridging is used, the QA inspector shall verify that all bolts are present, that they are tightened to the snug or pretensioned condition specified by the manufacturer, and that bolt holes are not oversized beyond the SJI tolerance.
16.2.2 Bolts found to be loose or missing shall be tightened or replaced.
16.3 Bridging Inspection
16.3.1 The QA inspector shall verify, for each bridging line in each bay, that the specified bridging type (horizontal or diagonal) has been installed, that the bridging is at the spacing shown on the manufacturer's placement plan, and that the bridging is anchored to the end walls or columns as required.
16.3.2 Missing bridging is one of the most common joist erection deficiencies and shall be reported to the SER immediately upon discovery; construction loads shall not be placed on a joist run with incomplete bridging.
16.4 Erection Survey
16.4.1 The post-erection survey required by ANSI/SJI 200 shall be performed by the erector or by a surveyor retained by the Contractor and shall document joist plan position, elevation, alignment, plumbness, and camber orientation.
16.4.2 The survey report shall be submitted to the SER and shall flag any joist that exceeds the SJI 200 tolerance.
16.5 Special Inspector Responsibilities
16.5.1 The Special Inspector for joist construction shall perform the following at minimum, in accordance with the Statement of Special Inspections:
- Verify that joist designations and quantities at each location match the approved placement plan
- Verify camber orientation (camber up) at each joist before bridging is welded
- Verify bridging type, spacing, and anchorage
- Inspect end-bearing connections (welded and bolted) on every joist
- Witness or document field welding by qualified welders using approved WPS
- Verify field repairs of damaged shop coating, particularly on galvanized joists
16.6.1 Any joist or accessory that does not conform to the contract documents, the approved placement plan, or the requirements of ANSI/SJI 100 and SJI 200 shall be documented as a nonconformance by the Special Inspector and reported to the SER, the Contractor, and the Owner in writing.
16.6.2 Construction loads shall not be placed on the joist system over a documented nonconformance until the SER has reviewed and issued a written disposition.
16.6.3 Dispositions shall be one of: reject and replace; accept as-is with justification (engineering evaluation required); or accept with compensating action (added bridging, supplemental connections, or other mitigation).
17 Delivery, Storage, and Handling
☑ Store on timber dunnage elevated above ground surface
☐ Store with camber up — never inverted or on side
☐ Provide intermediate dunnage between stacked layers
☐ Arrange to prevent water ponding on top chord
☐ Cover stored joists to protect shop primer from UV and weather degradation
☐ Separate galvanized and ungalvanized members to prevent contact corrosion
17.1 Joists and joist girders shall be delivered to the project site in the manufacturer's standard bundling, with each joist clearly marked with its SJI designation, its erection mark from the placement plan, and the project identification.
17.2 Joists shall be loaded, transported, and unloaded in a manner that prevents bending, twisting, or coating damage.
17.3 Long LH and DLH joists are particularly susceptible to permanent damage during transport from inadequate support; the carrier shall provide intermediate dunnage at the spacing shown by the manufacturer's shipping instructions.
17.4 At the site, joists shall be stored on timber dunnage or other supports that keep members clear of mud, standing water, and road dirt.
17.5 Joists shall be stored in the same orientation as installed (camber up), not inverted or on their side, to prevent permanent set or damage to the camber.
17.6 Joists shall not be stacked on top of one another without dunnage between layers; bare metal-on-metal stacking causes coating damage and concentrated bearing on chord members.
17.7 Joists arriving with kinks, bends, twists, sweep exceeding manufacturing tolerance, or coating damage that exceeds touch-up limits shall be reported to the SER and the manufacturer before erection.
17.8 The SER shall review the condition and direct corrective action or replacement.
17.9 Field straightening of damaged joists is not permitted without the manufacturer's written approval and direction; the heat-affected zone from heat straightening can compromise the joist capacity.
18 Warranty
1 year from substantial completion
2 years from substantial completion
18.1 The joist manufacturer shall warrant the joists and joist girders against defects in material and workmanship, including fabrication errors, weld defects, and dimensional non-conformances that become apparent under service load.
18.2 The erector shall warrant the erection work, including alignment, plumbness, completeness of bridging, end-bearing connections, and damage to coatings or members caused by erection operations.
18.3 The warranty does not cover damage caused by other trades, overloading beyond the design loads stated on the contract drawings, unauthorized field modifications to joists, or normal weathering and corrosion of joists in environments more aggressive than the specified finish was designed for.
18.4 Shop coating and galvanizing warranties shall be passed through to the Owner.
18.5 For galvanized joists, the galvanizer's warranty against premature coating failure (where provided) shall be documented and included in the closeout submittals.
18.6 Field touch-up coatings are not covered by the shop coating warranty; touch-up performance is the responsibility of the Contractor or the painting subcontractor as applicable.