Steel Joists
Corpus sync: neutrality remakes, note hygiene, datasheet relocation, transformer-split cross-refs
Showing changes from Rev 6
to Rev 7
in Steel Joists.
−---
−title: Steel Joists
−category: Structural / Steel & Metal Fabrications
−toc_depth: 3
−description: >
− When to use: Open-web steel joists and joist girders furnished in accordance with the Steel Joist Institute (SJI) Specifications. Covers K-series and KCS (constant shear) open-web joists for short and intermediate spans, LH-series and DLH-series long-span and deep long-span joists, and G-series joist girders supporting joists or other concentrated loads. Addresses joist designation, span, depth, end-bearing depth, camber, end anchorage (welded or bolted), bridging type and spacing, headers and outriggers, shop and field finishes (paint or galvanized), and erection in accordance with OSHA 29 CFR 1926 Subpart R for steel erection. Composite steel joists (CJ-series) are covered where the floor system relies on shear transfer between joist top chord and concrete slab.
−
− Not intended for: Hot-rolled wide-flange beams, girders, columns, or trusses fabricated from rolled shapes (see [[sync/structural-steel-framing]]); cold-formed light-gauge steel framing (see [[sync/cold-formed-metal-framing]]); steel deck supported by joists (see [[sync/steel-deck]]); spray-applied fireproofing of joists (see [[sync/fireproofing]]); concrete slabs on composite or non-composite joist systems (see [[sync/cast-in-place-concrete]]); custom trusses that fall outside the standard SJI catalog (covered as structural steel under [[sync/structural-steel-framing]]); pre-engineered metal building frames; or bar joists supplied outside the SJI member catalog and without an SJI-stamped load table.
−---
−
−# Scope {toc}
−
−## 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. {note}
−
−## 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.
−
−## 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).
−
−## Composite steel joists shall additionally conform to ANSI/SJI CJ (Standard Specification for Composite Steel Joists).
−
−## Engineering Responsibility {toc}
−
−### Open-web steel joists are pre-engineered, catalog-designated members produced by SJI-licensed manufacturers. {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. {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. {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. {note}
−
−### This manufacturer-as-engineer-of-record relationship is foundational to the SJI system and shall be respected on every project.
−
−### 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.
−
−### Joist designations, layouts, spans, depths, camber, bridging type and spacing, and end-bearing details are [[drawing: as indicated on the structural framing plans, joist schedules, and roof or floor framing details]].
−
−### 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.
−
−## Exclusions {toc}
−
−### Steel deck attached to the joist top chord is not covered by this specification — see [[sync/steel-deck]] for deck specifications, attachment, and diaphragm design.
−
−### Spray-applied fireproofing of joists is covered in [[sync/fireproofing]].
−
−### Concrete slabs cast on steel deck supported by joists are covered in [[sync/cast-in-place-concrete]].
−
−### Hot-rolled structural steel members and connections to which joists bear or to which joist girders connect are covered in [[sync/structural-steel-framing]].
−
−### Cold-formed light-gauge framing used for ceilings, soffits, or non-structural infill below the joists is covered in [[sync/cold-formed-metal-framing]].
−
−# Referenced Standards {toc}
−
−## 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 |
−
−## Where conflicts exist between referenced standards, the more stringent requirement shall govern unless the SER directs otherwise in writing.
−
−# Submittals {toc}
−
−## Action Submittals {toc}
−
−### The joist manufacturer and the Contractor shall submit the following for review by the SER prior to commencing manufacture or erection.
−
−```datasheet
−label: Action Submittals Required
−type: checkbox
−options:
− - "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"
−default: "Joist placement plan (SJI 200 compliant)"
−```
−
−### Manufacture shall not begin on any joist, joist girder, accessory, or bridging assembly until the corresponding submittals have been reviewed and returned.
−
−### The Contractor shall allow a minimum of fifteen working days for each review cycle.
−
−### 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.
−
−### 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. {note}
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### The SER shall coordinate concentrated load locations with the joist panel point spacing to avoid applying loads between panel points where practical.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### 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.
−
−### The manufacturer shall submit documentation that it is an SJI member and that it manufactures joists under an active SJI Quality Certification program.
−
−### The manufacturer's quality manual shall be available for review by the SER on request.
−
−### Shop and field coating product data, application procedures, and dry film thickness specifications shall be submitted for the primer or galvanized finish furnished.
−
−### 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).
−
−## Closeout Submittals {toc}
−
−### 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
−
−```datasheet
−label: Required Closeout Submittals
−type: checkbox
−options:
− - 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
−default: [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]
−```
−
−# Quality Assurance {toc}
−
−## Manufacturer Qualification {toc}
−
−```datasheet
−label: Joist Manufacturer Qualification
−type: radio
−options:
− - "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"
−default: "SJI member with current SJI Quality Certification"
−```
−
−### Joist and joist girder manufacturers shall be active members of the Steel Joist Institute (SJI).
−
−### 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. {note}
−
−### SJI membership is the single most reliable indicator that a joist manufacturer's products will meet the cataloged capacity at the cataloged span. {note}
−
−### 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.
−
−## Erector Qualification {toc}
−
−```datasheet
−label: Erector Qualification
−type: select
−options:
− - "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"
−default: "Five years documented experience erecting open-web steel joists on commercial projects of comparable scope"
−```
−
−### The erector shall have documented experience erecting open-web steel joists and joist girders on commercial projects of comparable scope.
−
−### The erector shall be familiar with the safety, sequencing, and bridging requirements of OSHA 29 CFR 1926 Subpart R.
−
−### 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. {note}
−
−## Special Inspection {toc}
−
−```datasheet
−label: Special Inspection Required
−type: radio
−options:
− - "Yes — per IBC Chapter 17 and Statement of Special Inspections"
− - "No — not required for this project (SER to confirm)"
−default: "Yes — per IBC Chapter 17 and Statement of Special Inspections"
−```
−
−### 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.
−
−### 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.
−
−### Special inspection of welding shall be performed by an AWS Certified Welding Inspector (CWI) or equivalent.
−
−## QA Inspection Personnel {toc}
−
−### QA inspectors shall be AWS Certified Welding Inspectors (CWI) per AWS QC1 or shall hold equivalent qualifications documented to the satisfaction of the SER.
−
−### 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).
−
−### QA inspection firms shall have no business, financial, or organizational relationship with the joist manufacturer or the erector.
−
−## Welder Qualifications {toc}
−
−### 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.
−
−### Welder qualification shall be current and shall not have lapsed by more than six months.
−
−### 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.
−
−# Materials {toc}
−
−## Steel Material Specifications {toc}
−
−```datasheet
−label: Joist Chord and Web Material — Hot-Rolled Sections
−type: select
−options:
− - "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"
−default: "Manufacturer's standard per SJI 100, conforming to one of the listed specifications"
−```
−
−```datasheet
−label: Joist Chord Material — Cold-Formed Sheet Steel (where used)
−type: select
−options:
− - "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"
−default: "Manufacturer's standard per SJI 100"
−```
−
−### 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. {note}
−### 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.
−
−### 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. {note}
−
−### The SER shall specify joist capacity through the designation, not through material grade.
−
−## Bolts and Anchorage {toc}
−
−```datasheet
−label: Joist End-Bearing Anchorage Method
−type: select
−options:
− - "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"
−default: "Combination — welded to steel girders, anchor bolts at masonry bearing walls"
−```
−
−### Joist end anchorage transfers vertical reactions, horizontal reactions (uplift, lateral), and stability bracing forces from the joist to the supporting structure. {note}
−
−```datasheet
−label: Bridging-to-Joist Attachment
−type: radio
−options:
− - "Welded (manufacturer's standard fillet welds)"
− - "Bolted (where specified for galvanized joists or where field welding is restricted)"
−default: "Welded (manufacturer's standard fillet welds)"
−```
−
−### 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.
−
−### 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.
−
−### 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.
−
−### Anchor rod diameter, embedment, and projection are [[drawing: as indicated on the structural foundation and masonry bearing details]].
−
−### 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.
−
−## Welding Consumables {toc}
−
−### 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.
−
−### Filler metals shall meet the matching strength requirements of AWS D1.1 for the applicable base metal.
−
−### Low-hydrogen electrodes (H8 or lower) shall be used for all welds to hot-rolled chord material.
−
−### 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.
−
−# Joist Designations and Series {toc}
−
−## K-Series Open-Web Steel Joists {toc}
−
−### K-series open-web steel joists are the standard short-to-intermediate-span joists used in floor and roof framing for commercial buildings. {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. {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. {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. {note}
−
−```datasheet
−label: Joist Designation
−type: text
−drawing_ref: true
−default: deferred
−```
−
−```datasheet
−label: Joist Series Used on This Project
−type: checkbox
−options:
− - "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"
−default: "K-series (depths 8 in. to 30 in., short to intermediate spans)"
−```
−
−### K-series joists are designed for substantially uniform loading. {note}
−
−### 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.
−
−## KCS Constant Shear/Moment K-Series {toc}
−
−### 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. {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. {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. {note}
−
−### 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.
−
−### 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. {note}
−
−## LH-Series Long-Span Steel Joists {toc}
−
−### 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. {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. {note}
−
−## DLH-Series Deep Long-Span Steel Joists {toc}
−
−### 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. {note}
−### DLH joists are used in industrial buildings, distribution centers, sports facilities, hangars, and similar large-clear-span applications. {note}
−
−### 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.
−
−## G-Series Joist Girders {toc}
−
−### Joist girders are pre-engineered, simply-supported steel trusses designed to carry concentrated panel-point loads from supported joists. {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. {note}
−
−### Joist girders shall carry only the panel-point loads stated in the designation.
−
−### 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.
−
−### 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. {note}
−
−## CJ-Series Composite Steel Joists {toc}
−
−```datasheet
−label: Composite Joist Application
−type: radio
−options:
− - "Not applicable — non-composite joists throughout"
− - "Composite joists per ANSI/SJI CJ at designated floor areas"
−default: "Not applicable — non-composite joists throughout"
−```
−
−### 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. {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. {note}
−
−### The SER shall coordinate the composite joist design with the deck profile (see [[sync/steel-deck]]) and with the concrete mix design and slab thickness (see [[sync/cast-in-place-concrete]]).
−
−# Joist Depth, Span, and Bearing {toc}
−
−## Depth {toc}
−
−### 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. {note}
−### Depth is fixed by the joist designation and is shown explicitly on the placement plan and on the structural framing plan. {note}
−
−```datasheet
−label: Joist Depth
−type: range
−unit: in.
−drawing_ref: true
−options:
− min: 8
− max: 120
− setpoints: [8, 10, 12, 14, 16, 18, 20, 22, 24, 26, 28, 30, 32, 36, 40, 44, 48, 52, 56, 60, 72, 84, 96, 120]
−default: 22
−```
−
−## Span {toc}
−
−### Joist span is the distance between the centerlines of the supports. {note}
−
−```datasheet
−label: Joist Span
−type: range
−unit: ft
−drawing_ref: true
−options:
− min: 8
− max: 240
− setpoints: [16, 20, 24, 28, 32, 36, 40, 44, 48, 52, 56, 60, 72, 84, 96, 120, 144, 180, 240]
−default: 32
−```
−
−### 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.
−
−### The SER shall confirm the span basis on the structural drawings to avoid ambiguity.
−
−## End-Bearing Depth {toc}
−
−### 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. {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. {note}
−
−```datasheet
−label: End-Bearing Seat Depth
−type: select
−unit: in.
−drawing_ref: true
−options:
− - "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"
−default: "Per manufacturer's standard for the specified designation"
−```
−
−### 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.
−
−## Minimum Bearing Length {toc}
−
−```datasheet
−label: Minimum Bearing Length on Steel Support
−type: select
−unit: in.
−options:
− - "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"
−default: "Per SJI 100 — depends on series"
−```
−
−```datasheet
−label: Minimum Bearing Length on Masonry or Concrete
−type: select
−unit: in.
−options:
− - "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"
−default: "Per SJI 100 — depends on series"
−```
−
−### 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. {note}
−
−### 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.
−
−# Camber {toc}
−
−```datasheet
−label: Joist Camber Specification
−type: radio
−options:
− - "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"
−default: "SJI standard camber per ANSI/SJI 100 Section 5.5 (default for non-controlled applications)"
−```
−
−```datasheet
−label: Camber Magnitude
−type: select
−drawing_ref: "structural drawings and joist schedule"
−options:
− - "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)"
−default: "SJI standard (L^2/2,500 per ANSI/SJI 100)"
−```
−
−## 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. {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. {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. {note}
−
−## 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.
−
−## 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.
−
−## Cambered joists shall be installed with the camber upward (the "crown" up).
−
−## 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.
−
−## The erector shall verify joist orientation (using the manufacturer's top-chord orientation mark) before each joist is welded or bolted in place.
−
−# Bridging {toc}
−
−## Bridging Function {toc}
−
−### 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). {note}
−
−### 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.
−
−## Bridging Type {toc}
−
−```datasheet
−label: Bridging Type
−type: select
−options:
− - "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"
−default: "Per manufacturer's standard for joist designation and span"
−```
−
−### 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. {note}
−### Diagonal bridging (also called cross bridging or X-bridging) consists of pairs of crossed angles between adjacent joists at the bridging line. {note}
−
−### 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.
−
−## Bridging Spacing {toc}
−
−```datasheet
−label: Bridging Spacing
−type: select
−drawing_ref: "joist placement plan"
−options:
− - "Per ANSI/SJI 100 Table 5.5-1 (varies by joist designation and span)"
−default: "Per ANSI/SJI 100 Table 5.5-1 (varies by joist designation and span)"
−```
−
−### 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. {note}
−### The maximum spacing between bridging lines is set so that the unbraced length of the chords remains below the buckling limit. {note}
−
−### 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.
−
−## Bridging Anchors at End Walls {toc}
−
−```datasheet
−label: Bridging End Anchor Type
−type: select
−drawing_ref: "manufacturer's placement plan"
−options:
− - "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"
−default: deferred
−```
−
−### 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.
−
−### 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.
−
−### The SER shall coordinate the bridging anchor location with the lateral support design.
−
−## Uplift Bridging {toc}
−
−```datasheet
−label: Net Uplift Design Pressure
−type: range
−unit: psf
−drawing_ref: true
−options:
− min: 0
− max: 60
− setpoints: [0, 10, 15, 20, 25, 30, 40, 50, 60]
−default: 0
−```
−
−### 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. {note}
−
−### ANSI/SJI 100 requires additional bridging at the bottom chord where net uplift exceeds the threshold tabulated in the SJI specification.
−
−### The SER shall provide the design uplift on the contract drawings and the manufacturer shall add the required uplift bridging to the placement plan.
−
−# Headers and Outriggers {toc}
−
−## Headers at Floor and Roof Openings {toc}
−
−### 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. {note}
−### The header transfers the load from the interrupted joists ("tail joists" or "carrier-supported joists") to the adjacent full-length joists. {note}
−
−```datasheet
−label: Headers Required
−type: radio
−options:
− - "Yes — at openings as indicated on structural drawings"
− - "No — no openings interrupt joist runs"
−default: "Yes — at openings as indicated on structural drawings"
−```
−
−```datasheet
−label: Header Type
−type: select
−drawing_ref: "structural drawings"
−options:
− - "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"
−default: deferred
−```
−
−### 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.
−
−### Header locations, sizes, and connection details are [[drawing: as indicated on the structural framing plans and opening details]].
−
−### The carrier joists shall be designated and ordered to carry the header reactions in addition to their tributary uniform load.
−
−## Top-Chord Extensions and Outriggers {toc}
−
−### Top-chord extensions extend the joist top chord beyond the bearing seat to support overhanging roof eaves, canopies, or cantilevered floor edges. {note}
−### Outriggers (also called bottom-chord extensions) extend the bottom chord similarly to support ceilings, soffits, or other suspended elements. {note}
−
−```datasheet
−label: Top-Chord Extensions
−type: radio
−options:
− - "Not required"
− - "Required — length and loading per structural drawings"
−default: "Not required"
−```
−
−```datasheet
−label: Ceiling Extensions / Outriggers (Bottom-Chord Extensions)
−type: radio
−options:
− - "Not required"
− - "Required — length and loading per structural drawings"
−default: "Not required"
−```
−
−```datasheet
−label: Extension Length
−type: range
−unit: in.
−drawing_ref: true
−options:
− min: 0
− max: 96
− setpoints: [0, 12, 18, 24, 30, 36, 42, 48, 60, 72, 96]
−default: 0
−```
−
−### 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.
−
−# Connections {toc}
−
−## Joist-to-Support Connections {toc}
−
−```datasheet
−label: Standard Joist-to-Steel Weld
−type: select
−options:
− - "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)"
−default: "Per ANSI/SJI 100 Table 5.4-1 for the specific joist designation"
−```
−
−### 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.
−
−### 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.
−
−### For LH and DLH joists, the weld length shall increase per ANSI/SJI 100 Table 5.4-1 to match the larger reactions.
−
−### 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).
−
−### 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.
−
−## Masonry and Concrete Bearing {toc}
−
−### 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.
−
−### Anchor rod size, embedment, projection, and spacing are [[drawing: as indicated on the structural masonry and bond beam details]].
−
−### Anchor rods shall be set within the SJI 200 placement tolerance of ±1/4 in. before joist arrival.
−
−### 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.
−
−### 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.
−
−# Erection {toc}
−
−## OSHA Subpart R Compliance {toc}
−
−```datasheet
−label: Erection per OSHA 29 CFR 1926 Subpart R
−type: radio
−options:
− - "Required — erector to comply with all Subpart R provisions"
−default: "Required — erector to comply with all Subpart R provisions"
−```
−
−### 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.
−
−### 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.
−
−### The SJI 200 Code of Standard Practice incorporates these OSHA requirements into industry practice. {note}
−
−## Pre-Erection Survey {toc}
−
−### 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.
−
−### Anchor rod tolerance per SJI 200 is ±1/4 in. of the grid location.
−
−### Bearing plate elevation tolerance is ±1/8 in. from the established floor or roof datum.
−
−### Deviations shall be reported to the SER before joists are landed on the non-conforming supports.
−
−### The SER shall direct correction — adjustment of the bearing element, modification of the joist seat, or other appropriate response.
−
−### Unauthorized field cutting of joists or bearing plates is not permitted.
−
−## Erection Sequence {toc}
−
−```datasheet
−label: Erection Sequence
−type: select
−drawing_ref: "approved erection plan"
−options:
− - "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"
−default: deferred
−```
−
−### Joists shall be erected in the sequence shown on the approved erection plan.
−### 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. {note}
−
−### 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.
−
−## First-Bay and Stability Considerations {toc}
−
−```datasheet
−label: First-Bay Temporary Bracing
−type: radio
−options:
− - "Required — per erection plan, removed only after bridging complete"
− - "Not required — bridging installed concurrent with joist setting"
−default: "Required — per erection plan, removed only after bridging complete"
−```
−
−### 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. {note}
−
−### The erector shall provide temporary erection bracing in the first bay as shown on the erection plan.
−
−### 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).
−
−### Single-bolt pickup or tack-weld connections shall not be relied upon for stability.
−
−## Bridging Installation {toc}
−
−### Bridging shall be installed immediately after the joists at each bridging line are set, before further loads are placed on the joists.
−
−### 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.
−
−### Field welds attaching bridging to the joist chords shall be made by qualified welders using approved WPS.
−
−### 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.
−
−## Plumbing and Alignment {toc}
−
−### The erector shall verify that joists are plumb, parallel, and aligned to the plan grid before final welding or bolting.
−
−### 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.
−
−## Field Modifications {toc}
−
−```datasheet
−label: Field Modifications to Joists
−type: radio
−options:
− - "Prohibited without written approval from manufacturer and SER"
− - "Permitted only at locations and details specifically shown on contract drawings"
−default: "Prohibited without written approval from manufacturer and SER"
−```
−
−### 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.
−
−### 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. {note}
−
−### Unauthorized field modifications void the joist's SJI certification and the manufacturer's warranty.
−
−# Tolerances {toc}
−
−## Manufacturing Tolerances {toc}
−
−### 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.
−
−### 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. {note}
−
−## Erection Tolerances {toc}
−
−### Erection tolerances per ANSI/SJI 200 Section 7 govern the position of the joist as erected and bridged: {note}
−
−- 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
−
−```datasheet
−label: Post-Erection Survey Required
−type: radio
−options:
− - "Yes — erector to submit survey documenting compliance with SJI 200 tolerances"
− - "No — visual verification by SER accepted"
−default: "Yes — erector to submit survey documenting compliance with SJI 200 tolerances"
−```
−
−### 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.
−
−### Joists found to exceed tolerance shall be reported to the SER, and corrective action shall be taken before deck is placed.
−
−# Shop and Field Finishes {toc}
−
−## Surface Preparation {toc}
−
−```datasheet
−label: Surface Preparation — Shop
−type: select
−options:
− - "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)"
−default: "AMPP SP 2 (SSPC-SP 2) — Hand tool cleaning (standard for shop-primed joists)"
−```
−
−### 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. {note}
−### SP 2 is not adequate for high-performance coating systems or for galvanizing. {note}
−
−### 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.
−
−## Shop Coating {toc}
−
−```datasheet
−label: Shop Coating System
−type: select
−options:
− - "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)"
−default: "SJI standard shop primer (one coat, gray or red oxide, manufacturer's standard)"
−```
−
−```datasheet
−label: Hot-Dip Galvanized Coating Thickness
−type: select
−unit: oz/ft^2
−options:
− - "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"
−default: "Per ASTM A123 Table 1 (varies by material category and thickness)"
−```
−
−### 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. {note}
−### The SJI standard primer is not a finish coat and is not appropriate for exposed-to-weather applications without a field-applied topcoat. {note}
−
−### 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.
−
−### 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. {note}
−
−### 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.
−
−### 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.
−
−### Most cementitious fireproofing requires bare or specifically primed steel to achieve adequate bond; see [[sync/fireproofing]] for fireproofing bond testing requirements and primer compatibility. {note}
−
−## Field Touch-Up {toc}
−
−```datasheet
−label: Field Touch-Up Coating
−type: select
−options:
− - "Match shop primer — brush or spray applied"
− - "Zinc-rich cold galvanizing compound (touch-up for galvanized joists per ASTM A780)"
− - "Per project paint specification"
−default: "Match shop primer — brush or spray applied"
−```
−
−### 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.
−
−### Touch-up shall restore the full dry film thickness of the shop coating system.
−
−### 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.
−
−### 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.
−
−# Fire-Resistance Ratings {toc}
−
−```datasheet
−label: Fire-Resistance Rating
−type: select
−drawing_ref: "structural drawings"
−options:
− - "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"
−default: "Not rated"
−```
−
−```datasheet
−label: UL Assembly Designation
−type: text
−drawing_ref: "structural and architectural drawings"
−default: deferred
−```
−
−## 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.
−
−## The rated assembly is the entire system — joists, deck or slab, ceiling, and any spray-applied or board fireproofing — not the joists alone. {note}
−
−## 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.
−
−## Spray-applied fireproofing of joists is covered in [[sync/fireproofing]]; the fireproofing applicator shall confirm primer compatibility with the joist manufacturer before applying material, and shall perform bond strength testing per ASTM E736 or as required by the listed assembly.
−
−## 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.
−
−# Testing and Inspection {toc}
−
−## Visual Inspection of Welds {toc}
−
−```datasheet
−label: Visual Inspection of Field Welds
−type: radio
−options:
− - "100% visual inspection by QA inspector (AWS CWI)"
− - "Sampling per IBC and Statement of Special Inspections"
−default: "100% visual inspection by QA inspector (AWS CWI)"
−```
−
−### 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.
−
−### 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.
−
−### 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.
−
−### The QA inspector shall record verification of each end-bearing weld pair on the inspection report.
−
−## Bolt Inspection {toc}
−
−### 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.
−
−### Bolts found to be loose or missing shall be tightened or replaced.
−
−## Bridging Inspection {toc}
−
−### 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.
−
−### 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.
−
−## Erection Survey {toc}
−
−### 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.
−
−### The survey report shall be submitted to the SER and shall flag any joist that exceeds the SJI 200 tolerance.
−
−## Special Inspector Responsibilities {toc}
−
−### 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
−
−## Nonconformance Reporting {toc}
−
−### 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.
−
−### Construction loads shall not be placed on the joist system over a documented nonconformance until the SER has reviewed and issued a written disposition.
−
−### 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).
−
−# Delivery, Storage, and Handling {toc}
−
−```datasheet
−label: Site Storage Requirements
−type: checkbox
−options:
− - "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"
−default: "Store on timber dunnage elevated above ground surface"
−```
−
−## 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.
−
−## Joists shall be loaded, transported, and unloaded in a manner that prevents bending, twisting, or coating damage.
−
−## 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.
−
−## At the site, joists shall be stored on timber dunnage or other supports that keep members clear of mud, standing water, and road dirt.
−
−## 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.
−
−## 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.
−
−## 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.
−
−## The SER shall review the condition and direct corrective action or replacement.
−
−## 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.
−
−# Warranty {toc}
−
−```datasheet
−label: Manufacturer and Erector Warranty Period
−type: select
−options:
− - "1 year from substantial completion"
− - "2 years from substantial completion"
−default: "1 year from substantial completion"
−```
−
−## 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.
−
−## 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.
−
−## 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.
−
−## Shop coating and galvanizing warranties shall be passed through to the Owner.
−
−## For galvanized joists, the galvanizer's warranty against premature coating failure (where provided) shall be documented and included in the closeout submittals.
−
−## 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.
+---
+title: Steel Joists
+category: Structural / Steel & Metal Fabrications
+description: >
+ When to use: Open-web steel joists and joist girders furnished by Steel Joist Institute member manufacturers under ANSI/SJI 100 and erected under ANSI/SJI 200. Covers K-series and KCS joists, LH-series and DLH-series long-span joists, G-series joist girders, and CJ-series composite joists. Addresses the delegated-design relationship between the Engineer of Record and the joist manufacturer, joist and erector qualification, chord and web steel selection, deflection and floor-vibration criteria, camber policy, bearing seat depth and end anchorage, bridging type and attachment, headers at framed openings, chord extensions, erection stability and erection bridging under OSHA 29 CFR 1926 Subpart R, erection tolerances, shop coating selection, field touch-up, and field inspection of joist work.
+
+ Not intended for: Hot-rolled beams, girders, columns, and shop-fabricated trusses (see [[sync/structural-steel-framing]]); the design and inspection of bolted and welded connections between hot-rolled members (see [[sync/structural-steel-connections]]); the shared administrative and quality-assurance envelope for hot-rolled steel packages (see [[sync/structural-steel-common-results]]); anchor rods, embed plates, and their setting tolerances (see [[sync/structural-steel-anchor-bolts]]); steel deck carried by the joists (see [[sync/steel-deck]]); cold-formed light-gauge framing (see [[sync/cold-formed-metal-framing]]); the concrete slab on a composite or non-composite joist floor (see [[sync/cast-in-place-concrete]]); applied fireproofing (see [[sync/fireproofing]]); the project-wide welding quality program (see [[sync/welding-requirements]]); shop coating materials and their application (see [[sync/shop-painting-and-galvanizing]]); pre-engineered metal building frames; or trusses fabricated outside the SJI catalog and furnished without an SJI load table.
+---
+
+# Scope {toc}
+
+## This standard governs the furnishing, delegated design, fabrication, delivery, erection, coating, and inspection of open-web steel joists and joist girders manufactured under the Steel Joist Institute specifications and erected under the SJI Code of Standard Practice. {note}
+
+## An open-web steel joist is not a designed member in the ordinary sense: the Engineer of Record selects a catalog designation and states the loads, and the manufacturer engineers the chords, webs, and bearing seats that deliver the cataloged capacity. Nearly every requirement in this standard exists to keep that division of responsibility explicit and enforceable. {note}
+
+## Joists reach their full stability only when bridging and the deck diaphragm are complete, so a disproportionate share of the risk in joist work sits in the hours between landing a joist and finishing its bracing. The erection provisions of this standard carry the same weight as the product provisions. {note}
+
+## This standard does not cover: {note}
+
+- The design of the supporting structure, including the beams, girders, columns, and walls on which joists bear
+- Connections between hot-rolled members, which are governed by [[sync/structural-steel-connections]]
+- Steel deck, its attachment to the joist top chord, and diaphragm design, which are governed by [[sync/steel-deck]]
+- Concrete fill, topping, and reinforcement over a joist-supported floor, which are governed by [[sync/cast-in-place-concrete]] and [[sync/concrete-reinforcement]]
+- Applied fireproofing materials, thickness, and bond verification, which are governed by [[sync/fireproofing]]
+- Shop coating materials, surface preparation classes, and coating application, which are governed by [[sync/shop-painting-and-galvanizing]]
+- Hangers and suspended supports attached to joists after erection, which are governed by [[sync/hangers-and-supports]]
+
+# Delegated Design Responsibility {toc}
+
+## Division of Engineering Responsibility {toc}
+
+### Each catalog designation encodes the joist depth, the chord series, and the chord size, and the SJI load tables published with ANSI/SJI 100 establish the safe load that designation carries at each span. A designation is therefore a capacity statement, not a section geometry. {note}
+
+### For each designation and span the SJI load tables give both the total safe uniform load and the live load that produces a deflection of L/360, which is why a designation adequate in strength can still be inadequate in service. {note}
+
+### The joist manufacturer is the specialty engineer for the joist itself and is responsible for the design of the chords, web members, bearing seats, bridging, and any manufacturer-supplied accessory.
+
+### The Engineer of Record is responsible for selecting designations, stating loads and reactions, establishing serviceability criteria, and detailing the interface between the joist and the surrounding structure.
+
+### The joist manufacturer shall not be assigned responsibility for loads, reactions, or interface conditions that the contract documents do not state.
+
+### The Engineer of Record shall not direct the internal configuration of the chord or web members.
+
+### Directing chord and web configuration displaces the manufacturer's design responsibility without transferring the manufacturer's fabrication knowledge, leaving a member that no party has fully engineered. {note}
+
+## Information Provided by the Contract Documents {toc}
+
+### Joist and joist girder designations, marks, spans, spacings, depths, and bearing elevations are [[drawing: the joist schedule and framing plans]].
+
+### Net design uplift acting on the joist system is [[drawing: the structural general notes]].
+
+### Concentrated loads, suspended loads, and their points of application are [[drawing: the structural framing plans]].
+
+### Axial forces induced in joists or joist girders acting as diaphragm chords, collectors, or drag struts are [[drawing: the lateral force resisting system plans]].
+
+### Concentrated loads shall be applied at panel points wherever the supported equipment or framing allows.
+
+### A load applied between panel points introduces local bending in the chord that the cataloged capacity does not include, and it obliges the manufacturer to reinforce the chord or add a panel point. {note}
+
+### Where a concentrated load cannot be relocated to a panel point, the Engineer of Record shall state its magnitude and its distance from the nearest panel point so the manufacturer can design the chord for local bending.
+
+### Modifications outside the standard catalog, including special profiles, pitched or sloped chords, top-chord and bottom-chord extensions, header configurations, knee braces, and depth transitions, shall be stated in the contract documents before the joists are ordered.
+
+### A modification identified after release for fabrication is a change in the joist product, not a field adjustment, and the cost of re-engineering and re-fabrication follows the party whose late direction caused it. {note}
+
+# Referenced Standards {toc}
+
+## Materials, fabrication, and erection shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
+
+## Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+| Standard | Title |
+|----------|-------|
+| ANSI/SJI 100 | Standard Specification 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, CJ-Series |
+| SJI Technical Digest 5 | Vibration of Steel Joist-Concrete Slab Floors |
+| SJI Technical Digest 9 | Handling and Erection of Steel Joists and Joist Girders |
+| ANSI/AISC 360 | Specification for Structural Steel Buildings |
+| AISC Design Guide 11 | Vibrations of Steel-Framed Structural Systems Due to Human Activity |
+| AWS D1.1/D1.1M | Structural Welding Code - Steel |
+| AWS D1.3/D1.3M | Structural Welding Code - Sheet Steel |
+| AWS QC1 | Standard for AWS Certification of Welding Inspectors |
+| 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 in Rounds and Shapes |
+| 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 with Atmospheric Corrosion Resistance |
+| ASTM A606/A606M | Steel Sheet and Strip, High-Strength, Low-Alloy, with Improved Atmospheric Corrosion Resistance |
+| ASTM A653/A653M | Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process |
+| ASTM A992/A992M | Structural Steel Shapes |
+| ASTM A1011/A1011M | Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy |
+| ASTM A307 | Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength |
+| ASTM F3125/F3125M | High Strength Structural Bolts and Assemblies (Grades A325 and A490) |
+| ASTM F1554 | Anchor Bolts, Steel, 36, 55, and 105-ksi Yield 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 |
+| ASTM A780/A780M | Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings |
+| AMPP SP 2 (SSPC-SP 2) | Hand Tool Cleaning |
+| ASCE/SEI 7 | Minimum Design Loads and Associated Criteria for Buildings and Other Structures |
+| IBC | International Building Code (Chapter 16, Structural Design; Chapter 17, Special Inspections and Tests; Chapter 22, Steel) |
+| OSHA 29 CFR 1926 Subpart R | Safety Standards for Steel Erection |
+| UL Fire Resistance Directory | Listed fire-resistance-rated floor/ceiling and roof/ceiling assemblies |
+
+# Submittals {toc}
+
+## Action Submittals {toc}
+
+### The joist manufacturer and the Contractor shall submit the following to the Engineer of Record before joists are released for fabrication:
+
+- A joist placement plan prepared under ANSI/SJI 200 showing the mark, designation, span, depth, spacing, top-chord elevation, and orientation of every joist and joist girder; the type, size, and spacing of bridging; the location of bridging anchors at end walls, bond beams, and columns; the location of headers, chord extensions, and special-profile joists; and the location and magnitude of every concentrated load carried in the design
+- Verification, for each designation shown, that the cataloged capacity at the scheduled span equals or exceeds the design loads stated in the contract documents, together with the governing deflection check
+- A bridging layout with the connection details by which bridging attaches to the joist chords and to its end anchorages
+- A schedule of special and concentrated loads showing how each was accounted for in the joist design
+- Erection drawings and an erection plan showing the erection sequence, crane positions and pick points, temporary bracing, the bridging installation sequence, and the means by which incomplete joist runs are held stable
+- Details of headers, top-chord and bottom-chord extensions, special profiles, and any other departure from the standard catalog configuration
+- Product data for the shop coating furnished, and the galvanizing details where joists are galvanized
+
+```datasheet
+label: Action Submittals Required
+type: checkbox
+options:
+ - "Joist placement plan"
+ - "Designation and capacity verification against the stated design loads"
+ - "Bridging layout and bridging anchor details"
+ - "Special and concentrated load schedule"
+ - "Erection drawings and erection plan"
+ - "Header, extension, and special-profile details"
+ - "Shop coating product data"
+default:
+ - "Joist placement plan"
+ - "Designation and capacity verification against the stated design loads"
+ - "Bridging layout and bridging anchor details"
+ - "Special and concentrated load schedule"
+ - "Erection drawings and erection plan"
+```
+
+### The joist placement plan is the manufacturer's translation of the structural drawings into orderable joist marks, and it is the document on which coordination failures surface while they are still cheap to fix. It is not a reproduction of the structural drawings and does not supersede them. {note}
+
+### Fabrication shall not begin on any joist, joist girder, bridging assembly, or accessory until the submittals covering it have been reviewed and returned.
+
+### The Contractor shall allow fifteen working days for each review cycle, measured from receipt of a complete submittal.
+
+### Where the design loads stated in the contract documents exceed the cataloged capacity of a scheduled designation at its scheduled span, the manufacturer shall report the shortfall and propose a deeper or heavier designation for the Engineer of Record's review.
+
+### The Contractor shall not substitute any designation for the one scheduled without the Engineer of Record's written approval.
+
+### A deeper or heavier joist is not a neutral substitution, because it changes bearing elevations, seat depth, dead load, and the reactions delivered to the supporting structure. {note}
+
+## Informational Submittals {toc}
+
+### The joist manufacturer shall submit the following before or with the first shipment of joists:
+
+- Certified mill test reports for the steel used in top chords, bottom chords, web members, and bearing seats, traceable to heat number and confirming compliance with the applicable ASTM specification
+- Welding procedure specifications covering shop and field welds on joists, bridging, and accessories
+- Welder and welding operator qualification records for the processes, positions, base metal groups, and joint types to be performed
+- Documentation of Steel Joist Institute membership and of the quality-certification program under which the joists are produced
+- The manufacturer's quality manual, furnished on the Engineer of Record's request
+
+```datasheet
+label: Informational Submittals Required
+type: checkbox
+options:
+ - "Certified mill test reports for chord, web, and seat steel"
+ - "Welding procedure specifications"
+ - "Welder and welding operator qualification records"
+ - "SJI membership and quality-certification documentation"
+ - "Manufacturer quality manual, on request"
+default:
+ - "Certified mill test reports for chord, web, and seat steel"
+ - "Welding procedure specifications"
+ - "Welder and welding operator qualification records"
+ - "SJI membership and quality-certification documentation"
+```
+
+## Closeout Submittals {toc}
+
+### At substantial completion the Contractor shall submit the following:
+
+- An as-built joist placement plan recording every field modification, substitution, and approved deviation
+- Field welding inspection reports covering end-bearing, bridging, anchor, and accessory welds
+- Bolt installation records where bolted end anchorage or bolted bridging was used
+- The post-erection survey report, where a written report is required by the datasheet
+- Documentation of coating touch-up, including the material used and the areas treated
+- Certificates of compliance from the joist manufacturer and from the erector
+
+```datasheet
+label: Closeout Submittals Required
+type: checkbox
+options:
+ - "As-built joist placement plan"
+ - "Field welding inspection reports"
+ - "Bolt installation records"
+ - "Post-erection survey report"
+ - "Coating touch-up documentation"
+ - "Certificates of compliance from the joist manufacturer and the erector"
+default:
+ - "As-built joist placement plan"
+ - "Field welding inspection reports"
+ - "Certificates of compliance from the joist manufacturer and the erector"
+```
+
+### The administrative envelope common to all structural steel packages on the project, including the submittal hierarchy and the coordination process between fabricator, erector, and Contractor, is established in [[sync/structural-steel-common-results]] and [[sync/submittal-and-quality-procedures]].
+
+# Quality Assurance {toc}
+
+## Joist Manufacturer Qualification {toc}
+
+### The joist manufacturer shall meet the qualification indicated in the datasheet.
+
+```datasheet
+label: Joist Manufacturer Qualification
+type: radio
+options:
+ - "Steel Joist Institute member manufacturing under the SJI quality-certification program"
+ - "Steel Joist Institute member"
+ - "Manufacturer accepted by the Engineer of Record on demonstration of an equivalent design and quality program"
+default: "Steel Joist Institute member manufacturing under the SJI quality-certification program"
+```
+
+### Steel Joist Institute membership obliges a manufacturer to produce to ANSI/SJI 100, to design to the published load tables, and to submit to an audited quality program, which is what makes a catalog designation a verifiable capacity rather than a marketing label. {note}
+
+### Products marketed as joists outside that framework may carry no published load table, no third-party design verification, and no audited quality program, so accepting one is an engineering judgment about a specific manufacturer rather than a procurement preference. {note}
+
+### Where a manufacturer outside the Steel Joist Institute is proposed, the manufacturer shall submit design calculations, load tables, and quality-program documentation specific to the products offered.
+
+### The party proposing a manufacturer outside the Steel Joist Institute shall bear the cost of the Engineer of Record's review of that proposal.
+
+## Erector Qualification {toc}
+
+### The erector shall have at least the experience indicated in the datasheet erecting open-web steel joists and joist girders.
+
+```datasheet
+label: Minimum Erector Experience with Open-Web Steel Joists
+type: range
+unit: years
+options:
+ min: 0
+ max: 10
+ setpoints: [0, 2, 3, 5, 10]
+default: 5
+```
+
+### The erector shall hold the certification indicated in the datasheet.
+
+```datasheet
+label: Erector Certification Requirement
+type: radio
+options:
+ - "AISC Certified Steel Erector"
+ - "Documented experience without third-party erector certification"
+default: "Documented experience without third-party erector certification"
+```
+
+### Where the parties disagree whether an erector's experience is comparable in scope to the work of this project, the Engineer of Record shall make the initial determination.
+
+### Joist erection is governed by a body of OSHA requirements distinct from those for rolled-shape framing, because a slender long-span truss is unstable in ways a wide-flange beam is not; experience erecting hot-rolled framing does not by itself establish competence to erect joists. {note}
+
+## Welding Qualification and Procedures {toc}
+
+### Welding procedure qualification, welder and operator qualification, filler metal selection, preheat, and the nondestructive examination program shall comply with [[sync/welding-requirements]].
+
+### Welds to hot-rolled chord, web, and seat material shall be qualified under AWS D1.1.
+
+### Welds to cold-formed sheet steel chord or web members shall be qualified under AWS D1.3.
+
+### Sheet steel is thin enough that burn-through, not fusion, is the governing risk, which is why joists built from cold-formed sections carry their own welding code rather than an exception within AWS D1.1. {note}
+
+### Welder qualification shall be current at the time the production weld is made.
+
+### A welder who has not performed production work in a qualified process within the preceding six months shall requalify before performing production welding on joist work.
+
+## Special Inspection of Joist Work {toc}
+
+### The Statement of Special Inspections, the approval of the inspection agency, and the continuous-versus-periodic designations for the project are established under IBC Chapter 17 and [[sync/special-inspections-and-testing]].
+
+### Special inspection of joist work shall cover at least the items indicated in the datasheet.
+
+```datasheet
+label: Special Inspection Scope for Joist Work
+type: checkbox
+options:
+ - "Designations and marks verified against the approved placement plan"
+ - "Camber orientation verified before bridging is welded"
+ - "Bridging type, spacing, and end anchorage verified"
+ - "End-bearing connections inspected at each joist"
+ - "Field welding witnessed or documented"
+ - "Bolted connections inspected"
+ - "Coating repair at field welds verified"
+default:
+ - "Designations and marks verified against the approved placement plan"
+ - "Camber orientation verified before bridging is welded"
+ - "Bridging type, spacing, and end anchorage verified"
+ - "End-bearing connections inspected at each joist"
+ - "Field welding witnessed or documented"
+```
+
+### Welding inspection shall be performed by an AWS Certified Welding Inspector qualified under AWS QC1, or by an inspector whose equivalent qualifications the Engineer of Record has accepted in writing.
+
+### The inspection agency shall have no business, financial, or organizational relationship with the joist manufacturer or the erector.
+
+# Joist Series and Designations {toc}
+
+## Series in Scope {toc}
+
+### The joist series used on the project shall be as indicated in the datasheet.
+
+```datasheet
+label: Joist Series in Scope
+type: checkbox
+options:
+ - "K-series open-web joists"
+ - "KCS constant shear and moment joists"
+ - "LH-series long-span joists"
+ - "DLH-series deep long-span joists"
+ - "G-series joist girders"
+ - "CJ-series composite joists"
+default:
+ - "K-series open-web joists"
+```
+
+### The SJI catalog covers the following nominal depth and span ranges, within which the manufacturer's current load tables govern the available combinations: {note}
+
+| Series | Nominal depth range | Approximate maximum span |
+|--------|---------------------|--------------------------|
+| K-series and KCS | 8 in. to 30 in. | 60 ft |
+| LH-series | 18 in. to 48 in. | 96 ft |
+| DLH-series | 52 in. to 120 in. | 240 ft |
+
+### A K-series designation states the nominal depth, the series, and the chord number, so 22K9 is a 22 in. deep K-series joist with a Number 9 chord, and the chord number correlates with chord area and therefore with cataloged capacity at a given span. {note}
+
+### LH-series and DLH-series designations follow the same pattern at greater depths, so 32LH09 is a 32 in. deep long-span joist with a Number 9 chord. {note}
+
+## Joist Girders {toc}
+
+### Requirements in this article apply where G-series joist girders are selected in the datasheet field for the joist series in scope.
+
+### A joist girder designation states the depth, the number of joist spaces, and the panel-point load, so 48G8N10K is a 48 in. deep girder with eight joist spaces each carrying a 10 kip panel-point load. {note}
+
+### Joist girders shall carry the panel-point loads stated in their designation, applied at the panel points the designation defines.
+
+### Supported joists shall be located at the girder panel points.
+
+### The number of joist spaces in the designation fixes the spacing of the joists it supports, so a field joist spacing that differs from the designation moves the loads off the panel points and invalidates the girder design. {note}
+
+### Where a load must be applied to a joist girder away from a panel point, the Engineer of Record shall state its magnitude and location so the manufacturer can add a panel point or reinforce the chord.
+
+### Where a joist girder participates in the lateral force resisting system, the bottom-chord extension and its connection to the column are [[drawing: the lateral force resisting system details]].
+
+## Composite Joists {toc}
+
+### Requirements in this article apply where CJ-series composite joists are selected in the datasheet field for the joist series in scope.
+
+### A composite joist is designed under ANSI/SJI CJ to act with the concrete slab above it, with shear transfer through studs welded through the deck to the joist top chord, so the joist and the slab form one flexural member. {note}
+
+### Composite action raises stiffness more than it raises strength, which is why it is reached for on floors where deflection or vibration, rather than capacity, sets the joist depth. {note}
+
+### Composite joists shall be designed under ANSI/SJI CJ.
+
+### The Engineer of Record shall coordinate the composite joist design with the deck profile and deck gauge specified under [[sync/steel-deck]].
+
+### The Engineer of Record shall coordinate the composite joist design with the slab thickness, concrete strength, and reinforcement specified under [[sync/cast-in-place-concrete]].
+
+### Composite joists shall not be loaded as composite members until the slab has reached the compressive strength stated in the contract documents.
+
+### Where the joists are unshored during concrete placement, the Engineer of Record shall state the construction-stage loads the bare joist must carry.
+
+## Loading That Is Not Substantially Uniform {toc}
+
+### The standard K-series, LH-series, and DLH-series load tables describe a joist under a substantially uniform load, and the web design that follows from a uniform load can be inadequate under the same total load delivered as a few concentrated ones. {note}
+
+### The method by which non-uniform loading is designated shall be as indicated in the datasheet.
+
+```datasheet
+label: Non-Uniform Loading Designation Method
+type: radio
+options:
+ - "KCS joists selected for a design shear and moment stated by the Engineer of Record"
+ - "Special joists designed to a load diagram stated by the Engineer of Record"
+ - "Catalog joists with the concentrated loads stated for the manufacturer to design"
+```
+
+### A KCS joist is designed to a constant shear and a constant moment stated by the Engineer of Record rather than to a uniform load, which lets one designation cover a range of load patterns without a project-specific load diagram. {note}
+
+### Where KCS joists are used, the Engineer of Record shall state the design shear and the design moment in the contract documents.
+
+### Where special joists designed to a load diagram are used, the Engineer of Record shall state the magnitude and location of every load in the diagram.
+
+### Specifying an ordinary catalog designation for a genuinely non-uniform load, without stating the concentrated loads, produces a joist that satisfies its published uniform-load capacity while being inadequate for the loads it will actually carry. {note}
+
+# Joist Steel and Fabrication {toc}
+
+## Chord and Web Steel {toc}
+
+### The steel from which chords and web members are fabricated shall be as indicated in the datasheet.
+
+```datasheet
+label: Joist Steel Type
+type: radio
+options:
+ - "Carbon and high-strength low-alloy steel conforming to ANSI/SJI 100"
+ - "Weathering steel conforming to ASTM A588 or ASTM A242"
+default: "Carbon and high-strength low-alloy steel conforming to ANSI/SJI 100"
+```
+
+### ANSI/SJI 100 sets a minimum yield strength of 50 ksi for chord steel and permits web steel with a minimum yield strength of 36 ksi, and it names the ASTM specifications from which each may be drawn. {note}
+
+### Chord and web steel shall conform to one of the specifications permitted by ANSI/SJI 100 for the member.
+
+### Chord and web steel shall be reported by heat number in the certified mill test reports.
+
+### The SJI load tables already account for material grade, so a designation's capacity does not rise when a higher grade is furnished. Capacity is bought with a different designation, not with a different steel. {note}
+
+### The Engineer of Record shall express required capacity through the joist designation and the stated loads rather than through a material specification.
+
+### Where weathering steel joists are selected, they shall be furnished uncoated.
+
+### Weathering steel joists shall be detailed to avoid crevices and horizontal surfaces that hold moisture.
+
+### Weathering steel develops its protective patina only through repeated wetting and drying, so it corrodes like ordinary carbon steel where it is sheltered, buried, continuously wet, or exposed to chlorides. {note}
+
+## Shop Fabrication {toc}
+
+### Joists and joist girders shall be fabricated under the manufacturer's audited quality program to the designation, span, seat depth, and accessories shown on the reviewed placement plan.
+
+### Each joist shall be marked with its designation and with the erection mark used on the placement plan.
+
+### Each joist shall carry a mark identifying the top chord, so the erector can confirm orientation before the joist is released from the crane.
+
+### Camber, sweep, depth, and overall length shall be within the fabrication tolerances of ANSI/SJI 100.
+
+# Serviceability Criteria {toc}
+
+## Roof Joist Deflection {toc}
+
+### The live-load deflection limit for roof joists shall be as indicated in the datasheet.
+
+```datasheet
+label: Roof Joist Live-Load Deflection Limit
+type: radio
+options:
+ - "L/180"
+ - "L/240"
+ - "L/360"
+default: "L/240"
+```
+
+### The deflection limit for a roof member depends on what the roof carries below it, and IBC Chapter 16 ties the limit to the ceiling type rather than to the framing material. {note}
+
+### Where a plaster or stucco ceiling is supported, the roof joist deflection limit shall be no less restrictive than L/360 regardless of the datasheet selection.
+
+## Floor Joist Deflection {toc}
+
+### The live-load deflection limit for floor joists shall be as indicated in the datasheet.
+
+```datasheet
+label: Floor Joist Live-Load Deflection Limit
+type: radio
+options:
+ - "L/360"
+ - "L/480"
+ - "L/600"
+default: "L/360"
+```
+
+### The total-load deflection limit for floor joists shall be as indicated in the datasheet.
+
+```datasheet
+label: Floor Joist Total-Load Deflection Limit
+type: radio
+options:
+ - "L/180"
+ - "L/240"
+ - "L/360"
+default: "L/240"
+```
+
+### A stricter live-load limit than the code minimum is reached for where brittle finishes, sensitive equipment, or long spans make the calculated deflection visible or consequential rather than merely acceptable. {note}
+
+### Where a deflection limit stricter than the datasheet selection applies to a specific joist, that limit is [[drawing: the joist schedule]] and governs for that joist.
+
+## Floor Vibration {toc}
+
+### The floor vibration criterion shall be as indicated in the datasheet.
+
+```datasheet
+label: Floor Vibration Design Criterion
+type: radio
+options:
+ - "No vibration analysis required"
+ - "Vibration analysis under AISC Design Guide 11 and SJI Technical Digest 5"
+```
+
+### Long-span joist floors are light and lightly damped, so they can satisfy every strength and deflection limit and still be objectionable to walk on. Deflection limits do not predict vibration response, because response depends on mass, damping, and natural frequency rather than on peak displacement. {note}
+
+### Where vibration analysis is required, the analysis shall address the occupancy stated in the contract documents.
+
+### The vibration analysis shall report the predicted response against the acceptance criterion used.
+
+### Where the vibration analysis governs the joist selection, the resulting designation shall be shown on the contract documents so the manufacturer does not propose a lighter equivalent on strength grounds.
+
+## Ponding {toc}
+
+### Roof joists shall be checked for ponding stability under IBC Chapter 16 and ASCE/SEI 7.
+
+### Ponding is a stability problem rather than a load problem: water collects in the deflected shape, the added weight deepens it, and on a flexible low-slope roof the cycle can run away. {note}
+
+### The Engineer of Record shall verify that roof slope, drainage capacity, secondary drainage, and joist stiffness together prevent progressive ponding deflection.
+
+### Camber selected to satisfy ponding stability shall be reconciled with the camber policy indicated in the datasheet before joists are released for fabrication.
+
+# Camber {toc}
+
+## Camber Policy {toc}
+
+### Camber shall be furnished in accordance with the policy indicated in the datasheet.
+
+```datasheet
+label: Joist Camber Policy
+type: radio
+options:
+ - "Standard camber tabulated in ANSI/SJI 100"
+ - "Camber sized to offset the calculated dead-load deflection"
+ - "Joists furnished without camber"
+default: "Standard camber tabulated in ANSI/SJI 100"
+```
+
+### ANSI/SJI 100 tabulates a standard camber by span, and manufacturers build it into every joist unless the contract documents direct otherwise, so standard camber is the condition a project receives by default rather than an extra it buys. {note}
+
+### Standard camber offsets part of the dead-load deflection so the joist sits approximately level under sustained dead load, which means a joist erected before its dead load arrives will read visibly high. {note}
+
+### Where a joist requires a camber that differs from the datasheet policy, the required camber is [[drawing: the joist schedule]] and governs for that joist.
+
+### Where camber other than the standard is specified, the Engineer of Record shall verify that the resulting installed elevation is compatible with roof slope, drainage, ceiling coordination, and floor flatness requirements.
+
+### Camber shall not be used to correct a deflection that exceeds the applicable deflection limit.
+
+## Camber Orientation {toc}
+
+### Joists shall be erected with the camber upward.
+
+### The erector shall verify the orientation of each joist against the manufacturer's top-chord mark before the joist is welded or bolted in place.
+
+### A joist erected inverted shall be released, turned, and re-set at the Contractor's cost.
+
+### Inverted erection is among the most common joist erection errors and is nearly invisible once deck is placed, which is why it is verified before bridging is welded rather than at final inspection. {note}
+
+# Bearing and End Anchorage {toc}
+
+## Bearing Seat Depth {toc}
+
+### The bearing seat depth shall be as indicated in the datasheet.
+
+```datasheet
+label: Bearing Seat Depth Policy
+type: radio
+options:
+ - "Standard seat depth for the joist series"
+ - "Special seat depth to match the adjacent framing elevation"
+default: "Standard seat depth for the joist series"
+```
+
+### The standard seat depths under ANSI/SJI 100 are as follows: {note}
+
+| Series | Standard bearing seat depth |
+|--------|-----------------------------|
+| K-series and KCS | 2-1/2 in. |
+| LH-series and DLH-series | 5 in. |
+| Joist girders | 7-1/2 in. |
+
+### The seat depth sets the distance between the top of the supporting member and the top of the joist chord, so it is the dimension that decides whether joists and beams deliver a common deck surface. {note}
+
+### Where a special seat depth is selected, the Engineer of Record shall state the required depth for each affected joist.
+
+### The manufacturer shall confirm that a special seat can develop the joist reaction at the stated depth.
+
+### A special seat is a fabricated departure from the manufacturer's standard detail and carries both a cost and a lead-time consequence, so it earns its place where framing elevations cannot be reconciled any other way. {note}
+
+## Minimum Bearing Length {toc}
+
+### Joist seats shall bear on their supports for at least the length required by ANSI/SJI 100 for the series:
+
+| Series | Minimum bearing on steel | Minimum bearing on masonry or concrete |
+|--------|--------------------------|----------------------------------------|
+| K-series and KCS | 2-1/2 in. | 4 in. |
+| LH-series and DLH-series | 4 in. | 6 in. |
+| Joist girders | As required by ANSI/SJI 100 | As required by ANSI/SJI 100 |
+
+### The minimum bearing length exists so the seat is fully supported and the reaction spreads over enough area to avoid local crushing of masonry or concrete beneath it. {note}
+
+### A bearing length shorter than the minimum shall not be used without the Engineer of Record's written approval.
+
+### An approval of reduced bearing length shall state the compensating detail, whether a thicker bearing plate, a reinforced bearing, or a modified seat.
+
+## Anchorage to Steel Supports {toc}
+
+### Joists bearing on steel shall be anchored by the method indicated in the datasheet.
+
+```datasheet
+label: Joist Anchorage to Steel Supports
+type: radio
+options:
+ - "Field welded to the supporting steel"
+ - "Field bolted with ASTM A307 bolts"
+ - "Field bolted with ASTM F3125 Grade A325 bolts"
+default: "Field welded to the supporting steel"
+```
+
+### End anchorage carries more than the vertical reaction: it resists uplift, transfers diaphragm and stability forces into the supporting member, and holds the joist against rotation until the deck is complete. {note}
+
+### The minimum end attachment under ANSI/SJI 100 shall be as follows, except where a larger attachment is required by the stated uplift or lateral forces:
+
+| Series | Minimum welded attachment | Bolted alternative |
+|--------|---------------------------|--------------------|
+| K-series and KCS | Two 1/8 in. fillet welds, each 1 in. long | Two 1/2 in. bolts |
+| LH-series and DLH-series | Two 1/4 in. fillet welds, each 2 in. long | Two 3/4 in. bolts |
+
+### Where the stated uplift or lateral forces exceed what the minimum attachment develops, the manufacturer shall design the enlarged attachment.
+
+### An enlarged end attachment shall be shown on the placement plan.
+
+### Bolted end anchorage shall be used where field welding would damage a coating that the project requires to remain continuous, or where adjacent work makes welding impractical.
+
+### Bolt size, quantity, and grade for a bolted end anchorage shall be established by the manufacturer for the designation.
+
+### The Engineer of Record shall confirm the bolted end anchorage against the stated reactions before fabrication is released.
+
+## Anchorage at Masonry and Concrete Bearing {toc}
+
+### Joists bearing on masonry or concrete shall be anchored by the method indicated in the datasheet.
+
+```datasheet
+label: Joist Anchorage at Masonry and Concrete Bearing
+type: radio
+options:
+ - "Anchor rods through the joist seat into the bond beam"
+ - "Field welded to a steel bearing plate set in the bond beam"
+ - "Not applicable, because no joists bear on masonry or concrete"
+```
+
+### Joist seats bearing on masonry shall bear on a steel bearing plate set on the bond beam rather than directly on the masonry.
+
+### Anchor rod material, diameter, embedment, projection, and setting tolerance shall comply with [[sync/structural-steel-anchor-bolts]].
+
+### Anchor rods at joist bearings shall conform to ASTM F1554.
+
+### The bond beam, its reinforcement, and the grouting of the cells beneath the bearing shall comply with [[sync/unit-masonry]].
+
+### Anchor rods and bearing plates shall be set and their positions verified before joists are delivered to the bearing.
+
+### An anchor rod discovered out of position after a joist is landed has only expensive remedies, because the joist cannot be set aside and the masonry cannot be moved. {note}
+
+### Bearing plates at concrete bearing shall be cast in with headed studs, or post-installed with anchors designed for the joist reaction, as the construction sequence requires.
+
+## Uplift and Lateral Anchorage {toc}
+
+### Requirements in this article apply where the contract documents state a net uplift acting on the joist system.
+
+### The manufacturer shall design the joist, its end anchorage, and its bridging for the stated net uplift in addition to the gravity loads.
+
+### Under net uplift the bottom chord goes into compression, and a member sized as a tension chord and braced only at bridging lines is then the least stable element in the roof. {note}
+
+### Bottom-chord bridging required by ANSI/SJI 100 for the stated uplift shall be shown on the placement plan.
+
+### Bottom-chord bridging required for uplift shall be installed before the roof is enclosed and exposed to design wind.
+
+### Joists resisting uplift shall be anchored to their supports for the full stated uplift reaction.
+
+### The uplift anchorage at each joist end shall be detailed by the manufacturer.
+
+# Bridging {toc}
+
+## Bridging Function and Extent {toc}
+
+### Bridging holds the joist chords against lateral-torsional buckling during erection, before the deck provides diaphragm restraint, and in service under uplift, vibration, and load reversal. {note}
+
+### The cataloged capacity of a joist assumes its required bridging is installed and anchored, so bridging is part of the joist design rather than an accessory to it.
+
+### Bridging type, size, and spacing shall be as required by ANSI/SJI 100 for the joist designation and span.
+
+### Bridging type, size, and spacing shall be shown on the reviewed placement plan.
+
+### ANSI/SJI 100 prescribes bridging type and spacing from the designation and span, so it is not a project selection; diagonal bridging appears where horizontal bridging cannot hold the unbraced chord length within its buckling limit. {note}
+
+### Horizontal bridging is a continuous angle running perpendicular to the joists and attached to each chord it crosses; diagonal bridging is a pair of crossed angles between adjacent joists at the bridging line. {note}
+
+### Bridging shall not be omitted, relocated, or reduced without the written approval of both the joist manufacturer and the Engineer of Record.
+
+## Bridging Attachment {toc}
+
+### Bridging shall be attached to the joist chords by the method indicated in the datasheet.
+
+```datasheet
+label: Bridging Attachment Method
+type: radio
+options:
+ - "Welded to the joist chords"
+ - "Bolted to the joist chords"
+default: manufacturer
+```
+
+### The manufacturer shall show the bridging attachment method on the placement plan.
+
+### Bolted bridging shall be used where the joists are galvanized and the project requires the coating to remain continuous.
+
+### Field welding burns through a galvanized coating and leaves a zone that touch-up restores only partially, which is why a galvanized joist system and welded bridging are an awkward pairing. {note}
+
+## Bridging Anchorage {toc}
+
+### Each bridging line shall be anchored at both ends to a support capable of resisting the accumulated bracing force, whether an end wall, a bond beam, or a column.
+
+### The manufacturer shall design the bridging end anchorage.
+
+### The type and location of every bridging end anchorage shall be shown on the placement plan.
+
+### The Engineer of Record shall confirm that the element receiving each bridging anchor is part of the lateral load path and can accept the anchor force.
+
+### A bridging line anchored only to the joists it crosses braces nothing, because the whole row can translate together; the anchorage is what converts a row of bridging into restraint. {note}
+
+### Locations where bridging anchors land on walls or columns are [[drawing: the framing plans and wall sections]].
+
+# Openings, Headers, and Chord Extensions {toc}
+
+## Headers at Framed Openings {toc}
+
+### A header carries the interrupted joists at a framed opening and delivers their reactions as concentrated loads into the full-length joists on each side of the opening. {note}
+
+### Opening locations, sizes, and header framing details are [[drawing: the framing plans and opening details]].
+
+### Headers shall be furnished by the party indicated in the datasheet.
+
+```datasheet
+label: Opening Header Supplier
+type: radio
+options:
+ - "Joist manufacturer, furnishing SJI joist headers"
+ - "Structural steel fabricator, furnishing rolled-shape headers"
+```
+
+### Header supply is a recurring scope gap, because a joist header is a joist product and a rolled-shape header is a structural steel product, and an opening detailed without naming the supplier reaches the field with neither party having ordered it. {note}
+
+### Where rolled-shape headers are furnished, their material, fabrication, and connections shall comply with [[sync/structural-steel-framing]] and [[sync/structural-steel-connections]].
+
+### The joists carrying the header reactions shall be designated for those concentrated loads in addition to their tributary uniform load.
+
+### The Engineer of Record shall state the header reactions and their locations so the carrying joists can be designed for them.
+
+### An opening that was not designed shall not be cut in an erected joist system.
+
+### An opening added after fabrication shall be treated as a field modification.
+
+## Top-Chord and Bottom-Chord Extensions {toc}
+
+### A top-chord extension carries the joist chord past the bearing to support an eave, canopy, or cantilevered floor edge; a bottom-chord extension, also called a ceiling extension or outrigger, does the same at the bottom chord to carry a ceiling or soffit. {note}
+
+### Extension locations, lengths, and the loads they carry are [[drawing: the framing plans and eave details]].
+
+### Chord extensions shall be furnished by the joist manufacturer as part of the joist.
+
+### The manufacturer shall design each extension and the chord that carries it for the stated extension loads.
+
+### An extension is a cantilever off a chord that was sized for a simple span, so its load reaches back into the joist as a reversal the catalog design does not include. {note}
+
+### Extensions shall not be fabricated in the field by adding material to an erected joist.
+
+# Erection {toc}
+
+## Compliance with Steel Erection Safety Requirements {toc}
+
+### Erection of joists and joist girders shall comply with OSHA 29 CFR 1926 Subpart R.
+
+### The requirements of 29 CFR 1926.757 for open-web steel joists are conditions of the work and are not subject to relaxation by the erection plan.
+
+### ANSI/SJI 200 and SJI Technical Digest 9 give the industry practice that corresponds to those requirements, and the erection plan shall be consistent with both.
+
+### Joists and joist girders shall not be used as anchorage points for a fall arrest system unless a qualified person has approved that use in writing.
+
+### Fall protection anchorage for the project is established under [[sync/fall-protection-anchorage]].
+
+## Pre-Erection Verification {toc}
+
+### Before joists are landed, the erector shall verify that bearing elevations, bearing plate positions, and anchor rod locations are within the tolerances of ANSI/SJI 200 and [[sync/structural-steel-anchor-bolts]].
+
+### A joist shall not be placed on a supporting structure that is not itself stabilized.
+
+### Deviations exceeding tolerance shall be reported to the Engineer of Record before any joist is landed on the affected support.
+
+### The Engineer of Record shall direct the correction, whether by adjusting the bearing, modifying the seat, or another remedy.
+
+### The party whose work produced the out-of-tolerance support shall bear the cost of correcting it.
+
+### Field cutting of joists or bearing plates to accommodate an out-of-tolerance support shall not be performed.
+
+## Stability During Erection {toc}
+
+### The erector shall not release the hoisting cable from a joist until the joist is attached at both ends and the erection bridging required for its span is installed and anchored.
+
+### Where columns are not framed in at least two directions with solid-web structural steel members, a joist shall be field bolted at the column to provide lateral stability during erection.
+
+### Where a joist cannot be installed at the column, a vertical stabilizer plate shall be provided on each column for the joists, extending below the bottom chord and drilled to receive a plumbing or guying cable.
+
+### Column stabilizer plates shall be furnished with the hot-rolled structural steel under [[sync/structural-steel-framing]].
+
+### Column stabilizer plates shall be shown on the structural steel shop drawings.
+
+### The stabilizer plate is a small item on the fabricator's drawings and an immovable obstacle in the field, because it cannot be added once the column is erected and the joists cannot be safely set without it. {note}
+
+### The bottom chords of joists at columns shall be restrained against rotation until the final connections are made.
+
+### Joists spanning more than 60 ft shall be set in tandem with all bridging installed, unless a qualified person has designed an alternative method providing equivalent stability and has included it in the erection plan.
+
+### Temporary erection bracing shall be provided where the erection plan requires it.
+
+### Temporary erection bracing shall remain until the bridging that replaces it is installed and anchored.
+
+### A tack weld or a single bolt shall not be relied upon for stability at any stage of erection.
+
+## Erection Bridging by Span {toc}
+
+### Erection bridging shall be installed and anchored before the hoisting cable is released, in accordance with 29 CFR 1926.757:
+
+| Joist span | Erection bridging required before the hoisting cable is released |
+|------------|------------------------------------------------------------------|
+| Over 40 ft through 60 ft | One row of bolted diagonal bridging near midspan |
+| Over 60 ft through 100 ft | All rows of bridging bolted diagonal, with two rows near midspan |
+| Over 100 ft | All rows of bridging bolted diagonal, all rows installed |
+
+### The erection plan shall identify, for each joist span on the project, which of these categories applies.
+
+### Bolted diagonal bridging is required at these spans because it stabilizes the joist as soon as its bolts are made up, whereas welded bridging leaves the joist unbraced for as long as the welding takes. {note}
+
+## Bridging Installation {toc}
+
+### Bridging shall be installed at each bridging line immediately after the joists it crosses are set.
+
+### A bridging line shall not be treated as complete until its end anchorages are made.
+
+### Bolted bridging shall be brought to a snug condition unless the manufacturer's placement plan requires pretensioning.
+
+### Field welds attaching bridging to the joist chords shall be made by welders qualified under [[sync/welding-requirements]] using a reviewed welding procedure specification.
+
+## Placing Construction Loads {toc}
+
+### Construction loads shall not be placed on a joist run until all bridging required by the placement plan is installed and anchored and all end-bearing connections are complete.
+
+### Bundles of deck shall be landed on joists only where the conditions of 29 CFR 1926.757 for landing bundles are satisfied, including placing the bundle within one foot of the bearing.
+
+### A deck bundle is the heaviest single load most joists ever see, and it arrives before the deck it contains can provide any diaphragm restraint. {note}
+
+### The Contractor shall distribute stored materials on a completed joist system so that no joist carries more than the uniform load its designation supports.
+
+## Plumbing and Alignment {toc}
+
+### The erector shall verify that joists are plumb, parallel, and set to the plan grid before final welding or bolting.
+
+### A joist found out of alignment shall be released, adjusted, and re-secured before its bridging is welded.
+
+### Once bridging is welded, correcting alignment means cutting bridging welds and repairing the coating, so alignment is a pre-bridging check rather than a punch list item. {note}
+
+## Field Modification of Joists {toc}
+
+### No modification that affects the strength of a joist or joist girder shall be made without the written approval of the Engineer of Record and the joist manufacturer.
+
+### Field cutting, drilling, coping, or welding of joist chords or web members shall be performed only where the modification is shown in the contract documents or covered by a written approval.
+
+### Chords and web members are proportioned close to their capacity, so cutting a web to clear a duct, drilling a chord for a hanger, or welding a clip for a suspended load changes the member's capacity rather than merely marking it. {note}
+
+### An approved modification shall be executed to a detail furnished by the joist manufacturer.
+
+### The reinforcement that an approved modification detail requires shall be installed before the joist is loaded.
+
+### The Contractor shall bear the cost of engineering, detailing, and executing a modification made necessary by work under the Contractor's control.
+
+### An unauthorized field modification voids the manufacturer's warranty for the affected joist, and the affected joist shall be evaluated by the Engineer of Record before it is loaded.
+
+### Suspended loads hung from joists after erection shall be attached at panel points in accordance with [[sync/hangers-and-supports]] and within the suspended load allowance stated in the contract documents.
+
+# Erection Tolerances {toc}
+
+## Tolerance Compliance {toc}
+
+### The erected position, elevation, spacing, and plumbness of joists and joist girders shall be within the erection tolerances of ANSI/SJI 200.
+
+### The erector shall verify tolerance compliance before deck is placed.
+
+### Deck placement is the practical deadline for tolerance correction, because a joist under deck can no longer be released and re-set without removing work that other trades have already followed. {note}
+
+### A joist found outside tolerance shall be reported to the Engineer of Record.
+
+### The Engineer of Record shall issue a written disposition for an out-of-tolerance joist before deck is placed over it.
+
+## Post-Erection Survey {toc}
+
+### The post-erection verification shall be documented as indicated in the datasheet.
+
+```datasheet
+label: Post-Erection Survey Documentation
+type: radio
+options:
+ - "Written survey report submitted to the Engineer of Record"
+ - "Visual verification by the Engineer of Record without a written report"
+```
+
+### Where a written survey report is required, it shall record joist position, bearing elevation, spacing, plumbness, and camber orientation.
+
+### The survey report shall identify every joist outside the tolerances of ANSI/SJI 200.
+
+### The Contractor shall retain the surveyor where a written survey report is required.
+
+### The Contractor shall bear the cost of the post-erection survey.
+
+# Shop Coating and Field Touch-Up {toc}
+
+## Shop Coating Selection {toc}
+
+### The shop coating shall be as indicated in the datasheet.
+
+```datasheet
+label: Shop Coating System
+type: radio
+options:
+ - "Shop primer"
+ - "Hot-dip galvanized coating conforming to ASTM A123"
+ - "Uncoated, to receive applied fireproofing"
+default: "Shop primer"
+```
+
+### Coating materials, surface preparation classes, dry film thickness, and application requirements are governed by [[sync/shop-painting-and-galvanizing]]; this standard establishes only which system the joists receive and the joist-specific detailing each system requires.
+
+### The standard shop primer on a joist is a shipping and short-term storage coating, not a finish, and it is not a corrosion-protection system for a joist that will remain exposed to weather. {note}
+
+### Where joists remain exposed to view or to weather in the finished building, the finish coating system shall be specified in the contract documents.
+
+### A finish coating system applied to joists shall be applied over a primer compatible with it.
+
+## Galvanizing Details for Joists {toc}
+
+### Requirements in this article apply where a hot-dip galvanized coating is selected in the datasheet.
+
+### The manufacturer shall detail the joists for galvanizing before fabrication, including vent and drain openings in closed sections and at bearing seats.
+
+### An unvented closed section entering a zinc bath at roughly 840 °F turns trapped moisture into steam with no way out, which is a safety hazard at the kettle rather than a coating defect. {note}
+
+### The manufacturer and the Engineer of Record shall confirm that vent and drain openings do not fall where they would reduce a member's capacity.
+
+### Galvanizing subjects a fabricated joist to a thermal cycle that can change its camber and sweep, so the manufacturer shall verify after galvanizing that the joist remains within the fabrication tolerances of ANSI/SJI 100.
+
+### Hardware galvanized separately from the joists shall conform to ASTM A153.
+
+## Coating Where Fireproofing Is Applied {toc}
+
+### Requirements in this article apply where joists are selected to receive applied fireproofing.
+
+### Joists to receive applied fireproofing shall be furnished uncoated, or with a primer that has been tested for bond with the fireproofing material at the thickness to be applied.
+
+### Most cementitious fireproofing bonds to bare or specifically qualified primed steel, so an ordinary shop primer can be the reason a fireproofing bond test fails. {note}
+
+### The fireproofing applicator shall confirm primer compatibility with the joist manufacturer before material is applied.
+
+### Bond verification on fireproofed joists shall be performed under [[sync/fireproofing]].
+
+### The open-web geometry presents chord, web, and seat surfaces on every side, and missed coverage at the web-to-chord intersections is the common deficiency, so those intersections shall be specifically inspected.
+
+## Field Touch-Up {toc}
+
+### Field welds, bolted connections, areas of coating damaged in shipping or erection, and field-cut or field-drilled surfaces shall be cleaned to AMPP SP 2 and coated within twenty-four hours of exposure.
+
+### Touch-up shall restore the dry film thickness of the shop coating system.
+
+### Touch-up on galvanized joists shall be performed under ASTM A780 with a zinc-rich material that restores galvanic protection.
+
+### Bare areas on a galvanized joist exceeding the limits ASTM A780 permits for field repair shall be reported to the Engineer of Record.
+
+### The Engineer of Record shall direct either re-galvanizing or an alternative remedy for bare areas beyond the field-repair limits.
+
+### The Contractor shall bear the cost of touch-up and re-coating made necessary by damage occurring after the joists leave the fabricating shop.
+
+# Fire-Resistance-Rated Assemblies {toc}
+
+## Rated Assembly Compliance {toc}
+
+### Required fire-resistance ratings and the listed assembly designations that satisfy them are [[drawing: the fire-resistance-rated assembly schedule]].
+
+### Where joists occur in a rated floor/ceiling or roof/ceiling assembly, the assembly shall be constructed to the listed design identified in the contract documents.
+
+### The rating belongs to the whole assembly, which includes the joists, the deck or slab, the ceiling, and the fireproofing, so no single component of it carries a rating on its own. {note}
+
+### Substituting any component of a listed assembly, including a different joist series or a different deck profile, shall not be done without either selecting a different listed design or obtaining a written engineering evaluation acceptable to the authority having jurisdiction.
+
+### The joist series and depth used in a listed assembly shall be confirmed against the listing before joists are released for fabrication.
+
+### The rated assemblies themselves are specified under [[sync/fire-rated-wall-and-floor-assemblies]], and the applied fireproofing under [[sync/fireproofing]].
+
+# Field Inspection of Joist Work {toc}
+
+## End-Bearing Weld Inspection {toc}
+
+### End-bearing welds shall be visually inspected to the extent indicated in the datasheet.
+
+```datasheet
+label: End-Bearing Weld Visual Inspection Extent
+type: radio
+options:
+ - "Every joist end-bearing connection"
+ - "Periodic sampling under the Statement of Special Inspections"
+default: "Every joist end-bearing connection"
+```
+
+### An end-bearing attachment is two short welds, and a joist missing one of them looks identical to a joist that has both, so the inspection cost of checking every seat is small against the consequence of missing one. {note}
+
+### Visual inspection shall verify weld size, weld length, the number of welds at each seat, fusion at the weld toes, and the absence of cracks, undercut, and overlap.
+
+### The inspector shall record verification of each end-bearing connection on the inspection report.
+
+## Bridging and Accessory Weld Inspection {toc}
+
+### Bridging, anchor, header, and accessory welds shall be visually inspected to the extent indicated in the datasheet.
+
+```datasheet
+label: Bridging and Accessory Weld Visual Inspection Extent
+type: radio
+options:
+ - "Every bridging and accessory weld"
+ - "Periodic sampling under the Statement of Special Inspections"
+default: "Periodic sampling under the Statement of Special Inspections"
+```
+
+### The inspector shall verify, for each bridging line in each bay, that the bridging type and spacing match the reviewed placement plan and that both ends of the line are anchored.
+
+### Missing or unanchored bridging shall be reported to the Engineer of Record on discovery.
+
+## Bolted Connection Inspection {toc}
+
+### Where bolted end anchorage or bolted bridging is used, the inspector shall verify that all bolts are present and are tightened to the condition the manufacturer requires.
+
+### The inspector shall verify that bolt holes are within the tolerances of ANSI/SJI 100 and that no hole has been enlarged by burning.
+
+### Loose or missing bolts shall be tightened or replaced and re-inspected.
+
+## Nonconforming Joist Work {toc}
+
+### Joist work that does not conform to the contract documents, the reviewed placement plan, or ANSI/SJI 100 and ANSI/SJI 200 shall be documented as a nonconformance and reported in writing to the Engineer of Record, the Contractor, and the Owner.
+
+### Construction loads shall not be placed over a documented nonconformance until the Engineer of Record has issued a written disposition.
+
+### Each disposition shall be one of the following: reject and replace; accept as-is supported by a written engineering evaluation; or accept with a stated compensating measure such as added bridging or a supplemental connection.
+
+### The cost of evaluating and correcting a nonconformance shall be borne by the party whose work produced it.
+
+### The cost of re-inspection following a rejection shall be borne by the party whose work was rejected.
+
+# Delivery, Storage, and Handling {toc}
+
+## Delivery and Site Storage {toc}
+
+### Joists shall be delivered in the manufacturer's bundling, marked with the designation, the erection mark, and the project identification.
+
+### Site storage shall satisfy the requirements indicated in the datasheet.
+
+```datasheet
+label: Site Storage and Handling Requirements
+type: checkbox
+options:
+ - "Store on dunnage clear of the ground"
+ - "Store with the camber upward"
+ - "Provide intermediate dunnage between stacked bundles"
+ - "Store to prevent water from ponding on the top chord"
+ - "Cover stored joists to protect the shop coating"
+ - "Separate galvanized members from uncoated members"
+default:
+ - "Store on dunnage clear of the ground"
+ - "Store with the camber upward"
+ - "Provide intermediate dunnage between stacked bundles"
+ - "Store to prevent water from ponding on the top chord"
+```
+
+### Joists shall be loaded, transported, and unloaded so that no member is bent, twisted, or racked and no coating is abraded.
+
+### Long LH-series and DLH-series joists are flexible enough to take a permanent set from inadequate support in transit, so the carrier shall provide intermediate dunnage at the spacing the manufacturer's shipping instructions require.
+
+### Joists shall be lifted at the pick points the manufacturer identifies.
+
+### A joist picked at midspan hangs as a beam loaded opposite to its design, which puts the top chord in tension and the bottom chord in compression in a member braced for neither. {note}
+
+## Damaged Members {toc}
+
+### Joists arriving with kinks, bends, twists, sweep outside the fabrication tolerance, or coating damage beyond touch-up limits shall be reported to the Engineer of Record and the joist manufacturer before erection.
+
+### The Engineer of Record shall direct repair, acceptance, or replacement of a damaged joist in writing.
+
+### Damaged joists shall not be straightened in the field without the manufacturer's written direction.
+
+### Heat straightening leaves a heat-affected zone in a member whose capacity depends on the strength of thin chord material, so a field-straightened joist is no longer the member the load table describes. {note}
+
+# Warranty and Correction Period {toc}
+
+## Correction Period {toc}
+
+### The joist manufacturer and the erector shall each warrant their work for the period indicated in the datasheet, measured from the date of substantial completion.
+
+```datasheet
+label: Correction Period for Joist Fabrication and Erection
+type: range
+unit: years
+options:
+ min: 1
+ max: 5
+ setpoints: [1, 2, 3, 5]
+default: 1
+```
+
+### The joist manufacturer shall warrant the joists and joist girders against defects in material and workmanship, including fabrication errors, weld defects, and dimensional nonconformance that appears under service load.
+
+### The erector shall warrant the erection work, including alignment, plumbness, completeness of bridging, end anchorage, and damage caused to members or coatings by erection operations.
+
+### Where a warranted defect is corrected, the corrected work shall carry a fresh correction period of the same length measured from the date of the correction, or the remainder of the original period, whichever ends later.
+
+### The party performing a warranty correction shall bear the cost of removing and replacing other work that must be disturbed to reach the defect.
+
+## Warranty Exclusions {toc}
+
+### The warranty does not cover loading beyond the design loads stated in the contract documents.
+
+### The warranty does not cover unauthorized field modification of a joist.
+
+### The warranty does not cover damage caused by the work of other trades after the erector has completed and turned over the joist system.
+
+### The warranty does not cover corrosion of joists in an environment more aggressive than the one the specified coating system addresses.
+
+### Shop coating and galvanizing warranties shall be assigned to the Owner and included in the closeout submittals.
+
+### Field touch-up is not covered by the shop coating warranty, and responsibility for touch-up performance rests with the party that applied it.
+
+### Bonds and the form of the warranty documents are established under [[sync/warranties-and-bonds]].