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Steel Joists

Rev7
IssuedAug 26, 2026
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1 Scope

NOTE 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. (1.1)
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. (1.2)
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. (1.3)
NOTE This standard does not cover: (1.4)
  • 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 Structural Steel ConnectionsStructural Steel ConnectionsResolves to the current adopted revision.sync/structural-steel-connections
  • Steel deck, its attachment to the joist top chord, and diaphragm design, which are governed by Steel DeckSteel DeckResolves to the current adopted revision.sync/steel-deck
  • Concrete fill, topping, and reinforcement over a joist-supported floor, which are governed by Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete and Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement
  • Applied fireproofing materials, thickness, and bond verification, which are governed by FireproofingApplied FireproofingResolves to the current adopted revision.sync/fireproofing
  • Shop coating materials, surface preparation classes, and coating application, which are governed by Shop Painting And GalvanizingShop Painting and Galvanizing of SteelResolves to the current adopted revision.sync/shop-painting-and-galvanizing
  • Hangers and suspended supports attached to joists after erection, which are governed by Hangers And SupportsHangers and Supports for Mechanical Piping and EquipmentResolves to the current adopted revision.sync/hangers-and-supports

2 Delegated Design Responsibility

2.1 Division of Engineering Responsibility

NOTE 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. (2.1.1)
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. (2.1.2)
2.1.3 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.
2.1.4 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.
2.1.5 The joist manufacturer shall not be assigned responsibility for loads, reactions, or interface conditions that the contract documents do not state.
2.1.6 The Engineer of Record shall not direct the internal configuration of the chord or web members.
NOTE 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. (2.1.7)

2.2 Information Provided by the Contract Documents

2.2.1 Joist and joist girder designations, marks, spans, spacings, depths, and bearing elevations are the joist schedule and framing plans.
2.2.2 Net design uplift acting on the joist system is the structural general notes.
2.2.3 Concentrated loads, suspended loads, and their points of application are the structural framing plans.
2.2.4 Axial forces induced in joists or joist girders acting as diaphragm chords, collectors, or drag struts are the lateral force resisting system plans.
2.2.5 Concentrated loads shall be applied at panel points wherever the supported equipment or framing allows.
NOTE 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. (2.2.6)
2.2.7 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.
2.2.8 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.
NOTE 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. (2.2.9)

3 Referenced Standards

3.1 Materials, fabrication, and erection shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
3.2 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

4 Submittals

4.1 Action Submittals

4.1.1 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
Action Submittals Requiredcheckbox
☑ 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
NOTE 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. (4.1.2)
4.1.3 Fabrication shall not begin on any joist, joist girder, bridging assembly, or accessory until the submittals covering it have been reviewed and returned.
4.1.4 The Contractor shall allow fifteen working days for each review cycle, measured from receipt of a complete submittal.
4.1.5 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.
4.1.6 The Contractor shall not substitute any designation for the one scheduled without the Engineer of Record's written approval.
NOTE 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. (4.1.7)

4.2 Informational Submittals

4.2.1 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
Informational Submittals Requiredcheckbox
☑ 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

4.3 Closeout Submittals

4.3.1 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
Closeout Submittals Requiredcheckbox
☑ 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
4.3.2 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 Structural Steel Common ResultsCommon Work Results for Structural SteelResolves to the current adopted revision.sync/structural-steel-common-results and Submittal And Quality ProceduresSubmittal and Quality ProceduresResolves to the current adopted revision.sync/submittal-and-quality-procedures.

5 Quality Assurance

5.1 Joist Manufacturer Qualification

5.1.1 The joist manufacturer shall meet the qualification indicated in the datasheet.
Joist Manufacturer Qualificationradio
● 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
NOTE 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. (5.1.2)
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. (5.1.3)
5.1.4 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.
5.1.5 The party proposing a manufacturer outside the Steel Joist Institute shall bear the cost of the Engineer of Record's review of that proposal.

5.2 Erector Qualification

5.2.1 The erector shall have at least the experience indicated in the datasheet erecting open-web steel joists and joist girders.
Minimum Erector Experience with Open-Web Steel Joistsrange
years
23510
5.2.2 The erector shall hold the certification indicated in the datasheet.
Erector Certification Requirementradio
○ AISC Certified Steel Erector
● Documented experience without third-party erector certification
5.2.3 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.
NOTE 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. (5.2.4)

5.3 Welding Qualification and Procedures

5.3.1 Welding procedure qualification, welder and operator qualification, filler metal selection, preheat, and the nondestructive examination program shall comply with Welding RequirementsWelding RequirementsResolves to the current adopted revision.sync/welding-requirements.
5.3.2 Welds to hot-rolled chord, web, and seat material shall be qualified under AWS D1.1.
5.3.3 Welds to cold-formed sheet steel chord or web members shall be qualified under AWS D1.3.
NOTE 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. (5.3.4)
5.3.5 Welder qualification shall be current at the time the production weld is made.
5.3.6 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.

5.4 Special Inspection of Joist Work

5.4.1 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 Special Inspections And TestingSpecial Inspections and Structural TestingResolves to the current adopted revision.sync/special-inspections-and-testing.
5.4.2 Special inspection of joist work shall cover at least the items indicated in the datasheet.
Special Inspection Scope for Joist Workcheckbox
☑ 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
5.4.3 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.
5.4.4 The inspection agency shall have no business, financial, or organizational relationship with the joist manufacturer or the erector.

6 Joist Series and Designations

6.1 Series in Scope

6.1.1 The joist series used on the project shall be as indicated in the datasheet.
Joist Series in Scopecheckbox
☑ 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
NOTE The SJI catalog covers the following nominal depth and span ranges, within which the manufacturer's current load tables govern the available combinations: (6.1.2)
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
NOTE 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. (6.1.3)
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. (6.1.4)

6.2 Joist Girders

6.2.1 Requirements in this article apply where G-series joist girders are selected in the datasheet field for the joist series in scope.
NOTE 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. (6.2.2)
6.2.3 Joist girders shall carry the panel-point loads stated in their designation, applied at the panel points the designation defines.
6.2.4 Supported joists shall be located at the girder panel points.
NOTE 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. (6.2.5)
6.2.6 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.
6.2.7 Where a joist girder participates in the lateral force resisting system, the bottom-chord extension and its connection to the column are the lateral force resisting system details.

6.3 Composite Joists

6.3.1 Requirements in this article apply where CJ-series composite joists are selected in the datasheet field for the joist series in scope.
NOTE 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. (6.3.2)
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. (6.3.3)
6.3.4 Composite joists shall be designed under ANSI/SJI CJ.
6.3.5 The Engineer of Record shall coordinate the composite joist design with the deck profile and deck gauge specified under Steel DeckSteel DeckResolves to the current adopted revision.sync/steel-deck.
6.3.6 The Engineer of Record shall coordinate the composite joist design with the slab thickness, concrete strength, and reinforcement specified under Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete.
6.3.7 Composite joists shall not be loaded as composite members until the slab has reached the compressive strength stated in the contract documents.
6.3.8 Where the joists are unshored during concrete placement, the Engineer of Record shall state the construction-stage loads the bare joist must carry.

6.4 Loading That Is Not Substantially Uniform

NOTE 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. (6.4.1)
6.4.2 The method by which non-uniform loading is designated shall be as indicated in the datasheet.
Non-Uniform Loading Designation Methodradio
○ 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
NOTE 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. (6.4.3)
6.4.4 Where KCS joists are used, the Engineer of Record shall state the design shear and the design moment in the contract documents.
6.4.5 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.
NOTE 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. (6.4.6)

7 Joist Steel and Fabrication

7.1 Chord and Web Steel

7.1.1 The steel from which chords and web members are fabricated shall be as indicated in the datasheet.
Joist Steel Typeradio
● Carbon and high-strength low-alloy steel conforming to ANSI/SJI 100
○ Weathering steel conforming to ASTM A588 or ASTM A242
NOTE 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. (7.1.2)
7.1.3 Chord and web steel shall conform to one of the specifications permitted by ANSI/SJI 100 for the member.
7.1.4 Chord and web steel shall be reported by heat number in the certified mill test reports.
NOTE 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. (7.1.5)
7.1.6 The Engineer of Record shall express required capacity through the joist designation and the stated loads rather than through a material specification.
7.1.7 Where weathering steel joists are selected, they shall be furnished uncoated.
7.1.8 Weathering steel joists shall be detailed to avoid crevices and horizontal surfaces that hold moisture.
NOTE 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. (7.1.9)

7.2 Shop Fabrication

7.2.1 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.
7.2.2 Each joist shall be marked with its designation and with the erection mark used on the placement plan.
7.2.3 Each joist shall carry a mark identifying the top chord, so the erector can confirm orientation before the joist is released from the crane.
7.2.4 Camber, sweep, depth, and overall length shall be within the fabrication tolerances of ANSI/SJI 100.

8 Serviceability Criteria

8.1 Roof Joist Deflection

8.1.1 The live-load deflection limit for roof joists shall be as indicated in the datasheet.
Roof Joist Live-Load Deflection Limitradio
○ L/180
● L/240
○ L/360
NOTE 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. (8.1.2)
8.1.3 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.

8.2 Floor Joist Deflection

8.2.1 The live-load deflection limit for floor joists shall be as indicated in the datasheet.
Floor Joist Live-Load Deflection Limitradio
● L/360
○ L/480
○ L/600
8.2.2 The total-load deflection limit for floor joists shall be as indicated in the datasheet.
Floor Joist Total-Load Deflection Limitradio
○ L/180
● L/240
○ L/360
NOTE 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. (8.2.3)
8.2.4 Where a deflection limit stricter than the datasheet selection applies to a specific joist, that limit is the joist schedule and governs for that joist.

8.3 Floor Vibration

8.3.1 The floor vibration criterion shall be as indicated in the datasheet.
Floor Vibration Design Criterionradio
○ No vibration analysis required
○ Vibration analysis under AISC Design Guide 11 and SJI Technical Digest 5
NOTE 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. (8.3.2)
8.3.3 Where vibration analysis is required, the analysis shall address the occupancy stated in the contract documents.
8.3.4 The vibration analysis shall report the predicted response against the acceptance criterion used.
8.3.5 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.

8.4 Ponding

8.4.1 Roof joists shall be checked for ponding stability under IBC Chapter 16 and ASCE/SEI 7.
NOTE 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. (8.4.2)
8.4.3 The Engineer of Record shall verify that roof slope, drainage capacity, secondary drainage, and joist stiffness together prevent progressive ponding deflection.
8.4.4 Camber selected to satisfy ponding stability shall be reconciled with the camber policy indicated in the datasheet before joists are released for fabrication.

9 Camber

9.1 Camber Policy

9.1.1 Camber shall be furnished in accordance with the policy indicated in the datasheet.
Joist Camber Policyradio
● Standard camber tabulated in ANSI/SJI 100
○ Camber sized to offset the calculated dead-load deflection
○ Joists furnished without camber
NOTE 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. (9.1.2)
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. (9.1.3)
9.1.4 Where a joist requires a camber that differs from the datasheet policy, the required camber is the joist schedule and governs for that joist.
9.1.5 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.
9.1.6 Camber shall not be used to correct a deflection that exceeds the applicable deflection limit.

9.2 Camber Orientation

9.2.1 Joists shall be erected with the camber upward.
9.2.2 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.
9.2.3 A joist erected inverted shall be released, turned, and re-set at the Contractor's cost.
NOTE 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. (9.2.4)

10 Bearing and End Anchorage

10.1 Bearing Seat Depth

10.1.1 The bearing seat depth shall be as indicated in the datasheet.
Bearing Seat Depth Policyradio
● Standard seat depth for the joist series
○ Special seat depth to match the adjacent framing elevation
NOTE The standard seat depths under ANSI/SJI 100 are as follows: (10.1.2)
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.
NOTE 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. (10.1.3)
10.1.4 Where a special seat depth is selected, the Engineer of Record shall state the required depth for each affected joist.
10.1.5 The manufacturer shall confirm that a special seat can develop the joist reaction at the stated depth.
NOTE 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. (10.1.6)

10.2 Minimum Bearing Length

10.2.1 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
NOTE 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. (10.2.2)
10.2.3 A bearing length shorter than the minimum shall not be used without the Engineer of Record's written approval.
10.2.4 An approval of reduced bearing length shall state the compensating detail, whether a thicker bearing plate, a reinforced bearing, or a modified seat.

10.3 Anchorage to Steel Supports

10.3.1 Joists bearing on steel shall be anchored by the method indicated in the datasheet.
Joist Anchorage to Steel Supportsradio
● Field welded to the supporting steel
○ Field bolted with ASTM A307 bolts
○ Field bolted with ASTM F3125 Grade A325 bolts
NOTE 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. (10.3.2)
10.3.3 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
10.3.4 Where the stated uplift or lateral forces exceed what the minimum attachment develops, the manufacturer shall design the enlarged attachment.
10.3.5 An enlarged end attachment shall be shown on the placement plan.
10.3.6 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.
10.3.7 Bolt size, quantity, and grade for a bolted end anchorage shall be established by the manufacturer for the designation.
10.3.8 The Engineer of Record shall confirm the bolted end anchorage against the stated reactions before fabrication is released.

10.4 Anchorage at Masonry and Concrete Bearing

10.4.1 Joists bearing on masonry or concrete shall be anchored by the method indicated in the datasheet.
Joist Anchorage at Masonry and Concrete Bearingradio
○ 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
10.4.2 Joist seats bearing on masonry shall bear on a steel bearing plate set on the bond beam rather than directly on the masonry.
10.4.3 Anchor rod material, diameter, embedment, projection, and setting tolerance shall comply with Structural Steel Anchor BoltsAnchor Rods and Embedded SteelResolves to the current adopted revision.sync/structural-steel-anchor-bolts.
10.4.4 Anchor rods at joist bearings shall conform to ASTM F1554.
10.4.5 The bond beam, its reinforcement, and the grouting of the cells beneath the bearing shall comply with Unit MasonryUnit MasonryResolves to the current adopted revision.sync/unit-masonry.
10.4.6 Anchor rods and bearing plates shall be set and their positions verified before joists are delivered to the bearing.
NOTE 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. (10.4.7)
10.4.8 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.

10.5 Uplift and Lateral Anchorage

10.5.1 Requirements in this article apply where the contract documents state a net uplift acting on the joist system.
10.5.2 The manufacturer shall design the joist, its end anchorage, and its bridging for the stated net uplift in addition to the gravity loads.
NOTE 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. (10.5.3)
10.5.4 Bottom-chord bridging required by ANSI/SJI 100 for the stated uplift shall be shown on the placement plan.
10.5.5 Bottom-chord bridging required for uplift shall be installed before the roof is enclosed and exposed to design wind.
10.5.6 Joists resisting uplift shall be anchored to their supports for the full stated uplift reaction.
10.5.7 The uplift anchorage at each joist end shall be detailed by the manufacturer.

11 Bridging

11.1 Bridging Function and Extent

NOTE 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. (11.1.1)
11.1.2 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.
11.1.3 Bridging type, size, and spacing shall be as required by ANSI/SJI 100 for the joist designation and span.
11.1.4 Bridging type, size, and spacing shall be shown on the reviewed placement plan.
NOTE 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. (11.1.5)
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. (11.1.6)
11.1.7 Bridging shall not be omitted, relocated, or reduced without the written approval of both the joist manufacturer and the Engineer of Record.

11.2 Bridging Attachment

11.2.1 Bridging shall be attached to the joist chords by the method indicated in the datasheet.
Bridging Attachment Methodradio
○ Welded to the joist chords
○ Bolted to the joist chords
Manufacturer's standard (by default)
11.2.2 The manufacturer shall show the bridging attachment method on the placement plan.
11.2.3 Bolted bridging shall be used where the joists are galvanized and the project requires the coating to remain continuous.
NOTE 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. (11.2.4)

11.3 Bridging Anchorage

11.3.1 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.
11.3.2 The manufacturer shall design the bridging end anchorage.
11.3.3 The type and location of every bridging end anchorage shall be shown on the placement plan.
11.3.4 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.
NOTE 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. (11.3.5)
11.3.6 Locations where bridging anchors land on walls or columns are the framing plans and wall sections.

12 Openings, Headers, and Chord Extensions

12.1 Headers at Framed Openings

NOTE 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. (12.1.1)
12.1.2 Opening locations, sizes, and header framing details are the framing plans and opening details.
12.1.3 Headers shall be furnished by the party indicated in the datasheet.
Opening Header Supplierradio
○ Joist manufacturer, furnishing SJI joist headers
○ Structural steel fabricator, furnishing rolled-shape headers
NOTE 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. (12.1.4)
12.1.5 Where rolled-shape headers are furnished, their material, fabrication, and connections shall comply with Structural Steel FramingStructural Steel FramingResolves to the current adopted revision.sync/structural-steel-framing and Structural Steel ConnectionsStructural Steel ConnectionsResolves to the current adopted revision.sync/structural-steel-connections.
12.1.6 The joists carrying the header reactions shall be designated for those concentrated loads in addition to their tributary uniform load.
12.1.7 The Engineer of Record shall state the header reactions and their locations so the carrying joists can be designed for them.
12.1.8 An opening that was not designed shall not be cut in an erected joist system.
12.1.9 An opening added after fabrication shall be treated as a field modification.

12.2 Top-Chord and Bottom-Chord Extensions

NOTE 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. (12.2.1)
12.2.2 Extension locations, lengths, and the loads they carry are the framing plans and eave details.
12.2.3 Chord extensions shall be furnished by the joist manufacturer as part of the joist.
12.2.4 The manufacturer shall design each extension and the chord that carries it for the stated extension loads.
NOTE 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. (12.2.5)
12.2.6 Extensions shall not be fabricated in the field by adding material to an erected joist.

13 Erection

13.1 Compliance with Steel Erection Safety Requirements

13.1.1 Erection of joists and joist girders shall comply with OSHA 29 CFR 1926 Subpart R.
13.1.2 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.
13.1.3 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.
13.1.4 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.
13.1.5 Fall protection anchorage for the project is established under Fall Protection AnchorageRoof and Facade Fall Protection AnchorageResolves to the current adopted revision.sync/fall-protection-anchorage.

13.2 Pre-Erection Verification

13.2.1 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 Structural Steel Anchor BoltsAnchor Rods and Embedded SteelResolves to the current adopted revision.sync/structural-steel-anchor-bolts.
13.2.2 A joist shall not be placed on a supporting structure that is not itself stabilized.
13.2.3 Deviations exceeding tolerance shall be reported to the Engineer of Record before any joist is landed on the affected support.
13.2.4 The Engineer of Record shall direct the correction, whether by adjusting the bearing, modifying the seat, or another remedy.
13.2.5 The party whose work produced the out-of-tolerance support shall bear the cost of correcting it.
13.2.6 Field cutting of joists or bearing plates to accommodate an out-of-tolerance support shall not be performed.

13.3 Stability During Erection

13.3.1 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.
13.3.2 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.
13.3.3 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.
13.3.4 Column stabilizer plates shall be furnished with the hot-rolled structural steel under Structural Steel FramingStructural Steel FramingResolves to the current adopted revision.sync/structural-steel-framing.
13.3.5 Column stabilizer plates shall be shown on the structural steel shop drawings.
NOTE 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. (13.3.6)
13.3.7 The bottom chords of joists at columns shall be restrained against rotation until the final connections are made.
13.3.8 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.
13.3.9 Temporary erection bracing shall be provided where the erection plan requires it.
13.3.10 Temporary erection bracing shall remain until the bridging that replaces it is installed and anchored.
13.3.11 A tack weld or a single bolt shall not be relied upon for stability at any stage of erection.

13.4 Erection Bridging by Span

13.4.1 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
13.4.2 The erection plan shall identify, for each joist span on the project, which of these categories applies.
NOTE 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. (13.4.3)

13.5 Bridging Installation

13.5.1 Bridging shall be installed at each bridging line immediately after the joists it crosses are set.
13.5.2 A bridging line shall not be treated as complete until its end anchorages are made.
13.5.3 Bolted bridging shall be brought to a snug condition unless the manufacturer's placement plan requires pretensioning.
13.5.4 Field welds attaching bridging to the joist chords shall be made by welders qualified under Welding RequirementsWelding RequirementsResolves to the current adopted revision.sync/welding-requirements using a reviewed welding procedure specification.

13.6 Placing Construction Loads

13.6.1 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.
13.6.2 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.
NOTE 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. (13.6.3)
13.6.4 The Contractor shall distribute stored materials on a completed joist system so that no joist carries more than the uniform load its designation supports.

13.7 Plumbing and Alignment

13.7.1 The erector shall verify that joists are plumb, parallel, and set to the plan grid before final welding or bolting.
13.7.2 A joist found out of alignment shall be released, adjusted, and re-secured before its bridging is welded.
NOTE 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. (13.7.3)

13.8 Field Modification of Joists

13.8.1 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.
13.8.2 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.
NOTE 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. (13.8.3)
13.8.4 An approved modification shall be executed to a detail furnished by the joist manufacturer.
13.8.5 The reinforcement that an approved modification detail requires shall be installed before the joist is loaded.
13.8.6 The Contractor shall bear the cost of engineering, detailing, and executing a modification made necessary by work under the Contractor's control.
13.8.7 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.
13.8.8 Suspended loads hung from joists after erection shall be attached at panel points in accordance with Hangers And SupportsHangers and Supports for Mechanical Piping and EquipmentResolves to the current adopted revision.sync/hangers-and-supports and within the suspended load allowance stated in the contract documents.

14 Erection Tolerances

14.1 Tolerance Compliance

14.1.1 The erected position, elevation, spacing, and plumbness of joists and joist girders shall be within the erection tolerances of ANSI/SJI 200.
14.1.2 The erector shall verify tolerance compliance before deck is placed.
NOTE 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. (14.1.3)
14.1.4 A joist found outside tolerance shall be reported to the Engineer of Record.
14.1.5 The Engineer of Record shall issue a written disposition for an out-of-tolerance joist before deck is placed over it.

14.2 Post-Erection Survey

14.2.1 The post-erection verification shall be documented as indicated in the datasheet.
Post-Erection Survey Documentationradio
○ Written survey report submitted to the Engineer of Record
○ Visual verification by the Engineer of Record without a written report
14.2.2 Where a written survey report is required, it shall record joist position, bearing elevation, spacing, plumbness, and camber orientation.
14.2.3 The survey report shall identify every joist outside the tolerances of ANSI/SJI 200.
14.2.4 The Contractor shall retain the surveyor where a written survey report is required.
14.2.5 The Contractor shall bear the cost of the post-erection survey.

15 Shop Coating and Field Touch-Up

15.1 Shop Coating Selection

15.1.1 The shop coating shall be as indicated in the datasheet.
Shop Coating Systemradio
● Shop primer
○ Hot-dip galvanized coating conforming to ASTM A123
○ Uncoated, to receive applied fireproofing
15.1.2 Coating materials, surface preparation classes, dry film thickness, and application requirements are governed by Shop Painting And GalvanizingShop Painting and Galvanizing of SteelResolves to the current adopted revision.sync/shop-painting-and-galvanizing; this standard establishes only which system the joists receive and the joist-specific detailing each system requires.
NOTE 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. (15.1.3)
15.1.4 Where joists remain exposed to view or to weather in the finished building, the finish coating system shall be specified in the contract documents.
15.1.5 A finish coating system applied to joists shall be applied over a primer compatible with it.

15.2 Galvanizing Details for Joists

15.2.1 Requirements in this article apply where a hot-dip galvanized coating is selected in the datasheet.
15.2.2 The manufacturer shall detail the joists for galvanizing before fabrication, including vent and drain openings in closed sections and at bearing seats.
NOTE 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. (15.2.3)
15.2.4 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.
15.2.5 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.
15.2.6 Hardware galvanized separately from the joists shall conform to ASTM A153.

15.3 Coating Where Fireproofing Is Applied

15.3.1 Requirements in this article apply where joists are selected to receive applied fireproofing.
15.3.2 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.
NOTE 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. (15.3.3)
15.3.4 The fireproofing applicator shall confirm primer compatibility with the joist manufacturer before material is applied.
15.3.5 Bond verification on fireproofed joists shall be performed under FireproofingApplied FireproofingResolves to the current adopted revision.sync/fireproofing.
15.3.6 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.

15.4 Field Touch-Up

15.4.1 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.
15.4.2 Touch-up shall restore the dry film thickness of the shop coating system.
15.4.3 Touch-up on galvanized joists shall be performed under ASTM A780 with a zinc-rich material that restores galvanic protection.
15.4.4 Bare areas on a galvanized joist exceeding the limits ASTM A780 permits for field repair shall be reported to the Engineer of Record.
15.4.5 The Engineer of Record shall direct either re-galvanizing or an alternative remedy for bare areas beyond the field-repair limits.
15.4.6 The Contractor shall bear the cost of touch-up and re-coating made necessary by damage occurring after the joists leave the fabricating shop.

16 Fire-Resistance-Rated Assemblies

16.1 Rated Assembly Compliance

16.1.1 Required fire-resistance ratings and the listed assembly designations that satisfy them are the fire-resistance-rated assembly schedule.
16.1.2 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.
NOTE 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. (16.1.3)
16.1.4 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.
16.1.5 The joist series and depth used in a listed assembly shall be confirmed against the listing before joists are released for fabrication.
16.1.6 The rated assemblies themselves are specified under Fire Rated Wall And Floor AssembliesFire-Resistance-Rated AssembliesResolves to the current adopted revision.sync/fire-rated-wall-and-floor-assemblies, and the applied fireproofing under FireproofingApplied FireproofingResolves to the current adopted revision.sync/fireproofing.

17 Field Inspection of Joist Work

17.1 End-Bearing Weld Inspection

17.1.1 End-bearing welds shall be visually inspected to the extent indicated in the datasheet.
End-Bearing Weld Visual Inspection Extentradio
● Every joist end-bearing connection
○ Periodic sampling under the Statement of Special Inspections
NOTE 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. (17.1.2)
17.1.3 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.
17.1.4 The inspector shall record verification of each end-bearing connection on the inspection report.

17.2 Bridging and Accessory Weld Inspection

17.2.1 Bridging, anchor, header, and accessory welds shall be visually inspected to the extent indicated in the datasheet.
Bridging and Accessory Weld Visual Inspection Extentradio
○ Every bridging and accessory weld
● Periodic sampling under the Statement of Special Inspections
17.2.2 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.
17.2.3 Missing or unanchored bridging shall be reported to the Engineer of Record on discovery.

17.3 Bolted Connection Inspection

17.3.1 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.
17.3.2 The inspector shall verify that bolt holes are within the tolerances of ANSI/SJI 100 and that no hole has been enlarged by burning.
17.3.3 Loose or missing bolts shall be tightened or replaced and re-inspected.

17.4 Nonconforming Joist Work

17.4.1 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.
17.4.2 Construction loads shall not be placed over a documented nonconformance until the Engineer of Record has issued a written disposition.
17.4.3 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.
17.4.4 The cost of evaluating and correcting a nonconformance shall be borne by the party whose work produced it.
17.4.5 The cost of re-inspection following a rejection shall be borne by the party whose work was rejected.

18 Delivery, Storage, and Handling

18.1 Delivery and Site Storage

18.1.1 Joists shall be delivered in the manufacturer's bundling, marked with the designation, the erection mark, and the project identification.
18.1.2 Site storage shall satisfy the requirements indicated in the datasheet.
Site Storage and Handling Requirementscheckbox
☑ 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
18.1.3 Joists shall be loaded, transported, and unloaded so that no member is bent, twisted, or racked and no coating is abraded.
18.1.4 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.
18.1.5 Joists shall be lifted at the pick points the manufacturer identifies.
NOTE 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. (18.1.6)

18.2 Damaged Members

18.2.1 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.
18.2.2 The Engineer of Record shall direct repair, acceptance, or replacement of a damaged joist in writing.
18.2.3 Damaged joists shall not be straightened in the field without the manufacturer's written direction.
NOTE 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. (18.2.4)

19 Warranty and Correction Period

19.1 Correction Period

19.1.1 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.
Correction Period for Joist Fabrication and Erectionrange
years
1235
19.1.2 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.
19.1.3 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.
19.1.4 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.
19.1.5 The party performing a warranty correction shall bear the cost of removing and replacing other work that must be disturbed to reach the defect.

19.2 Warranty Exclusions

19.2.1 The warranty does not cover loading beyond the design loads stated in the contract documents.
19.2.2 The warranty does not cover unauthorized field modification of a joist.
19.2.3 The warranty does not cover damage caused by the work of other trades after the erector has completed and turned over the joist system.
19.2.4 The warranty does not cover corrosion of joists in an environment more aggressive than the one the specified coating system addresses.
19.2.5 Shop coating and galvanizing warranties shall be assigned to the Owner and included in the closeout submittals.
19.2.6 Field touch-up is not covered by the shop coating warranty, and responsibility for touch-up performance rests with the party that applied it.
19.2.7 Bonds and the form of the warranty documents are established under Warranties And BondsWarranties and BondsResolves to the current adopted revision.sync/warranties-and-bonds.

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