Structural Steel Connections
Remake for template neutrality (from-scratch field inventory, five-state defaults, parameters and derived fields, schedule deferrals)
Showing changes from Rev 5
to Rev 6
in Structural Steel Connections.
−---
−title: Structural Steel Connections
−category: Structural / Steel & Metal Fabrications
−toc_depth: 3
−description: >
− When to use: Bolted and welded connections joining hot-rolled structural steel framing members — shear (simple) connections, fully restrained and partially restrained moment connections, bracing and gusset-plate connections, column splices, and base plate connections. Covers high-strength bolt assemblies under ASTM F3125 (Grade A325 and A490), the four RCSC pretensioning methods (turn-of-nut, calibrated wrench, twist-off tension-control bolts, and direct-tension-indicator washers), snug-tight versus pretensioned versus slip-critical joints, faying-surface slip classes and qualified coatings, bolt holes, weld types and joint configurations under AWS D1.1, welding procedure specifications and welder qualification, preheat and weld access, delegated connection design, and the full bolt and weld inspection and nondestructive-examination program. Applicable to buildings in all seismic design categories; seismic demand-critical and protected-zone provisions follow AISC 341 and AWS D1.8 where triggered.
− Not intended for: Selection and material of the framing members themselves, fabrication, erection, camber, tolerances, and coatings, which are addressed in the companion standard [[sync/structural-steel-framing]]; connections of open-web steel joists and joist girders to their supports (see [[sync/steel-joists]]); steel deck attachment, puddle welds, and sidelap fasteners (see [[sync/steel-deck]]); cold-formed light-gauge connections (see [[sync/cold-formed-metal-framing]]); anchorage of base plate anchor rods into concrete (see [[sync/cast-in-place-concrete]]); fasteners for miscellaneous and architectural metalwork (see [[sync/miscellaneous-metals]]); or stainless-steel and aluminum connections.
−---
−
−# Scope {toc}
−
−## This specification covers the design responsibility, materials, installation, and inspection of the bolted and welded connections that join hot-rolled structural steel framing members into a complete, load-carrying structure. {note}
−## It is the connection-focused companion to [[sync/structural-steel-framing]]: the framing standard governs the members, their fabrication, erection, and coatings, while this standard governs how those members are fastened to one another. {note}
−
−## The framing standard and this standard shall be read together, and where a requirement appears in both, the more stringent shall govern.
−
−## Connections shall conform to ANSI/AISC 360-22 (Specification for Structural Steel Buildings), principally Chapter J (Design of Connections), to ANSI/AISC 303-22 (Code of Standard Practice for Steel Buildings and Bridges) for trade practice and connection-design responsibility, to the RCSC Specification for Structural Joints Using High-Strength Bolts (2020) for all high-strength bolting, and to AWS D1.1:2025 (Structural Welding Code — Steel) for all welding.
−
−## Where the project is assigned to Seismic Design Category C, D, E, or F, ANSI/AISC 341-22 (Seismic Provisions) and AWS D1.8:2016 (Seismic Supplement) shall additionally govern connections in the seismic force-resisting system.
−
−## A connection is where the load path is made or broken; the way bolts are pretensioned and verified, faying surfaces are prepared, welds are qualified and inspected, and design responsibility is assigned are treated as load-bearing requirements, not paperwork. {note}
−
−## A connection that "looks tight" but was never verified, or a complete-joint-penetration weld that was never ultrasonically tested where the code requires it, is a defective connection regardless of appearance. {note}
−
−## Connection Types in Scope {toc}
−
−### The connection types within this scope include simple (shear) connections such as shear tabs, double-angle, single-angle, seated, and end-plate shear connections; fully restrained (FR) and partially restrained (PR) moment connections; vertical and horizontal bracing connections and their gusset plates; column splices; column base plate connections (the steel-side bolting and welding, not the concrete anchorage); and the connection elements — angles, tees, plates, stiffeners, and continuity plates — required to complete them. {note}
−
−### Connection geometry, member sizes, and the design forces are [[drawing: as indicated on the structural framing plans, connection schedules, and connection detail sheets]].
−
−### This standard governs how those connections are made and verified, not which member frames where.
−
−# Referenced Standards {toc}
−
−## Connections shall comply with the latest adopted edition of each standard listed below.
−
−## Where conflicts exist, the more stringent requirement shall govern unless the Structural Engineer of Record (SER) directs otherwise in writing.
−
−## The project structural general notes and connection design basis govern over default assumptions in this specification.
−
−## Standards Reference Table {toc}
−
−| Standard | Title |
−|----------|-------|
−| ANSI/AISC 360-22 | Specification for Structural Steel Buildings (Chapter J — Design of Connections) |
−| ANSI/AISC 303-22 | Code of Standard Practice for Steel Buildings and Bridges |
−| ANSI/AISC 341-22 | Seismic Provisions for Structural Steel Buildings (where applicable) |
−| ANSI/AISC 358-22 | Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications (where applicable) |
−| RCSC 2020 | Specification for Structural Joints Using High-Strength Bolts |
−| AWS D1.1:2025 | Structural Welding Code — Steel |
−| AWS D1.8:2016 | Structural Welding Code — Seismic Supplement |
−| AWS A5-series | Filler Metal Specifications (electrodes, wires, and fluxes by process) |
−| AWS QC1 | Standard for AWS Certification of Welding Inspectors |
−| ASTM F3125/F3125M | High Strength Structural Bolts and Assemblies (consolidates A325, A490, F1852, F2280) |
−| ASTM A563/A563M | Carbon and Alloy Steel Nuts |
−| ASTM F436/F436M | Hardened Steel Washers |
−| ASTM F959/F959M | Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners |
−| ASTM A1085/A1085M | Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS) |
−| ASTM A6/A6M | General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling |
−| ASTM A123/A123M | Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products |
−| ASTM B695 | Coatings of Zinc Mechanically Deposited on Iron and Steel |
−| ASTM F2329/F2329M | Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts |
−| AISC G4.2 | Guidelines for the Qualification of Structural Bolting Inspectors |
−| ASNT SNT-TC-1A | Personnel Qualification and Certification in Nondestructive Testing |
−| IBC 2021 | International Building Code (Chapter 17, Special Inspections and Tests) |
−
−# Submittals {toc}
−
−## Action Submittals {toc}
−
−### The Contractor and fabricator shall submit the following for review by the SER prior to fabricating or installing any connection:
−
−- Connection design calculations, where connection design is delegated to the fabricator, sealed by a licensed structural engineer in the state of the project (see Connection Design below)
−- Connection shop drawings showing all connection elements, plate sizes and grades, bolt patterns, hole types and sizes, edge and end distances, gauges, weld symbols, weld sizes, joint geometry, backing and weld-access-hole details, and the faying-surface treatment required at each slip-critical joint
−- Welding procedure specifications (WPS) for every welded joint, prequalified or qualified under AWS D1.1:2025, listing the essential variables: base metals and groups, filler metal classification, welding process, position, preheat and interpass temperature, heat input range, and joint geometry
−- Procedure qualification records (PQR) supporting each non-prequalified WPS
−- Welder and welding operator qualification records per AWS D1.1:2025 Clause 7 (and Clause 8 where applicable), showing process, position, base metal group, and qualification date for each individual
−- Bolt assembly certifications and test reports for each lot of high-strength fasteners under ASTM F3125, including the manufacturer's certified mechanical test results and the rotational-capacity (RC) test results for the matched bolt-nut-washer (and DTI where used) assembly per RCSC 2020
−- Filler-metal certifications (AWS A5-series) including Charpy V-notch (CVN) toughness data where demand-critical welds are required
−- Direct-tension-indicator product data and ASTM F959 conformance, where DTIs are the selected pretensioning method
−- Pre-installation verification (PIV) plan describing the tension-measuring device, the verification frequency, and the records to be kept
−- Nondestructive examination (NDE) plan identifying methods, extent by weld type and risk category, acceptance criteria, and personnel qualifications
−
−```datasheet
−label: Action Submittals Required
−type: checkbox
−options:
− - "Connection design calculations (where delegated, PE-sealed)"
− - "Connection shop drawings (bolt patterns, weld symbols, joint details)"
− - "Welding procedure specifications (WPS)"
− - "Procedure qualification records (PQR) — non-prequalified WPS"
− - "Welder and welding operator qualification records (AWS D1.1 Clause 7)"
− - "Bolt assembly certifications and rotational-capacity (RC) test reports (ASTM F3125)"
− - "Filler-metal certifications with CVN data where demand-critical"
− - "Direct-tension-indicator product data (ASTM F959), if used"
− - "Pre-installation verification (PIV) plan"
− - "Nondestructive examination (NDE) plan"
−default: "Connection shop drawings (bolt patterns, weld symbols, joint details)"
−```
−
−### Connection work shall not begin until the corresponding submittals have been reviewed and returned.
−
−### Submittals shall be coordinated with the member submittals required by [[sync/structural-steel-framing]] so that connection elements, hole patterns, and weld access conditions are consistent with the approved member shop drawings.
−
−## Closeout Submittals {toc}
−
−### At substantial completion, the Contractor shall provide:
−
−- Bolt installation and inspection records, organized by connection, documenting the pretensioning method, the PIV results for each lot and each day, and the inspection results for each pretensioned and slip-critical joint
−- Welding inspection records, including the visual inspection report for every weld and the NDE reports (UT, RT, MT, PT as applicable) for every weld subjected to NDE, cross-referenced to weld location and WPS
−- A non-conformance and repair log listing every rejected weld or bolt, the disposition, the repair WPS or procedure used, and the re-inspection result
−- Certificates of compliance from the fabricator and erector attesting that the connections were made in accordance with the contract documents, RCSC 2020, and AWS D1.1:2025
−
−```datasheet
−label: Required Closeout Submittals
−type: checkbox
−options:
− - "Bolt installation and inspection records (by connection, with PIV results)"
− - "Welding inspection records (visual and NDE reports cross-referenced to WPS)"
− - "Non-conformance and repair log (rejections, dispositions, re-inspections)"
− - "Certificates of compliance from fabricator and erector (RCSC 2020, AWS D1.1)"
−default:
− - "Bolt installation and inspection records (by connection, with PIV results)"
− - "Welding inspection records (visual and NDE reports cross-referenced to WPS)"
− - "Non-conformance and repair log (rejections, dispositions, re-inspections)"
− - "Certificates of compliance from fabricator and erector (RCSC 2020, AWS D1.1)"
−```
−
−# Quality Assurance {toc}
−
−## QC and QA Framework {toc}
−
−### Connection quality is governed by AISC 360-22 Chapter N, which separates quality control (QC) — the fabricator's and erector's own internal program — from quality assurance (QA) — the independent verification performed by an inspector retained by or on behalf of the Owner with no financial relationship to the fabricator or erector. {note}
−
−### The two functions are distinct; QA inspection does not relieve the fabricator or erector of QC responsibility.
−
−### The QA plan shall identify each inspection task as Observe (O), performed on a random unannounced basis without delaying production, or Perform (P), carried out for each applicable joint or member, per AISC 360-22 Tables N5.4 and N5.6.
−
−## Fabricator and Erector Certification {toc}
−
−### The fabricator and erector qualifications, including AISC certification category, are established in [[sync/structural-steel-framing]] and are not repeated here. {note}
−
−### The connection scope shall be performed only by a fabricator and erector meeting the qualifications established in [[sync/structural-steel-framing]].
−
−### Seismic force-resisting connections require, at minimum, an AISC Advanced (ADV) certified fabricator as established in the framing standard.
−
−## Welder Qualification {toc}
−
−```datasheet
−label: Welder Qualification Basis
−type: radio
−options:
− - "AWS D1.1:2025 Clause 7 (production-weld qualification)"
− - "AWS D1.1:2025 Clause 7 with CVN toughness testing (seismic demand-critical welds)"
−default: "AWS D1.1:2025 Clause 7 (production-weld qualification)"
−```
−
−### All welders and welding operators making structural connections shall be qualified under AWS D1.1:2025 Clause 7 for the processes, positions, base metal groups, and joint types they will weld.
−
−### Welder qualification shall be current and shall not have lapsed by more than six months for a given process.
−
−### A welder who has not used a process in production for six months or more shall requalify before making production welds.
−
−### For seismic demand-critical welds, welders shall additionally be qualified on material matching the thickness and joint geometry of the demand-critical joint using the specific approved WPS.
−
−## Inspection Personnel {toc}
−
−```datasheet
−label: QA Inspector Qualification
−type: checkbox
−options:
− - "AWS Certified Welding Inspector (CWI) per AWS QC1 — welding inspection"
− - "Bolting inspector qualified per AISC G4.2 — high-strength bolting"
− - "ASNT SNT-TC-1A Level II for each NDE method used (UT/RT/MT/PT)"
−default: "AWS Certified Welding Inspector (CWI) per AWS QC1 — welding inspection"
−```
−
−### Welding QA inspection shall be performed by an AWS Certified Welding Inspector (CWI) per AWS QC1, or by an inspector working under the direct supervision of a CWI.
−
−### Bolting QA inspectors shall be qualified per AISC G4.2.
−
−### NDE technicians shall be qualified per ASNT SNT-TC-1A, with Level II the minimum for independent evaluation of UT, RT, MT, and PT results.
−
−### Level I personnel may perform tests only under Level II supervision and shall not independently evaluate results.
−
−### A CWI qualification covers visual inspection but does not by itself qualify a person to perform or evaluate UT, RT, MT, or PT; separate ASNT method qualification is required for each.
−
−# Environmental and Service Conditions {toc}
−
−## Seismic Design Category {toc}
−
−### The Seismic Design Category (SDC) determines whether the seismic provisions of AISC 341-22 and AWS D1.8:2016 apply to the connections of the seismic force-resisting system. {note}
−
−### The Seismic Design Category of the structure shall be specified, determining which AISC 341-22 and AWS D1.8 seismic connection provisions govern the seismic force-resisting system.
−
−```datasheet
−label: Seismic Design Category
−type: select
−options:
− - "A or B — no special seismic connection requirements"
− - "C — intermediate detailing for designated systems, consult SER"
− - "D, E, or F — full AISC 341-22 / AWS D1.8 connection requirements apply"
−default: "A or B — no special seismic connection requirements"
−```
−
−### In SDC A and B there are generally no special seismic connection requirements. {note}
−
−### In SDC C, intermediate detailing may apply to designated systems.
−
−### In SDC D, E, and F, demand-critical welds, protected zones, prequalified moment connections per AISC 358-22, and the enhanced bolting and inspection requirements of AISC 341-22 shall apply to all elements of the seismic force-resisting system.
−
−## Service Environment {toc}
−
−### The corrosion environment of the connection determines the fastener finish and the faying-surface and coating provisions. {note}
−
−### Interior, dry, conditioned connections use plain (black) bolts and require no special corrosion measures.
−
−### Connections exposed to weather, high humidity, or aggressive industrial atmospheres shall use galvanized fasteners compatible with galvanized members, and the faying-surface and slip-class provisions shall account for the coating.
−
−### The connection corrosion environment shall be coordinated with the member coating system established in [[sync/structural-steel-framing]].
−
−```datasheet
−label: Connection Service Environment
−type: select
−options:
− - "Interior, dry, conditioned — plain (black) bolts, no special corrosion measures"
− - "Exposed/exterior or high humidity — galvanized fasteners on galvanized steel"
− - "Aggressive industrial or coastal — galvanized fasteners, qualified faying-surface coating"
−default: "Interior, dry, conditioned — plain (black) bolts, no special corrosion measures"
−```
−
−# Bolted Connections {toc}
−
−## Bolt Assemblies {toc}
−
−### ASTM F3125 is the consolidated specification that replaced the legacy A325, A325M, A490, A490M, F1852, and F2280 standards; it covers heat-treated structural bolts in two strength grades and two styles (hex-head and the twist-off tension-control style). {note}
−
−### The high-strength bolt grade under ASTM F3125 shall be specified for each connection based on the required strength and installation method.
−
−```datasheet
−label: High-Strength Bolt Specification
−type: select
−options:
− - "ASTM F3125 Grade A325 (120 ksi minimum tensile strength)"
− - "ASTM F3125 Grade A490 (150 ksi minimum tensile strength)"
−default: "ASTM F3125 Grade A325 (120 ksi minimum tensile strength)"
−```
−
−```datasheet
−label: Bolt Finish
−type: select
−options:
− - "Plain (black, uncoated) — interior/dry, standard"
− - "Mechanically galvanized (ASTM B695 Class 50) — A325 or A490"
− - "Hot-dip galvanized (ASTM F2329) — A325 only"
−default: "Plain (black, uncoated) — interior/dry, standard"
−```
−
−### The primary bolt diameter shall be specified for each connection based on the connection design and required capacity.
−
−```datasheet
−label: Primary Bolt Diameter
−type: select
−unit: in.
−drawing_ref: true
−options:
− - "5/8 in."
− - "3/4 in."
− - "7/8 in."
− - "1 in."
− - "1-1/8 in."
− - "1-1/4 in."
−default: "3/4 in."
−```
−
−### Grade A325 (120 ksi minimum tensile strength) is the standard for the great majority of structural connections. {note}
−
−### Grade A490 (150 ksi minimum tensile strength) is specified where the higher per-bolt shear and tension capacity is needed to fit the required force into the available bolt count or gauge. {note}
−
−### Grade A490 bolts shall not be hot-dip galvanized, because high-strength steel of A490 hardness is susceptible to hydrogen embrittlement during pickling and galvanizing and ASTM F3125 prohibits it.
−
−### A high-strength bolt shall be supplied and installed as a matched assembly — bolt, nut, and washer (and DTI where used) from the same production lot, lubricated and rotational-capacity tested together.
−
−### Mixing components from different lots, substituting a non-lubricated or differently lubricated nut, or re-using a fastener that has already been pretensioned invalidates the certification. {note}
−
−### Nuts shall conform to ASTM A563 and washers to ASTM F436.
−
−### Galvanized nuts shall be overtapped to clear the zinc thickness on the bolt threads, and a standard nut shall not be forced onto a galvanized bolt.
−
−## Connection Joint Type {toc}
−
−### RCSC 2020 and AISC 360-22 Section J3 recognize three joint conditions: snug-tight, pretensioned, and slip-critical. {note}
−
−### A snug-tight joint brings the plies into firm contact by the full effort of an ironworker on a spud wrench or a few impacts of an impact wrench. {note}
−
−### A snug-tight joint is adequate only for ordinary bearing-type connections in static shear that are not subject to fatigue, do not carry significant tension, and are not part of the seismic force-resisting system.
−
−### A pretensioned joint shall develop the minimum bolt pretension of AISC 360-22 Table J3.1 but does not require any particular faying-surface condition.
−
−### A slip-critical joint shall develop the minimum pretension and additionally rely on the friction (slip resistance) between prepared faying surfaces so that the joint does not slip into bearing under service load.
−
−### Pretensioned installation is required by RCSC 2020 and AISC 360-22 for connections subject to cyclic or fatigue loading; connections using A490 bolts in tension or combined shear and tension; connections in the seismic force-resisting system per AISC 341-22; column splices in buildings over 125 ft tall per AISC 360-22 Section J3.1; column base plate connections; and any connection the SER has explicitly designated for pretensioning.
−
−### The SER shall designate pretensioned and slip-critical connections on the contract drawings, and the fabricator shall not downgrade a designated joint to snug-tight.
−
−```datasheet
−label: Bolted Joint Pretension Condition
−type: select
−options:
− - "Snug-tight — bearing connections not subject to fatigue, tension, or seismic demand"
− - "Pretensioned — full pretension required, faying surface not slip-critical"
− - "Slip-critical — full pretension plus verified faying-surface slip resistance"
−default: "Snug-tight — bearing connections not subject to fatigue, tension, or seismic demand"
−```
−
−## Pretensioning Methods {toc}
−
−### The four RCSC pretensioning methods each achieve the minimum pretension of AISC 360-22 Table J3.1 by a different mechanism, and any may be used on a given project subject to approval in the submittal.
−
−```datasheet
−label: Pretensioning Method
−type: select
−options:
− - "Turn-of-nut method (RCSC 2020 §8.2.1)"
− - "Calibrated wrench method (RCSC 2020 §8.2.2)"
− - "Twist-off tension-control (TC) bolt assemblies (RCSC 2020 §8.2.3)"
− - "Direct-tension-indicator (DTI) washers per ASTM F959 (RCSC 2020 §8.2.4)"
−default: "Turn-of-nut method (RCSC 2020 §8.2.1)"
−```
−
−```datasheet
−label: Turn-of-Nut Rotation Basis
−type: radio
−options:
− - "Per RCSC 2020 Table 8.1 (rotation by bolt length and faying-surface slope)"
−default: "Per RCSC 2020 Table 8.1 (rotation by bolt length and faying-surface slope)"
−```
−
−### Turn-of-nut: the bolts are first brought to snug, the nut and protruding bolt end are matchmarked, and the nut is turned a specified additional rotation (one-third, one-half, or two-thirds turn per RCSC 2020 Table 8.1) that strains the bolt into the inelastic range where pretension is insensitive to the exact rotation. {note}
−
−### Calibrated wrench: the installation wrench is calibrated each shift on a tension-measuring device (a Skidmore-Wilhelm or equivalent) using bolts from the lot in use, so the wrench shut-off or applied torque corresponds to the minimum pretension under that day's lubrication and thread condition. {note}
−
−### Twist-off (TC) bolts: a splined tip beyond the threaded length shears off at a calibrated torque, giving a visible, no-measurement confirmation that the assembly reached pretension. {note}
−
−### DTI washers: a compressible washer with formed protrusions flattens as the bolt is tensioned, and a feeler gauge confirms the gap has closed to the specified dimension, indicating the bolt reached minimum pretension. {note}
−
−## Pre-Installation Verification {toc}
−
−```datasheet
−label: Pre-Installation Verification (PIV)
−type: radio
−options:
− - "Required each shift and on any lot/lube/condition change, tension-measuring device (standard)"
− - "Required at project start only (not permitted for slip-critical or seismic)"
−default: "Required each shift and on any lot/lube/condition change, tension-measuring device (standard)"
−```
−
−### Pre-installation verification (PIV) shall be performed at the start of each day's bolting and whenever the lot, lubrication, weather, or equipment changes, for all pretensioned and slip-critical joints.
−
−### A representative sample of the complete assembly being installed that day shall be tested in a tension-measuring device to confirm that the chosen installation method, with that specific lot and its as-delivered lubrication, develops at least 1.05 times the minimum required pretension before installation begins.
−
−### PIV catches a lot that has lost its lubricant in storage or has rusted threads — which will not develop pretension at the expected torque or rotation — before hundreds of under-tensioned bolts are placed. {note}
−
−## Faying Surfaces — Slip-Critical Connections {toc}
−
−### The slip resistance of a slip-critical joint is the product of the bolt pretension and the mean slip coefficient (mu) of the faying surface; the surface class therefore enters directly into the connection design. {note}
−
−### Class A surfaces (mu = 0.30) comprise unpainted clean mill-scale steel or steel blast-cleaned and coated with a coating qualified as Class A. {note}
−
−### Class B surfaces (mu = 0.50) comprise unpainted blast-cleaned bare steel or steel coated with a Class-B-qualified coating; the higher coefficient can reduce the number of bolts but requires blast cleaning of the faying area. {note}
−
−### A faying surface in the slip-critical zone shall not be coated with an ordinary shop primer unless that primer has been tested and qualified for a slip class under RCSC 2020 Appendix A.
−
−```datasheet
−label: Faying Surface Slip Class — Slip-Critical Connections
−type: select
−options:
− - "Class A (mean slip coefficient mu = 0.30) — clean mill scale or Class A qualified coating"
− - "Class B (mean slip coefficient mu = 0.50) — blast-cleaned bare steel or Class B qualified coating"
−default: "Class A (mean slip coefficient mu = 0.30) — clean mill scale or Class A qualified coating"
−```
−
−### Where corrosion protection of the faying area is required during a long shipping interval, only a coating with a documented Class A or Class B qualification shall be used, applied at the qualified dry film thickness, and the type and thickness shall be recorded.
−
−```datasheet
−label: Faying Surface Coating in Slip-Critical Zone
−type: radio
−options:
− - "Uncoated (clean mill scale for Class A, or blast-cleaned bare steel for Class B)"
− - "Coating with documented Class A or Class B qualification per RCSC 2020 Appendix A"
−default: "Uncoated (clean mill scale for Class A, or blast-cleaned bare steel for Class B)"
−```
−
−### Oil, wax, dirt, and overspray on the faying surface destroy slip resistance and shall be prevented, and the faying area shall be masked during shop priming where the primer is not qualified.
−
−## Bolt Holes {toc}
−
−### Standard round holes are the default; oversized and slotted holes provide erection adjustment or accommodate thermal movement but reduce the bearing reliability of the joint, so their use carries restrictions under AISC 360-22 Section J3.2. {note}
−
−### Oversized holes are permitted only in slip-critical connections.
−
−```datasheet
−label: Bolt Hole Type
−type: radio
−options:
− - "Standard round holes (STD) — nominal bolt diameter plus 1/16 in. (per AISC 360-22 Table J3.3)"
− - "Oversized holes (OVS) — per AISC 360-22 Table J3.3 (slip-critical only)"
− - "Short-slotted holes (SSL) — per AISC 360-22 Table J3.3"
− - "Long-slotted holes (LSL) — per AISC 360-22 Table J3.3"
−default: "Standard round holes (STD) — nominal bolt diameter plus 1/16 in. (per AISC 360-22 Table J3.3)"
−```
−
−### Slotted holes are restricted in orientation relative to the load and may require plate washers or hardened washers to bridge the slot.
−
−### Edge distances, end distances, and bolt spacing shall conform to AISC 360-22 Sections J3.3 through J3.5 and are [[drawing: as shown on the connection details]].
−
−### For connections subject to fatigue or designated as seismic, holes shall be drilled or sub-punched and reamed to remove the cold-worked edge.
−
−### Hole-forming method (punching versus drilling versus sub-punch-and-ream) is a fabrication matter addressed in [[sync/structural-steel-framing]]. {note}
−
−## Bolt Installation {toc}
−
−```datasheet
−label: Washer Requirements
−type: select
−options:
− - "Per RCSC 2020 (position-dependent by grade, hole type, and method) — standard"
− - "ASTM F436 hardened washer under turned element at all pretensioned bolts"
− - "ASTM F436 hardened washers under both head and nut at all locations"
−default: "Per RCSC 2020 (position-dependent by grade, hole type, and method) — standard"
−```
−
−### All bolts shall be installed per RCSC 2020.
−
−### Plies shall be brought into firm contact before pretensioning, working systematically from the most rigid part of the joint toward the free edges so that the plies seat fully and no gaps remain.
−
−### All bolts in a connection shall be brought to snug-tight first, and only after the entire connection is snug shall the pretensioning operation proceed, in the same systematic pattern.
−
−### This two-pass sequence prevents pretensioning a bolt while adjacent plies are still gapped, which would relax the bolts already tensioned and leave them below the minimum. {note}
−
−### Beveled (wedge) washers shall be used where the bearing face is sloped more than 1:20 from perpendicular to the bolt axis, such as on the flanges of American Standard channels and S-shapes, so that the nut bears evenly.
−
−### Hardened ASTM F436 washers shall be provided as required by RCSC 2020 for the bolt grade, hole type, and pretensioning method — at minimum under the turned element for pretensioned and slip-critical joints, and under both head and nut for A490.
−
−## Bolt Inspection {toc}
−
−```datasheet
−label: Pretensioned/Slip-Critical Bolt Inspection Sample
−type: radio
−options:
− - "Per AISC 360-22 Table N5.6 (observe PIV and installation; verify per method)"
− - "Verify rotation/spline/DTI gap on a minimum of 10% of bolts per connection"
−default: "Per AISC 360-22 Table N5.6 (observe PIV and installation; verify per method)"
−```
−
−### Snug-tight joints shall be verified by visual inspection for the presence of all bolts and firm ply contact, with random spot-checking by spud wrench.
−
−### Pretensioned and slip-critical joints shall be inspected per AISC 360-22 Table N5.6 and RCSC 2020 Section 9, with the QA inspector observing or documenting the PIV and then observing the installation operation.
−
−### For turn-of-nut, the inspector shall confirm that matchmarks were placed at snug and that the specified rotation was achieved.
−
−### For TC bolts, the inspector shall confirm that the splines have sheared on all bolts.
−
−### For DTIs, the inspector shall verify the feeler-gauge gap on a sample of the DTIs.
−
−### Slip-critical joints additionally require documentation that the faying-surface condition was verified before assembly.
−
−### Where the installation method's records are in order, arbitration testing per RCSC 2020 is not required; where a question arises, the arbitration procedure governs.
−
−### A bolt that has been pretensioned and then loosened, or that fails inspection, shall be removed and replaced with a new assembly, and high-strength bolts shall not be re-used.
−
−# Welded Connections {toc}
−
−## Filler Metals {toc}
−
−```datasheet
−label: Primary Welding Process
−type: select
−options:
− - "FCAW-G (Flux-Cored Arc Welding — Gas-Shielded)"
− - "FCAW-S (Flux-Cored Arc Welding — Self-Shielded)"
− - "SMAW (Shielded Metal Arc Welding)"
− - "SAW (Submerged Arc Welding) — shop, flat position"
− - "GMAW (Gas Metal Arc Welding)"
− - "Multiple processes per approved WPS"
−default: "FCAW-G (Flux-Cored Arc Welding — Gas-Shielded)"
−```
−
−### Welding consumables shall conform to the applicable AWS A5-series specification and shall be selected to match the base metal group and the preheat and interpass requirements of the WPS.
−
−### Filler metals shall meet the matching-strength requirement of AWS D1.1:2025 for the base metal; overmatching strength filler is permitted only where the WPS and the SER allow it.
−
−### Low-hydrogen consumables (H8 or lower diffusible-hydrogen designation) shall be used for all structural welding to control hydrogen cracking.
−
−### Where demand-critical welds are required by AISC 341-22, the filler metal shall additionally meet the CVN toughness requirements of AWS D1.8:2016 — a minimum of 20 ft-lb at minus 20°F (and the supplemental toughness at the higher test temperature where required).
−
−### Self-shielded FCAW (FCAW-S) shall not be used for demand-critical welds.
−
−### Low-hydrogen SMAW electrodes and fluxes shall be stored and handled per the AWS A5-series and the manufacturer's instructions, and electrodes exposed beyond the permitted atmospheric window shall be redried or discarded.
−
−## Weld Types and Joint Configurations {toc}
−
−### The weld type is dictated by the force the joint must transmit and is [[drawing: as shown by the weld symbols on the connection details]].
−
−```datasheet
−label: Weld Types Used (per connection details)
−type: checkbox
−options:
− - "Fillet welds"
− - "Complete-joint-penetration (CJP) groove welds"
− - "Partial-joint-penetration (PJP) groove welds"
− - "Plug or slot welds"
− - "Flare-bevel/flare-V groove welds (to HSS and rounded edges)"
−default: "Fillet welds"
−```
−
−```datasheet
−label: Minimum Fillet Weld Size
−type: select
−unit: in.
−options:
− - "Per AWS D1.1:2025 Table 7.7 (based on thickness of thicker part joined)"
− - "3/16 in. minimum all locations"
− - "1/4 in. minimum all locations"
−default: "Per AWS D1.1:2025 Table 7.7 (based on thickness of thicker part joined)"
−```
−
−### Fillet welds are the workhorse of steel connections — economical, requiring no joint preparation, and used wherever a lap or tee joint can develop the force in shear along the weld throat. {note}
−
−### Complete-joint-penetration (CJP) groove welds fuse the full thickness of the joint and develop the full strength of the connected material; they are reserved for the highest-demand joints such as moment-connection beam flanges to columns and heavy column splices, and require edge preparation, fit-up, and usually backing. {note}
−
−### Partial-joint-penetration (PJP) groove welds develop a defined partial throat and are used where full strength is not required, such as some column splices in compression. {note}
−
−### CJP groove welds loaded in tension transverse to the weld shall be detailed with appropriate weld-access holes, backing, and — where the SER requires it — through-thickness material with verified properties, because this configuration is the most susceptible to lamellar tearing in the through-thickness direction.
−
−### The minimum fillet weld size of AWS D1.1:2025 Table 7.7, keyed to the thickness of the thicker part joined, is a metallurgical minimum independent of the calculated demand and prevents the thick material from drawing heat out of a small weld so fast that the weld metal cools into a hard, crack-prone microstructure. {note}
−
−### The maximum fillet size along an edge is limited so that the full throat is developed.
−
−### Intermittent fillet welds shall not be used on members subject to fatigue or within protected zones designated under AISC 341-22.
−
−## Weld Access Holes and Backing {toc}
−
−```datasheet
−label: Steel Backing at CJP Moment-Connection Welds
−type: radio
−options:
− - "Leave backing in place (non-seismic, where permitted by detail)"
− - "Remove bottom-flange backing, back-gouge and reinforce; fillet-weld top-flange backing (seismic, AWS D1.8)"
−default: "Leave backing in place (non-seismic, where permitted by detail)"
−```
−
−### Weld access holes (rat holes) at beam copes and at CJP groove welds shall be detailed and finished to the geometry and surface-roughness requirements of AWS D1.1:2025.
−
−### In seismic applications the special access-hole geometry of AWS D1.8:2016 shall apply, because a poorly shaped or rough access hole is a fracture initiation site under cyclic demand.
−
−### Steel backing left in place at CJP welds at moment connections, and weld tabs (run-off tabs), shall be handled per the contract details.
−
−### For seismic demand-critical beam-flange welds, bottom-flange backing is typically removed and the root back-gouged and rewelded with a reinforcing fillet, and top-flange backing is fillet-welded to the column, all per AWS D1.8:2016. {note}
−
−### Weld tabs shall be removed and the ends finished where required by AWS D1.1:2025 or the drawings.
−
−## Preheat and Interpass Temperature {toc}
−
−```datasheet
−label: Preheat Verification Method
−type: radio
−options:
− - "Temperature-indicating crayons (Tempilstik or equivalent)"
− - "Contact pyrometer (surface thermometer)"
− - "Infrared thermometer"
−default: "Temperature-indicating crayons (Tempilstik or equivalent)"
−```
−
−### Preheat and interpass temperatures shall comply with AWS D1.1:2025 Table 5.3 for prequalified WPS, or with the qualified WPS where more stringent.
−
−### Preheat slows the cooling rate of the weld and surrounding heat-affected zone, allowing diffusible hydrogen to escape and preventing the hard, crack-susceptible microstructure that causes delayed hydrogen (underbead) cracking, most critical in thick material, high-restraint joints, higher-carbon-equivalent steels, and cold ambient conditions. {note}
−
−### Preheat shall be verified before arc initiation and interpass temperature between passes using a calibrated contact pyrometer or temperature-indicating crayons, and the verification shall be documented.
−
−### The minimum base-metal temperature for welding shall not be below the AWS D1.1:2025 limit (generally 0°F), the surface shall be dry, and the joint shall be shielded from wind that would disturb the arc shielding gas.
−
−## Weld Inspection and NDE {toc}
−
−```datasheet
−label: NDE Method — CJP Groove Welds in Tension (Shop)
−type: select
−options:
− - "Ultrasonic testing (UT) per AWS D1.1:2025"
− - "Radiographic testing (RT) per AWS D1.1:2025"
− - "UT primary, RT where geometry prevents effective UT"
−default: "Ultrasonic testing (UT) per AWS D1.1:2025"
−```
−
−```datasheet
−label: NDE Method — CJP Groove Welds (Field)
−type: select
−options:
− - "Ultrasonic testing (UT) per AWS D1.1:2025"
− - "Magnetic particle testing (MT) — surface and near-surface confirmation"
− - "UT primary, MT for surface indications"
−default: "Ultrasonic testing (UT) per AWS D1.1:2025"
−```
−
−```datasheet
−label: NDE Rate — CJP Groove Welds in Tension (Non-Seismic)
−type: select
−options:
− - "Per AISC 360-22 Table N5.4 (risk-category-based minimum)"
− - "25% of CJP groove welds in tension (Risk Category II minimum)"
− - "100% of CJP groove welds in tension (Risk Category III/IV)"
−default: "Per AISC 360-22 Table N5.4 (risk-category-based minimum)"
−```
−
−```datasheet
−label: NDE Rate — Demand-Critical Welds (Seismic SDC D, E, F)
−type: radio
−options:
− - "100% UT and 100% visual of all demand-critical CJP welds (AISC 341-22 / AWS D1.8)"
−default: "100% UT and 100% visual of all demand-critical CJP welds (AISC 341-22 / AWS D1.8)"
−```
−
−### All welds shall be visually inspected per AWS D1.1:2025 Clause 8, performed on 100 percent of welds.
−
−### Visual testing is the first and most cost-effective inspection, catching insufficient size, undercut, overlap, porosity, improper profile, incomplete fusion at the toes, and surface cracks before any volumetric NDE is undertaken. {note}
−
−### QC visual inspection is performed by the fabricator's or erector's inspector; QA visual inspection is performed by the Owner's independent CWI.
−
−### Acceptance criteria for statically and cyclically loaded connections shall be those of AWS D1.1:2025 Clause 8.
−
−### Volumetric and surface NDE beyond visual shall be performed by method, weld type, and extent per AISC 360-22 Table N5.4 and the project NDE plan.
−
−### Ultrasonic testing (UT) is the preferred volumetric method for CJP groove welds — portable, needing no radiation exclusion zone, and detecting internal planar flaws (cracks, incomplete fusion) and volumetric flaws (porosity, slag) throughout the weld volume. {note}
−
−### The UT operator shall be qualified per AWS D1.1:2025 and shall distinguish rejectable planar discontinuities from acceptable volumetric ones.
−
−### Radiographic testing (RT) gives a permanent film record but requires radiation control and is generally limited to geometries where UT scanning is impractical. {note}
−
−### Magnetic particle testing (MT) is a surface and near-surface method used to confirm freedom from surface and shallow subsurface cracks, particularly on fillet welds, on PJP welds, and on accessible welds in seismic applications. {note}
−
−### Penetrant testing (PT) detects surface-breaking discontinuities where MT is not applicable. {note}
−
−### Per AISC 360-22 Table N5.4, the minimum UT rate for Risk Category II buildings is 10 percent of CJP groove welds in compression and 25 percent of CJP groove welds in tension.
−
−### For Risk Category III and IV (essential and substantial-hazard facilities) the UT rate increases to 100 percent of CJP groove welds in tension.
−
−### The SER may specify higher NDE rates for critical connections regardless of risk category.
−
−### Welds rejected by NDE shall be repaired per a repair WPS and re-inspected by the same method that found the defect, and the repair and re-inspection shall be entered in the non-conformance log.
−
−# Connection Design {toc}
−
−## Design Responsibility and Delegation {toc}
−
−### Connection design responsibility is established by AISC 303-22. {note}
−
−### The contract documents shall make clear, for each connection, whether the SER has fully detailed the connection on the drawings or has delegated its design to the fabricator's engineer.
−
−```datasheet
−label: Connection Design Responsibility
−type: radio
−options:
− - "Connections fully detailed on contract drawings — no delegation"
− - "Simple shear connections delegated to fabricator (forces shown on drawings)"
− - "Moment connections delegated to fabricator (forces and rotation demands shown)"
− - "All connections delegated to fabricator (all design forces shown on drawings)"
−default: "Simple shear connections delegated to fabricator (forces shown on drawings)"
−```
−
−### Where design is delegated, the contract drawings shall show the required forces, moments, and any rotation or ductility demands for each connection type.
−
−### Where design is delegated, the fabricator's engineer — a structural engineer licensed in the state of the project — shall design the connection geometry to satisfy those demands and seal the calculations.
−
−### The SER's review of the delegated submittal confirms that the connections meet the stated contract demands and does not transfer the detailed-design responsibility back to the SER. {note}
−
−### This division of responsibility is a defined provision of AISC 303-22 and shall be stated explicitly so that no connection is left with ambiguous design authorship.
−
−## Minimum Forces and Connection Types {toc}
−
−```datasheet
−label: Primary Connection Types on Project
−type: checkbox
−options:
− - "Simple (shear) — shear tab, double-angle, single-angle, seated, shear end-plate"
− - "Fully restrained (FR) moment connections"
− - "Partially restrained (PR) moment connections"
− - "Bracing / gusset-plate connections"
− - "Column splices"
− - "Column base plate connections (steel side)"
−default: "Simple (shear) — shear tab, double-angle, single-angle, seated, shear end-plate"
−```
−
−### Every connection shall develop the forces shown on the contract drawings.
−
−### Where a connection force is not shown, the connection shall be designed for the minimum-force provisions of AISC 360-22 Section J1.
−
−### Connection types and configurations are [[drawing: as indicated on the connection schedules and detail sheets]].
−
−### The schedule shall identify which connections are simple (shear), which are moment (FR or PR), which are bracing, and which are slip-critical, so that the correct bolting and welding requirements of this standard are applied to each.
−
−## Seismic Connections {toc}
−
−```datasheet
−label: Seismic Moment Connection Basis
−type: radio
−options:
− - "Not applicable — non-seismic or SDC A/B"
− - "Prequalified connection per AISC 358-22"
− - "Connection qualified by cyclic testing per AISC 341-22"
−default: "Not applicable — non-seismic or SDC A/B"
−```
−
−### Where the project is in SDC D, E, or F, or where the SER designates seismic systems in lower SDCs, connections in the seismic force-resisting system shall conform to AISC 341-22.
−
−### Seismic moment connections shall be prequalified connections per AISC 358-22 or shall be qualified by testing.
−
−### Protected zones — regions of expected plastic hinging designated on the drawings — shall not be drilled, punched, coped, notched, or have attachments welded to them without the SER's written approval, because any such stress raiser can nucleate fracture during cyclic earthquake demand.
−
−### Demand-critical welds shall meet the filler-metal toughness, access-hole, backing, and 100 percent NDE requirements set out above.
−
−# Surface Preparation and Coatings Interface {toc}
−
−## The surface preparation, shop primer, galvanizing, and field touch-up of the steel are governed by [[sync/structural-steel-framing]]; this section addresses only where coatings and the connection work intersect. {note}
−
−## The faying surfaces of slip-critical joints shall be prepared to the slip class specified above and shall be masked off during shop priming unless the primer is qualified for the slip class.
−
−```datasheet
−label: Faying Surface Masking During Shop Priming
−type: radio
−options:
− - "Mask slip-critical faying areas before priming (primer not slip-qualified) — standard"
− - "No masking required (faying-area primer is Class A or B qualified)"
−default: "Mask slip-critical faying areas before priming (primer not slip-qualified) — standard"
−```
−
−## The masking shall be coordinated with the shop coating operation so that the qualified-coating boundary matches the connection geometry on the shop drawings.
−
−## Field welds, the heat-affected zone alongside them, bolt heads and nuts, and any field-cut or field-drilled surfaces shall be cleaned and touched up to restore the shop coating system per the framing standard within the time limit it sets.
−
−## Faying surfaces shall never receive field touch-up coating inside the slip-critical zone.
−
−## Where members are hot-dip galvanized per ASTM A123, bolt holes shall be reamed to restore clearance after galvanizing, and only A325 (not A490) galvanized bolts shall be used.
−
−# Installation and Erection Sequencing {toc}
−
−```datasheet
−label: Combined Bolt-and-Weld Connection Sequence
−type: radio
−options:
− - "Per AISC 360-22 Section J1.8 (sequence so bolts and welds share load as designed)"
− - "As specifically detailed on the connection drawing"
−default: "Per AISC 360-22 Section J1.8 (sequence so bolts and welds share load as designed)"
−```
−
−## Connection work in the field shall follow the erection sequence and stability plan required by [[sync/structural-steel-framing]].
−
−## Within each connection, bolts shall be brought to snug-tight and then pretensioned in the systematic pattern described above.
−
−## A member shall not be released from the crane until it is connected and braced sufficiently to be stable on its own, and single-bolt pickup connections shall not be relied on for stability.
−
−## Field welding shall be performed only by currently qualified welders using approved WPS, after the joint is fitted, aligned, and (where applicable) bolted in its erection bolts, and only when the base-metal temperature, surface dryness, and wind conditions satisfy AWS D1.1:2025.
−
−## Where a connection combines bolts and welds sharing the same force, the installation sequence shall follow AISC 360-22 Section J1.8 so that the bolts and welds share load as the design assumes — generally the bolts are snugged, the welds completed, and the bolts then pretensioned, unless the connection detail directs otherwise.
−
−## Field modifications to connections — cutting, drilling, or welding not on the approved drawings — shall not be performed without the SER's written approval, and unauthorized field modification voids the affected member's certifications.
−
−# Delivery, Storage, and Handling of Fasteners and Consumables {toc}
−
−## Fastener Delivery and Storage {toc}
−
−```datasheet
−label: High-Strength Fastener Storage
−type: checkbox
−options:
− - "Store as sealed, labeled matched lots protected from moisture and dirt"
− - "Issue only the shift's quantity to the work point; return unused to protected storage"
− - "Keep lots segregated and traceable to certification and PIV records"
− - "Do not field re-lubricate; re-verify by PIV or discard if lubricant lost"
− - "Protect DTI protrusions from deformation before installation"
−default: "Store as sealed, labeled matched lots protected from moisture and dirt"
−```
−
−### High-strength bolt assemblies shall be delivered and stored as matched lots, in their sealed and labeled containers, protected from dirt, moisture, and loss of the manufacturer-applied lubricant.
−
−### A fastener that has rusted, dried out, or been re-lubricated in the field with an unqualified lubricant shall be re-verified by PIV or discarded, because the lubricant is part of the certified assembly.
−
−### Only the quantity of fasteners expected to be installed in a work shift shall be taken from protected storage to the work point.
−
−### Assemblies not installed that shift shall be returned to protected storage and shall not be left exposed to the weather.
−
−### Lots shall be kept segregated and identifiable so that the lot installed in any connection can be traced to its certification and PIV record.
−
−### DTIs shall be stored so their protrusions are not deformed before installation.
−
−## Consumable Storage {toc}
−
−```datasheet
−label: Welding Consumable Storage
−type: checkbox
−options:
− - "Store per AWS A5-series and manufacturer instructions"
− - "Hold low-hydrogen SMAW electrodes / SAW flux in heated ovens; redry per manufacturer"
− - "Discard consumables showing moisture, rust, or damage"
− - "Protect FCAW/GMAW wire from moisture and contamination"
−default: "Store per AWS A5-series and manufacturer instructions"
−```
−
−### Welding consumables shall be stored and handled per the AWS A5-series and the manufacturer's instructions.
−
−### Low-hydrogen SMAW electrodes and SAW fluxes shall be kept in heated holding ovens and redried per the manufacturer where they have been exposed beyond the permitted atmospheric exposure window.
−
−### Consumables that show signs of moisture pickup, damage, or rust shall not be used.
−
−### FCAW and GMAW wire spools shall be protected from moisture and contamination.
−
−# Warranty {toc}
−
−```datasheet
−label: Connection Warranty Period
−type: select
−options:
− - "1 year from substantial completion"
− - "2 years from substantial completion"
−default: "1 year from substantial completion"
−```
−
−## The fabricator shall warrant the shop connection work and the erector shall warrant the field connection work against defects in materials and workmanship for a period of not less than one year from substantial completion, or for the period stated in the contract documents if longer.
−
−## The warranty shall cover under-tensioned or improperly installed high-strength bolts, weld defects not detected during the required inspection and NDE, incorrect connection geometry or fastener grade, and connection distress that becomes apparent under load.
−
−## Connections found defective within the warranty period shall be corrected at the responsible party's expense, including any disassembly, refastening, re-welding, re-inspection, and coating restoration required.
−
−## The warranty does not cover damage caused by other trades, loading beyond the design basis, modifications by others after completion of the steel work, or corrosion of fasteners or welds that results from failure to maintain the coating system. {note}
+---
+title: Structural Steel Connections
+category: Structural / Steel & Metal Fabrications
+description: >
+ When to use: The bolted and welded connections that join hot-rolled structural steel framing members into a load-carrying structure: simple shear connections, fully restrained and partially restrained moment connections, vertical and horizontal bracing connections and their gusset plates, column splices, and the steel side of column base plate connections. Covers the assignment of connection design responsibility under AISC 303, the joint condition (snug-tight, pretensioned, or slip-critical) for each connection class, high-strength bolt assemblies under ASTM F3125 and their finish, the RCSC pretensioning methods and pre-installation verification, faying surface slip class and treatment, bolt hole types, the backing, weld tab, and access hole configurations at connection groove welds, load sharing between bolts and welds, the connection provisions AISC 341 imposes on the seismic force-resisting system, bolting inspection, and the handling of fastener assemblies.
+
+ Not intended for: The framing members, their fabrication, hole forming, camber, erection, tolerances, coatings, fabricator and erector certification, and warranty, which are governed by [[sync/structural-steel-framing]]; the welding quality program of procedure and welder qualification, consumables, preheat, weld acceptance, and nondestructive examination, which is governed by [[sync/welding-requirements]]; anchor rods and their embedment ([[sync/structural-steel-anchor-bolts]] and [[sync/cast-in-place-concrete]]); joist seat connections ([[sync/steel-joists]]); deck attachment ([[sync/steel-deck]]); cold-formed connections ([[sync/cold-formed-metal-framing]]); fasteners for miscellaneous and architectural metalwork ([[sync/miscellaneous-metals]]); the administration of the special inspection program ([[sync/special-inspections-and-testing]]); and stainless steel or aluminum connections.
+---
+
+# Scope {toc}
+
+## This standard governs how the members furnished under [[sync/structural-steel-framing]] are fastened to one another: who designs each class of connection, the bolt assemblies and the condition they are installed to, the surfaces they clamp, the holes they pass through, the configuration of the groove welds that complete moment connections and splices, and the inspection that proves each joint reached the condition its design assumes. {note}
+
+## The connection classes in scope are simple shear connections (shear tabs, double-angle, single-angle, seated, and shear end-plate connections), fully restrained and partially restrained moment connections, vertical and horizontal bracing connections with their gusset plates, column splices, and the steel side of column base plate connections, together with the angles, tees, plates, stiffeners, continuity plates, and doubler plates that complete them. {note}
+
+## A connection is the point at which the load path is either made or broken, and most of what makes it is invisible after erection: the pretension in a bolt, the condition of a faying surface, and the soundness of a groove weld root cannot be seen in the finished structure, so the procedures and records that establish those conditions are treated by this standard as load-bearing requirements rather than paperwork. {note}
+
+## This standard is a layer over two companion standards and repeats neither: [[sync/structural-steel-framing]] keeps the members, fabrication, hole forming, erection, coatings, certification, and warranty, and [[sync/welding-requirements]] keeps the welding quality program of procedure and welder qualification, consumables, preheat, weld acceptance, and nondestructive examination. {note}
+
+## The following are governed elsewhere and are outside this standard: {note}
+
+- the framing members themselves, their fabrication, hole forming, camber, erection sequence, tolerances, and shop and field coatings
+- welding procedure and welder qualification, welding consumables and their storage, preheat and interpass control, weld acceptance criteria, and the nondestructive examination program
+- anchor rods, their embedment, and the concrete they are cast into
+- connections of open-web steel joists and joist girders to their supports
+- steel deck attachment, puddle welds, and sidelap fasteners
+- cold-formed light-gauge steel connections
+- fasteners for miscellaneous and architectural metalwork
+- stainless steel and aluminum connections
+
+## Connections shall conform to ANSI/AISC 360 Chapter J, to ANSI/AISC 303 for trade practice and the assignment of connection design responsibility, to the RCSC Specification for Structural Joints Using High-Strength Bolts for high-strength bolting, and to AWS D1.1 for welding.
+
+## Where the seismic force-resisting system is designed under ANSI/AISC 341, the connections of that system shall additionally conform to ANSI/AISC 341, and welds designated demand-critical shall conform to AWS D1.8.
+
+## Connection geometry and the member sizes at each connection shall be as indicated on [[drawing: the connection detail sheets]].
+
+## This standard states project-wide policy for each connection class in the datasheet; the connection schedules carry the exceptions for individual connections, and where the two differ for a given connection, the schedule governs that connection. {note}
+
+# Referenced Standards {toc}
+
+## Connections shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
+
+## Where the contract documents, the Authority Having Jurisdiction, or two referenced standards impose conflicting requirements, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+| Standard | Title |
+|----------|-------|
+| ANSI/AISC 360 | Specification for Structural Steel Buildings |
+| ANSI/AISC 303 | Code of Standard Practice for Steel Buildings and Bridges |
+| ANSI/AISC 341 | Seismic Provisions for Structural Steel Buildings |
+| ANSI/AISC 358 | Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications |
+| AISC Steel Construction Manual | Standard connection tables used where connection selection is completed by the fabricator |
+| RCSC | Specification for Structural Joints Using High-Strength Bolts |
+| AWS D1.1/D1.1M | Structural Welding Code — Steel |
+| AWS D1.8/D1.8M | Structural Welding Code — Seismic Supplement |
+| ASTM F3125/F3125M | High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength |
+| ASTM A563/A563M | Carbon and Alloy Steel Nuts |
+| ASTM F436/F436M | Hardened Steel Washers Inch and Metric Dimensions |
+| ASTM F959/F959M | Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners, Inch and Metric Series |
+| ASTM F606/F606M | Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, Direct Tension Indicators, and Rivets |
+| ASTM F2329/F2329M | Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners |
+| ASTM B695 | Coatings of Zinc Mechanically Deposited on Iron and Steel |
+| ASTM F1136/F1136M | Zinc/Aluminum Corrosion Protective Coatings for Fasteners |
+| ASTM F2833 | Corrosion Protective Fastener Coatings with Zinc Rich Base Coat and Aluminum Organic/Inorganic Type |
+| ASTM A123/A123M | Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products |
+| ASCE/SEI 7 | Minimum Design Loads and Associated Criteria for Buildings and Other Structures |
+| IBC | International Building Code (Chapter 17, Special Inspections and Tests) |
+
+# Submittals {toc}
+
+## Action Submittals {toc}
+
+### The Contractor shall submit the following for review before any connection is fabricated or installed:
+
+- connection shop drawings showing every connection element with its plate size and grade, bolt grade, diameter, and finish, hole type and size, edge and end distances, gauges, weld symbols, weld sizes, joint geometry, backing and weld tab disposition, weld access hole geometry, and the faying surface treatment at each slip-critical joint
+- connection design calculations for each connection class whose design is not complete on the contract documents, sealed by an engineer licensed in the jurisdiction of the project
+- bolt assembly certifications for each lot of high-strength fastener assemblies, giving the ASTM F3125 grade, type, and finish, the matching nut and washer specifications, the lot identification, the manufacturer's certified mechanical test results, and the rotational-capacity test results where this standard requires them
+- direct tension indicator product data and ASTM F959 conformance, where direct tension indicators are a permitted pretensioning method
+- product data and the RCSC slip-class qualification report for any coating to be applied to a slip-critical faying surface
+- the pre-installation verification plan, identifying the tension calibrator to be used, the occasions on which verification will be performed, and the record to be kept
+- the bolting inspection plan, identifying the inspection tasks, the sampling, and the personnel qualifications for each joint condition on the project
+
+```datasheet
+label: Action Submittal Package
+type: checkbox
+options:
+ - "Connection shop drawings"
+ - "Connection design calculations"
+ - "Bolt assembly certifications and rotational-capacity test results"
+ - "Direct tension indicator product data"
+ - "Faying surface coating slip-class qualification"
+ - "Pre-installation verification plan"
+ - "Bolting inspection plan"
+default:
+ - "Connection shop drawings"
+ - "Bolt assembly certifications and rotational-capacity test results"
+ - "Pre-installation verification plan"
+ - "Bolting inspection plan"
+```
+
+### Welding procedure specifications, procedure qualification records, welder qualification records, filler metal certifications, and the nondestructive examination plan are submitted under [[sync/welding-requirements]] and are not resubmitted under this standard. {note}
+
+### Connection shop drawings shall be coordinated with the member shop drawings submitted under [[sync/structural-steel-framing]] so that connection elements, hole patterns, and weld access conditions agree with the approved members.
+
+### No connection shall be fabricated or installed until the submittals covering its connection class have been reviewed and returned.
+
+## Closeout Submittals {toc}
+
+### The Contractor shall submit the following before the structural steel is accepted:
+
+- bolt installation records organized by connection, recording the joint condition, the pretensioning method, the fastener lot installed, and the inspection result for each pretensioned and slip-critical joint
+- pre-installation verification records for each lot and each occasion on which verification was performed
+- faying surface verification records for each slip-critical joint, recording the surface treatment and, where a coating was applied, its type and dry film thickness
+- a nonconformance log listing every bolt or connection rejected, its disposition, the corrective action, and the re-inspection result
+- certificates of compliance from the fabricator and the erector stating that the connections were made in accordance with the contract documents, the RCSC Specification, and AWS D1.1
+
+```datasheet
+label: Closeout Submittal Package
+type: checkbox
+options:
+ - "Bolt installation records by connection"
+ - "Pre-installation verification records"
+ - "Faying surface verification records"
+ - "Nonconformance log"
+ - "Certificates of compliance"
+default:
+ - "Bolt installation records by connection"
+ - "Pre-installation verification records"
+ - "Faying surface verification records"
+ - "Nonconformance log"
+ - "Certificates of compliance"
+```
+
+### Weld inspection and nondestructive examination records for connection welds are delivered under [[sync/welding-requirements]]. {note}
+
+# Quality Assurance {toc}
+
+## Quality Control and Quality Assurance Framework {toc}
+
+### AISC 360 Chapter N separates quality control, the fabricator's and erector's own program, from quality assurance, the independent verification performed by an inspector who has no financial relationship with the fabricator or the erector. {note}
+
+### Quality assurance inspection shall not relieve the fabricator or the erector of any quality control responsibility.
+
+### The bolting inspection plan shall identify each task as one performed on a random, unannounced basis without delaying production or as one performed for every joint, in accordance with the inspection tables of AISC 360 Chapter N.
+
+### Where the adopted building code requires special inspection of high-strength bolting, that inspection shall be performed under the special inspection program administered in accordance with [[sync/special-inspections-and-testing]].
+
+## Bolting Inspection Personnel {toc}
+
+### Quality assurance inspection of high-strength bolting shall be performed by an inspector holding the qualification indicated in the datasheet.
+
+```datasheet
+label: Bolting Quality Assurance Inspector Qualification
+type: select
+options:
+ - "ICC Structural Steel and Bolting Special Inspector certification"
+ - "Documented training in RCSC installation and inspection accepted by the Authority Having Jurisdiction"
+ - "Direct supervision by a licensed engineer"
+```
+
+### A welding inspector's certification qualifies the holder to inspect welds and does not by itself qualify the holder to inspect bolting; the two are separate qualifications and a single individual may hold both. {note}
+
+### Welding inspector and nondestructive examination technician qualifications are established in [[sync/welding-requirements]], and fabricator, erector, and welder qualifications are established in [[sync/structural-steel-framing]] and [[sync/welding-requirements]]. {note}
+
+## Fabricator and Erector Qualification {toc}
+
+### Connections shall be fabricated and installed only by the fabricator and erector qualified under [[sync/structural-steel-framing]].
+
+### Where the seismic force-resisting system is designed under AISC 341, the fabricator shall hold the certification category that [[sync/structural-steel-framing]] requires for that work.
+
+# Connection Design Responsibility {toc}
+
+## AISC 303 recognizes three arrangements for the design of a connection: the Engineer of Record completes the design and shows it on the contract documents; the Engineer of Record states the design forces and the fabricator completes the connection using the standard connections of the AISC Steel Construction Manual; or the Engineer of Record states the design forces and delegates the design to a licensed engineer retained by the fabricator. {note}
+
+## Which arrangement applies is a project policy decided separately for each connection class, because the classes carry different demands and different design effort: a shear connection is usually a catalog selection, a moment connection in a seismic frame is a prequalified assembly with its own design rules, and a base plate is tied to the anchor rods and foundation the Engineer of Record already designs. {note}
+
+## The design responsibility for simple shear connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Simple Shear Connection Design Responsibility
+type: radio
+options:
+ - "Complete design by the Engineer of Record"
+ - "Selection by the fabricator from AISC Steel Construction Manual standard connections for the stated reactions"
+ - "Design delegated to a licensed engineer retained by the fabricator"
+```
+
+## The design responsibility for moment connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Moment Connection Design Responsibility
+type: radio
+options:
+ - "Complete design by the Engineer of Record"
+ - "Selection by the fabricator from AISC Steel Construction Manual standard connections for the stated demands"
+ - "Design delegated to a licensed engineer retained by the fabricator"
+```
+
+## The design responsibility for bracing and gusset plate connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Bracing Connection Design Responsibility
+type: radio
+options:
+ - "Complete design by the Engineer of Record"
+ - "Selection by the fabricator from AISC Steel Construction Manual standard connections for the stated forces"
+ - "Design delegated to a licensed engineer retained by the fabricator"
+```
+
+## The design responsibility for column splices and column base plate connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Column Splice and Base Plate Connection Design Responsibility
+type: radio
+options:
+ - "Complete design by the Engineer of Record"
+ - "Selection by the fabricator from AISC Steel Construction Manual standard connections for the stated forces"
+ - "Design delegated to a licensed engineer retained by the fabricator"
+```
+
+## No arrangement is the norm across projects for any connection class, because the split between Engineer of Record design and fabricator design follows regional practice, the licensing rules of the jurisdiction, and the complexity of the frame rather than settling on one answer, so these fields carry no default. {note}
+
+## For every connection class whose design is not complete on the contract documents, the design forces, moments, and any rotation or ductility demands shall be as indicated on [[drawing: the structural framing plans and connection schedules]].
+
+## Where the design of a connection class is delegated, the calculations shall be prepared and sealed by an engineer licensed in the jurisdiction of the project and shall be submitted with the connection shop drawings.
+
+## Where the design of a connection class is delegated, the Engineer of Record's review of the delegated submittal confirms that the connection satisfies the stated demands and does not transfer responsibility for the detailed design back to the Engineer of Record. {note}
+
+## Where a connection is neither designed on the contract documents nor assigned a design force, the Contractor shall request the design force from the Engineer of Record before the connection is designed, fabricated, or installed.
+
+## Where the datasheet assigns a basis for simple shear connections whose reaction is not stated, that basis shall be used in place of a request to the Engineer of Record.
+
+```datasheet
+label: Reaction Basis for Simple Shear Connections Without a Stated Reaction
+type: radio
+options:
+ - "One-half of the beam's maximum total uniform load from the AISC Steel Construction Manual"
+ - "The reaction produced by the beam's full uniform load capacity"
+ - "Reaction obtained from the Engineer of Record in every case"
+```
+
+## Every connection shall develop the forces stated for it, and a connection shall not be reduced below the stated demand on the basis of the actual member loading unless the Engineer of Record approves the reduction in writing.
+
+# Seismic Force-Resisting System Connections {toc}
+
+## Applicability of AISC 341 {toc}
+
+### Whether the connection provisions of AISC 341 apply to the seismic force-resisting system shall be as indicated in the datasheet.
+
+```datasheet
+label: AISC 341 Connection Provisions for the Seismic Force-Resisting System
+type: radio
+derived: "[[parameter: seismic-design-category]] and whether the seismic force-resisting system is designated as detailed under AISC 341 in accordance with ASCE/SEI 7"
+options:
+ - "Apply to the connections of the seismic force-resisting system"
+ - "Do not apply"
+default: derived
+```
+
+### The applicability follows from the seismic design category together with the system the structure was designed as: a system assigned a response modification coefficient that ASCE/SEI 7 permits without seismic detailing is designed under AISC 360 alone even in a category where a detailed system would invoke AISC 341, so the category by itself does not settle the question. {note}
+
+### Where AISC 341 applies, the connections of the seismic force-resisting system shall be identified as such on the connection shop drawings.
+
+## Seismic Moment Connections {toc}
+
+### Where AISC 341 applies to a moment frame, the basis on which its beam-to-column moment connections are qualified shall be as indicated in the datasheet.
+
+```datasheet
+label: Seismic Moment Connection Qualification Basis
+type: radio
+options:
+ - "Prequalified connection under AISC 358"
+ - "Connection qualified by cyclic testing under AISC 341"
+ - "Not applicable"
+```
+
+### A prequalified connection carries its own detailing, welding, bolting, and inspection rules that form part of the qualification, and a deviation from the prequalified detail removes the connection from prequalification. {note}
+
+### Where a prequalified connection is used, the connection shall be detailed, fabricated, and inspected in accordance with AISC 358 for that connection type, and no element of the prequalified detail shall be altered without the Engineer of Record's written approval.
+
+### Where a connection is qualified by cyclic testing, the qualifying test report shall be submitted with the connection design calculations.
+
+## Protected Zones {toc}
+
+### A protected zone is the region of a seismic member in which inelastic straining is expected, and a hole, notch, arc strike, tack weld, or attachment weld within it can nucleate a fracture under cyclic earthquake demand. {note}
+
+### Where AISC 341 applies, the extent of each protected zone shall be as indicated on [[drawing: the structural framing plans and elevations]].
+
+### Within a protected zone, no hole shall be drilled or punched, no cope or notch shall be cut, no arc strike or tack weld shall be made, and no attachment shall be welded, except as shown on the approved connection shop drawings or approved in writing by the Engineer of Record.
+
+### The protected zone restriction applies to every trade whose work approaches the member, and the erector shall mark each protected zone on the member and communicate the restriction to the trades that follow.
+
+### A discontinuity introduced into a protected zone shall be reported to the Engineer of Record, and shall not be repaired until the Engineer of Record has approved the repair procedure in writing.
+
+## Bolted Joints in the Seismic Force-Resisting System {toc}
+
+### Where AISC 341 applies, bolts in the connections of the seismic force-resisting system shall be pretensioned high-strength bolts.
+
+### Where AISC 341 applies, the faying surfaces of bolted joints in the seismic force-resisting system shall be prepared to at least the Class A slip condition, whether or not the joint is designed as slip-critical.
+
+### Where AISC 341 applies, bolts and welds shall not share the same force in any connection of the seismic force-resisting system.
+
+### Where AISC 341 applies, bolt holes in the connections of the seismic force-resisting system shall be standard holes or short-slotted holes with the slot perpendicular to the direction of load, except where AISC 341 or the prequalified connection permits another hole type.
+
+### Demand-critical welds are designated by the Engineer of Record and are governed for filler metal toughness, preheat, and examination by [[sync/welding-requirements]]; this standard governs the backing, weld tab, and access hole configuration at those welds under Welded Connection Configurations. {note}
+
+# High-Strength Bolt Assemblies {toc}
+
+## Bolt Grade, Type, and Finish {toc}
+
+### ASTM F3125 consolidates the former A325, A490, F1852, and F2280 standards into one specification covering two strength grades in hex-head and twist-off styles, and every high-strength structural bolt on the project is furnished under it. {note}
+
+### The high-strength bolt grade shall be as indicated in the datasheet.
+
+```datasheet
+label: High-Strength Bolt Grade
+type: radio
+options:
+ - "ASTM F3125 Grade A325"
+ - "ASTM F3125 Grade A490"
+default: "ASTM F3125 Grade A325"
+```
+
+### Grade A490 develops a higher shear and tension strength per bolt than Grade A325, which resolves a connection whose force will not fit in the available gauge or bolt count at the lower grade, at the cost of a bolt that ASTM F3125 does not permit to be galvanized and that the RCSC Specification requires to be pretensioned wherever it carries tension. {note}
+
+### The bolt steel type shall be as indicated in the datasheet.
+
+```datasheet
+label: High-Strength Bolt Steel Type
+type: radio
+options:
+ - "Type 1"
+ - "Type 3"
+default: "Type 1"
+```
+
+### Type 3 is the weathering steel bolt, furnished with atmospheric corrosion resistance comparable to that of weathering structural steel so that the fastener weathers with the member instead of rusting ahead of it. {note}
+
+### Where the connected members are weathering steel left uncoated, bolt assemblies shall be Type 3.
+
+### The bolt finish shall be as indicated in the datasheet.
+
+```datasheet
+label: High-Strength Bolt Finish
+type: select
+options:
+ - "Plain uncoated"
+ - "Hot-dip galvanized to ASTM F2329"
+ - "Mechanically deposited zinc to ASTM B695 Class 55"
+ - "Zinc-aluminum coating to ASTM F1136 Grade 3 or ASTM F2833 Grade 1"
+default: "Plain uncoated"
+```
+
+### Grade A490 bolts shall not be hot-dip galvanized or mechanically galvanized, because the high-strength steel is susceptible to hydrogen embrittlement in the pickling and coating process and ASTM F3125 prohibits zinc coating of that grade.
+
+### Where a coated finish is required on a Grade A490 bolt, the finish selected shall be one of the zinc-aluminum coatings ASTM F3125 permits on that grade.
+
+### Where the connected members are hot-dip galvanized, the bolt finish selected shall be one of the coated finishes.
+
+### Where a coated finish is selected, the bolt finish shall be coordinated with the member coating system established under [[sync/structural-steel-framing]].
+
+### Nuts shall conform to ASTM A563 in the grade and finish that ASTM F3125 assigns to the bolt grade and finish, and washers shall conform to ASTM F436 in the matching finish.
+
+### Nuts for coated bolts shall be overtapped to clear the coating thickness on the bolt threads and shall be lubricated by the manufacturer, and a nut for a plain bolt shall not be run onto a coated bolt.
+
+## Bolt Diameter {toc}
+
+### The bolt diameter used in connections where no other diameter is indicated shall be as indicated in the datasheet.
+
+```datasheet
+label: Bolt Diameter Where Not Otherwise Indicated
+type: range
+unit: in.
+drawing_ref: "the connection schedules and details"
+options:
+ min: 0.5
+ max: 1.5
+ setpoints: [0.5, 0.625, 0.75, 0.875, 1, 1.125, 1.25, 1.5]
+default: deferred
+```
+
+### Where the connection details show a different diameter at a connection, that diameter shall govern at that connection.
+
+### Bolt length shall be selected so that the end of the bolt is at least flush with the outer face of the nut after installation, with the thread condition at the shear plane as the connection design assumes.
+
+## Matched Assemblies {toc}
+
+### A high-strength bolt shall be furnished and installed as a matched assembly of bolt, nut, and washer, and direct tension indicator where used, from a single production lot, lubricated and tested together.
+
+### The lubricant on a fastener assembly is part of the tested assembly, and a nut from another lot, a nut whose lubricant has washed off, or a bolt that has already been pretensioned once will not reach the pretension the lot's test records demonstrate. {note}
+
+### Components from different lots shall not be mixed within an assembly, and a lot shall not be combined with another lot in storage or at the work point.
+
+### Rotational-capacity testing shall be performed on the assemblies indicated in the datasheet, in accordance with ASTM F3125, and the results shall be included in the bolt assembly certification.
+
+```datasheet
+label: Rotational-Capacity Testing of Bolt Assemblies
+type: radio
+options:
+ - "Coated assemblies as ASTM F3125 requires"
+ - "Every lot of assemblies regardless of finish"
+default: "Coated assemblies as ASTM F3125 requires"
+```
+
+### The rotational-capacity test drives the assembly well past its required pretension and confirms that the lubricated nut, the bolt threads, and the coating together let the bolt strain without stripping or seizing; ASTM F3125 requires it on coated assemblies because a coating changes the thread friction, and a project extends it to plain assemblies where the cost of a lot that stalls at snug is high enough to justify testing every lot. {note}
+
+# Bolted Joint Condition {toc}
+
+## Joint Conditions Defined {toc}
+
+### AISC 360 and the RCSC Specification recognize three conditions for a high-strength bolted joint: snug-tight, in which the plies are drawn into firm contact and the bolt carries no specified pretension; pretensioned, in which each bolt is tensioned to the minimum pretension of AISC 360 Table J3.1; and slip-critical, in which the bolts are pretensioned and the faying surfaces are prepared to a slip class so that the joint carries service load by friction without slipping into bearing. {note}
+
+### The joint condition is a property of the connection design, not of the installer's effort, because a snug-tight joint is designed for bearing and a slip-critical joint is designed for friction, and the same bolt group has a different strength under each. {note}
+
+### AISC 360 Section J3.1 requires pretensioned or slip-critical installation for column splices and beam-to-column connections in structures of the height it states, for connections supporting running machinery and cranes, for connections whose bolts are subject to fatigue, for joints using Grade A490 bolts in tension, and for any joint the Engineer of Record so designates, and AISC 341 requires it throughout the seismic force-resisting system; these code triggers govern regardless of the class policy the datasheet selects. {note}
+
+### Where AISC 360, AISC 341, or the RCSC Specification requires pretensioned or slip-critical installation for a joint, that requirement shall govern over any less demanding class policy selected in the datasheet.
+
+## Joint Condition by Connection Class {toc}
+
+### The joint condition for simple shear connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Joint Condition for Simple Shear Connections
+type: radio
+options:
+ - "Snug-tight"
+ - "Pretensioned"
+ - "Slip-critical"
+default: "Snug-tight"
+```
+
+### The joint condition for bolted moment connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Joint Condition for Bolted Moment Connections
+type: radio
+options:
+ - "Snug-tight"
+ - "Pretensioned"
+ - "Slip-critical"
+default: "Pretensioned"
+```
+
+### The joint condition for bracing and gusset plate connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Joint Condition for Bracing Connections
+type: radio
+options:
+ - "Snug-tight"
+ - "Pretensioned"
+ - "Slip-critical"
+```
+
+### The joint condition for column splices shall be as indicated in the datasheet.
+
+```datasheet
+label: Joint Condition for Column Splices
+type: radio
+options:
+ - "Snug-tight"
+ - "Pretensioned"
+ - "Slip-critical"
+```
+
+### A snug-tight bracing or splice joint is the code-legal condition in a low seismic category where the connection sees neither fatigue nor reversal, and a slip-critical one is required wherever the connection is designed on the basis that it does not slip, so neither is the norm for those classes and the fields carry no default. {note}
+
+### Individual connections whose joint condition differs from the class policy shall be as indicated on [[drawing: the connection schedules]].
+
+### The fabricator and erector shall not downgrade a joint from the condition designated for it, and a joint designated slip-critical shall not be installed as pretensioned without the faying surface treatment this standard requires.
+
+### Slip-critical designation is required by AISC 360 wherever slip at the faying surface would be detrimental to the performance of the structure, wherever bolts pass through oversized holes, and wherever bolts pass through slotted holes with the slot parallel to the direction of load. {note}
+
+# Pretensioning {toc}
+
+## Permitted Pretensioning Methods {toc}
+
+### The pretensioning methods permitted on the project shall be as indicated in the datasheet.
+
+```datasheet
+label: Permitted Pretensioning Methods
+type: checkbox
+options:
+ - "Turn-of-nut"
+ - "Calibrated wrench"
+ - "Twist-off tension-control bolt"
+ - "Direct tension indicator"
+default:
+ - "Turn-of-nut"
+ - "Calibrated wrench"
+ - "Twist-off tension-control bolt"
+ - "Direct tension indicator"
+```
+
+### Each RCSC method reaches the minimum pretension of AISC 360 Table J3.1 by a different mechanism, and the choice among the permitted methods belongs to the erector because it turns on the crew's tooling and on the access at each joint. {note}
+
+### Turn-of-nut brings the bolt to snug, matchmarks the nut and the protruding bolt end, and turns the nut a further rotation prescribed by the RCSC Specification for the bolt length and the slope of the faying surfaces, straining the bolt into the range where the pretension is insensitive to the exact rotation. {note}
+
+### Calibrated wrench sets the wrench on a tension calibrator using assemblies from the lot in use so that the wrench's shut-off corresponds to the required pretension under that day's lubrication and thread condition, and it is the method most sensitive to a lot that has lost its lubricant, because torque is what it controls and friction is what it cannot see. {note}
+
+### A twist-off tension-control bolt carries a splined tip that shears at a calibrated torque, leaving visible evidence that the assembly reached its tested pretension, and it needs clearance behind the joint for the installation tool. {note}
+
+### A direct tension indicator is a washer with formed protrusions that flatten as the bolt is tensioned, and a feeler gauge at the gap between the protrusions confirms the pretension was reached regardless of the tool that produced it. {note}
+
+### The erector shall select the pretensioning method for each connection from the permitted methods, shall identify it in the pre-installation verification plan, and shall not change method on a connection without repeating the pre-installation verification for the new method.
+
+### A method not permitted in the datasheet shall not be used, and a joint pretensioned by a method not permitted shall be disassembled and re-installed with new assemblies by a permitted method at the Contractor's expense.
+
+## Pre-Installation Verification {toc}
+
+### Pre-installation verification shall be performed for every pretensioning method and every fastener lot on the occasions indicated in the datasheet, using a tension calibrator and assemblies from the lot to be installed.
+
+```datasheet
+label: Pre-Installation Verification Occasions
+type: radio
+options:
+ - "At the start of work for each lot and whenever the lot, lubrication, equipment, or conditions change, as the RCSC Specification requires"
+ - "At the start of every shift in addition to the occasions the RCSC Specification requires"
+default: "At the start of work for each lot and whenever the lot, lubrication, equipment, or conditions change, as the RCSC Specification requires"
+```
+
+### The verification sample shall consist of not fewer than three complete assemblies of each combination of diameter, length, grade, and lot, and each assembly shall reach not less than 1.05 times the minimum pretension of AISC 360 Table J3.1 by the method to be used in the work.
+
+### Pre-installation verification catches the lot whose lubricant has dried in storage or whose threads have rusted, which reaches the wrench's shut-off or the prescribed rotation without reaching the pretension, before that lot is installed in a structure where the shortfall cannot be seen. {note}
+
+### A lot that fails pre-installation verification shall not be installed, and shall be cleaned and relubricated by a method the manufacturer accepts and re-verified, or removed from the project.
+
+### The tension calibrator shall be calibrated within the interval its manufacturer states, and the calibration record shall be available at the site.
+
+### Pre-installation verification results shall be recorded by lot, method, and date, and the record shall be available to the quality assurance inspector before the lot is installed.
+
+# Slip-Critical Faying Surfaces {toc}
+
+## Slip Class {toc}
+
+### The slip resistance of a slip-critical joint is the product of the bolt pretension and the mean slip coefficient of the faying surface, so the surface class is an input to the connection design and not a finish detail. {note}
+
+### The faying surface slip class for slip-critical connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Slip-Critical Faying Surface Slip Class
+type: radio
+options:
+ - "Class A"
+ - "Class B"
+default: "Class A"
+```
+
+### AISC 360 assigns a mean slip coefficient of 0.30 to Class A and 0.50 to Class B, so a Class B surface carries the same slip load with fewer bolts at the cost of blast cleaning the faying area of every slip-critical joint, and Class A is what an uncoated mill-scale surface or a hot-dip galvanized surface provides without that preparation. {note}
+
+### The slip class selected shall be the class used in the design of every slip-critical connection, and a connection designed for Class B shall not be furnished with a Class A surface.
+
+## Faying Surface Treatment {toc}
+
+### The treatment of slip-critical faying surfaces shall be as indicated in the datasheet.
+
+```datasheet
+label: Slip-Critical Faying Surface Treatment
+type: select
+options:
+ - "Unpainted clean mill scale"
+ - "Unpainted blast-cleaned steel"
+ - "Blast-cleaned steel coated with a coating qualified for the slip class"
+ - "Hot-dip galvanized and roughened by hand wire brushing"
+```
+
+### The treatment selected shall provide the slip class selected in the datasheet, and a coating applied to a slip-critical faying surface shall carry a slip-class qualification under the RCSC Specification for the class selected, at the dry film thickness within which that qualification holds.
+
+### Where a coated treatment is selected, the coating type and the dry film thickness applied at each slip-critical joint shall be recorded in the faying surface verification record.
+
+### Where a hot-dip galvanized treatment is selected, the faying surfaces shall be roughened by hand wire brushing after galvanizing and shall not be power wire brushed, because power brushing polishes the zinc and reduces the slip coefficient below the class assigned to the surface.
+
+### A slip-critical faying surface shall be free of oil, wax, dirt, loose scale, loose rust, and coating overspray at assembly, and a surface contaminated after treatment shall be re-treated before the plies are brought together.
+
+### Whether slip-critical faying areas are masked during shop coating shall be as indicated in the datasheet.
+
+```datasheet
+label: Faying Surface Masking During Shop Coating
+type: radio
+derived: "the slip-critical faying surface treatment selected and whether the shop coating specified in the structural steel framing standard is qualified for the selected slip class"
+options:
+ - "Faying areas masked before shop coating is applied"
+ - "Faying areas coated with the qualified shop coating"
+default: derived
+```
+
+### The masking boundary at each slip-critical joint shall match the connection geometry on the approved connection shop drawings.
+
+### Field touch-up coating applied to connections under [[sync/structural-steel-framing]] shall not be applied inside the faying area of a slip-critical joint before the joint is assembled.
+
+### Where the faying surface of a slip-critical joint must be protected from corrosion across a shipping or storage interval, the protection shall be a coating qualified for the slip class, and no other coating, oil, or wax shall be applied to the faying area.
+
+# Bolt Holes {toc}
+
+## The hole types permitted in bolted connections shall be as indicated in the datasheet.
+
+```datasheet
+label: Hole Types Permitted in Bolted Connections
+type: checkbox
+options:
+ - "Standard holes"
+ - "Oversized holes"
+ - "Short-slotted holes"
+ - "Long-slotted holes"
+default:
+ - "Standard holes"
+```
+
+## Hole dimensions for each hole type shall conform to AISC 360 Table J3.3 for the bolt diameter.
+
+## Oversized and slotted holes buy erection adjustment or accommodate movement, and they buy it by giving up bearing reliability, which is why AISC 360 permits oversized holes and slots parallel to the load only in slip-critical joints. {note}
+
+## Oversized holes shall be used only in slip-critical connections, in accordance with AISC 360 Section J3.2.
+
+## Slotted holes with the slot parallel to the direction of load shall be used only in slip-critical connections, and slotted holes in a bearing connection shall have the slot perpendicular to the direction of load.
+
+## Where a bolt passes through an oversized or slotted hole in an outer ply, a hardened washer or plate washer of the size the RCSC Specification requires shall be placed over the hole so that the nut or head bears on solid material.
+
+## The hole type at any connection where a hole type other than standard is used shall be as indicated on [[drawing: the connection details]].
+
+## Edge distances, end distances, and bolt spacing shall conform to AISC 360 Sections J3.3 through J3.5 and shall be as indicated on [[drawing: the connection details]].
+
+## Hole forming by punching, drilling, or sub-punching and reaming is a fabrication requirement governed by [[sync/structural-steel-framing]], which also requires drilled or reamed holes where the connection is subject to fatigue or is in the seismic force-resisting system. {note}
+
+## Where the connected members are hot-dip galvanized, zinc build-up in the holes shall be removed after galvanizing so that the bolt passes freely, and the hole shall not be enlarged beyond the dimension AISC 360 Table J3.3 permits for its type.
+
+## A hole that is misaligned at erection shall be reamed to the next larger hole type only where that type is permitted for the joint condition, and shall not be corrected by drifting that distorts the metal, by flame cutting, or by welding and redrilling without the Engineer of Record's written approval.
+
+# Bolt Installation {toc}
+
+## Washers {toc}
+
+### Hardened washers shall be provided at the positions indicated in the datasheet, in addition to any washer the RCSC Specification requires for the bolt grade, hole type, or pretensioning method.
+
+```datasheet
+label: Hardened Washer Policy
+type: radio
+options:
+ - "Hardened washers where the RCSC Specification requires them"
+ - "Hardened washer under the turned element at every pretensioned bolt"
+ - "Hardened washers under both the head and the nut at every high-strength bolt"
+default: "Hardened washers where the RCSC Specification requires them"
+```
+
+### The RCSC Specification requires a hardened washer under the turned element where pretension is developed by calibrated wrench or twist-off bolt, under both the head and the nut for Grade A490 bolts in material below a stated yield strength, over oversized and slotted holes in outer plies, and beneath a direct tension indicator where the indicator is at the turned element. {note}
+
+### Beveled washers shall be used where the bearing face of a ply is sloped more than 1:20 from perpendicular to the bolt axis, so that the nut or head bears evenly.
+
+### Where a direct tension indicator is used, it shall be placed at the position and with the hardened washer that the RCSC Specification requires for whether the head or the nut is turned.
+
+## Snugging and Pretensioning Sequence {toc}
+
+### High-strength bolts shall be installed in accordance with the RCSC Specification.
+
+### Before any bolt is snugged, the plies shall be assembled with the faying surfaces in the condition this standard requires and with every bolt in the joint installed and finger-tight.
+
+### All bolts in a joint shall be brought to snug-tight, working systematically from the most rigid part of the joint toward its free edges, before any bolt in the joint is pretensioned.
+
+### Snug-tight is the condition reached by the full effort of an ironworker on an ordinary spud wrench or by a few impacts of an impact wrench, and it is a ply condition rather than a bolt condition: it means the plies are in firm contact throughout the joint. {note}
+
+### After the whole joint is snug, the bolts shall be pretensioned in the same systematic pattern, and pretensioning shall not begin at the free edge.
+
+### Pretensioning a bolt while adjacent plies are still gapped lets the plies close as later bolts are tightened, relaxing the pretension in the bolts already tensioned and leaving them below the minimum without any change the installer can see. {note}
+
+### A bolt shall be pretensioned by turning the nut or the head with the other element held from rotating, and the element turned shall be the one the pre-installation verification tested.
+
+### Where the turn-of-nut method is used, the nut and the protruding bolt end shall be matchmarked at snug and the marks left in place for inspection.
+
+### Where the calibrated wrench method is used, the wrench shall be recalibrated on the tension calibrator at the start of each shift and whenever the lot, the bolt diameter or length, the lubrication, or the wrench changes.
+
+### Where twist-off bolts are used, the splined end shall shear during the pretensioning pass, and a bolt whose spline sheared during snugging shall be removed and replaced.
+
+### Where direct tension indicators are used, the gap shall be checked with the feeler gauge the indicator manufacturer specifies, and an indicator whose protrusions were flattened before pretensioning shall be removed and replaced with the bolt.
+
+## Re-Use and Replacement {toc}
+
+### A high-strength bolt that has been pretensioned shall not be re-used, and a bolt that has been loosened after pretensioning, that fails inspection, or whose spline sheared during snugging shall be removed and replaced with a new assembly from a verified lot.
+
+### Touching up a bolt, meaning re-tightening a bolt that has relaxed because adjacent bolts were tightened after it, is permitted within a joint before the joint is accepted and is not re-use. {note}
+
+### Where the joint condition or the method requires it, a joint disassembled after pretensioning shall be re-installed entirely with new assemblies.
+
+# Welded Connection Configurations {toc}
+
+## Weld Types and Sizes {toc}
+
+### The weld type, size, and length at each connection shall be as indicated on [[drawing: the connection details]].
+
+### Welding procedure, welder qualification, filler metals, preheat, weld acceptance, and nondestructive examination for connection welds are governed by [[sync/welding-requirements]]; this section governs only the connection-specific configuration of backing, weld tabs, access holes, and the welds particular to each connection class. {note}
+
+### Fillet welds shall not be intermittent on a member subject to fatigue or within a protected zone.
+
+### A complete-joint-penetration groove weld loaded in tension transverse to its axis, such as a beam flange welded to a column flange, shall be detailed with the weld access hole, backing, and root treatment this standard requires, because that configuration concentrates through-thickness strain in the column material and is the one most exposed to lamellar tearing.
+
+### A partial-joint-penetration groove weld in a column splice shall be used only where the splice carries compression across the weld throat under every load combination, unless the Engineer of Record has verified the tension capacity of the partial throat and shown the required effective throat on the connection details.
+
+### Where a column splice is subject to net tension under any load combination, the splice welds shall be complete-joint-penetration groove welds or the splice shall be bolted, as indicated on [[drawing: the column splice details]].
+
+## Backing at Beam-to-Column Flange Welds {toc}
+
+### Steel backing left at the root of a complete-joint-penetration flange weld leaves a notch at the weld root, and the bottom flange is the flange where that notch sits in the region of greatest inelastic strain in a moment frame beam and cannot be reached to reinforce it from above. {note}
+
+### The disposition of steel backing at the bottom flange of complete-joint-penetration beam-to-column flange welds shall be as indicated in the datasheet.
+
+```datasheet
+label: Bottom-Flange Backing at CJP Beam-to-Column Flange Welds
+type: radio
+options:
+ - "Removed, root back-gouged to sound metal, and reinforced with a fillet weld"
+ - "Left in place and attached to the column flange with a continuous fillet weld"
+ - "Left in place unattached"
+```
+
+### The disposition of steel backing at the top flange of complete-joint-penetration beam-to-column flange welds shall be as indicated in the datasheet.
+
+```datasheet
+label: Top-Flange Backing at CJP Beam-to-Column Flange Welds
+type: radio
+options:
+ - "Removed, root back-gouged to sound metal, and reinforced with a fillet weld"
+ - "Left in place and attached to the column flange with a continuous fillet weld"
+ - "Left in place unattached"
+```
+
+### The two flanges are decided separately because the top flange backing can be reinforced from the accessible side while the bottom flange backing cannot, and a project that removes bottom flange backing commonly leaves top flange backing in place with a fillet weld to the column; where AISC 341 does not apply, leaving backing in place at both flanges is the code-legal configuration the detail may select. {note}
+
+### Where AISC 341 applies, the backing at demand-critical beam-to-column flange welds shall be disposed of as AWS D1.8 and the AISC 358 connection require, and the datasheet selection shall not be used to relax that requirement.
+
+### Where backing is removed, the root shall be back-gouged to sound metal, examined for defects, and rewelded with a reinforcing fillet of the size shown on the connection details.
+
+### Where backing is left in place and attached with a fillet weld, the fillet shall be continuous along the backing and shall be made with a filler metal of the toughness the connection weld requires.
+
+### Where backing is left in place unattached, the backing shall be continuous for the full length of the joint and shall be fit tight against the base metal.
+
+## Weld Tabs {toc}
+
+### Weld tabs extend the groove beyond the ends of the joint so that the starts and stops of each pass fall outside the connection, and the tab region is where the weld carries the arc-start defects that removal takes away with it. {note}
+
+### The removal of weld tabs at complete-joint-penetration groove welds shall be as indicated in the datasheet.
+
+```datasheet
+label: Weld Tab Removal at CJP Groove Welds
+type: radio
+options:
+ - "Removed and the weld ends ground smooth at every complete-joint-penetration groove weld"
+ - "Removed where AWS D1.1, AWS D1.8, or the connection detail requires"
+default: "Removed where AWS D1.1, AWS D1.8, or the connection detail requires"
+```
+
+### Where weld tabs are removed, the weld ends shall be finished to the profile and surface condition AWS D1.1 requires, without gouging the base metal.
+
+### Where AISC 341 applies, weld tabs at demand-critical welds shall be removed and the ends finished as AWS D1.8 requires.
+
+## Weld Access Holes {toc}
+
+### The geometry of weld access holes at beam copes and at complete-joint-penetration flange welds shall be as indicated in the datasheet.
+
+```datasheet
+label: Weld Access Hole Geometry
+type: radio
+derived: "the applicability of AISC 341 determined from [[parameter: seismic-design-category]] and the seismic force-resisting system, and the geometry the AISC 358 connection selected requires"
+options:
+ - "Geometry and surface condition per AWS D1.1"
+ - "Seismic geometry and surface condition per AWS D1.8"
+ - "Geometry specified by the AISC 358 prequalified connection"
+default: derived
+```
+
+### A rough or sharply radiused access hole is a fracture initiation site at exactly the point where the flange weld ends, which is why the seismic geometry and its surface roughness limit are a qualification condition of the connection and not a workmanship preference. {note}
+
+### Weld access holes shall be free of notches and gouges, and a hole cut outside the geometry or roughness required shall be ground to the required condition or repaired by a procedure the Engineer of Record approves in writing.
+
+## Continuity Plates, Doubler Plates, and Stiffeners {toc}
+
+### Continuity plates, doubler plates, and stiffeners shall be furnished at the locations and in the thicknesses indicated on [[drawing: the connection details]].
+
+### Welding of a continuity plate, doubler plate, or stiffener into the k-area of a rolled shape shall be avoided by clipping the plate corner as the connection detail shows, and where such welding is unavoidable the web k-area within 3 in. of the weld shall be inspected for cracks after welding.
+
+### The k-area of a rotary-straightened shape is harder and less tough than the rest of the section, and welding into it has produced cracks in the web that appear only after the weld cools. {note}
+
+# Load Sharing Between Bolts and Welds {toc}
+
+## Whether bolts and welds may share the same force within a single connection shall be as indicated in the datasheet.
+
+```datasheet
+label: Load Sharing Between Bolts and Welds
+type: radio
+options:
+ - "Not permitted"
+ - "Permitted within the limits of AISC 360 Section J1.8"
+default: "Not permitted"
+```
+
+## A weld carries its load at a strain too small for a bearing bolt to develop its full strength, so AISC 360 counts the two as sharing only under the conditions of Section J1.8 and only with the bolts installed and pretensioned before the welds are made. {note}
+
+## Where load sharing is permitted, the bolts in the shared joint shall be installed in standard holes or in short slots perpendicular to the direction of load, shall be pretensioned before welding begins, and shall share load only with the welds Section J1.8 permits.
+
+## Where load sharing is not permitted, each force in a connection shall be transmitted by bolts alone or by welds alone, erection bolts in a welded connection shall be treated as fit-up devices, and the weld shall be sized to carry the full force without them.
+
+## Where a bolted connection is altered by welding after the bolts have been pretensioned, the existing bolts may be counted for the loads present at the time of the alteration only as AISC 360 Section J1.8 permits.
+
+## Where AISC 341 applies, bolts and welds shall not share load in any connection of the seismic force-resisting system regardless of the datasheet selection.
+
+# Bolting Inspection {toc}
+
+## Inspection by Joint Condition {toc}
+
+### Bolting shall be inspected in accordance with AISC 360 Chapter N and the RCSC Specification, with the tasks assigned to quality control and quality assurance as the bolting inspection plan states.
+
+### Snug-tight joints shall be verified by observation that every bolt is present, that the plies are in firm contact throughout the joint, and that no nut or head has backed off, with random checking by spud wrench.
+
+### Pretensioned and slip-critical joints shall be verified by the quality assurance inspector observing or reviewing the record of the pre-installation verification for the lot and method, and by observing the installation operation to confirm that the joint was snugged throughout before pretensioning and that the pretensioning pass proceeded systematically.
+
+### For turn-of-nut, the inspector shall confirm that matchmarks were placed at snug and that the prescribed rotation was achieved; for calibrated wrench, that the wrench was calibrated on the occasions this standard requires; for twist-off bolts, that the spline sheared during the pretensioning pass on every bolt; and for direct tension indicators, that the gap closed to the value the indicator manufacturer specifies.
+
+### Slip-critical joints shall additionally be verified by the inspector confirming, before the plies are assembled, that the faying surface treatment matches the treatment selected in the datasheet and that the surface is clean.
+
+### In addition to observation, the quality assurance inspector shall individually verify the pretension evidence on the proportion of bolts in each pretensioned and slip-critical joint indicated in the datasheet.
+
+```datasheet
+label: Bolts per Pretensioned Joint Individually Verified After Installation
+type: range
+unit: '%'
+options:
+ min: 0
+ max: 100
+ setpoints: [0, 10, 25, 50, 100]
+```
+
+### A value of zero leaves the inspection at the observation basis AISC 360 Chapter N establishes, in which the installation operation is witnessed and no routine per-bolt check follows; a higher value adds a per-bolt check of rotation, spline, or indicator gap on a sample after installation, at the cost of inspection time and of a joint that has to be reopened to inspection after the crew has moved on. {note}
+
+### Where the installation records and the pre-installation verification are in order, arbitration testing of installed bolts is not required; where the inspector and the erector disagree whether a joint reached pretension, the arbitration procedure of the RCSC Specification shall govern, using an inspection wrench calibrated on the tension calibrator with assemblies from the lot in question.
+
+### A joint that fails inspection shall be corrected at the Contractor's expense, and the cost of any re-inspection and of any arbitration testing that confirms a deficiency shall be borne by the Contractor.
+
+## Inspection Records {toc}
+
+### Bolting inspection results shall be recorded by connection, identifying the joint condition, the pretensioning method, the fastener lot, the inspector, the date, and the result.
+
+### Rejected bolts and joints shall be entered in the nonconformance log with their disposition and the re-inspection result.
+
+# Field Modifications {toc}
+
+## A connection shall not be cut, drilled, reamed beyond the correction this standard permits, or welded in a manner not shown on the approved connection shop drawings without the Engineer of Record's written approval.
+
+## A field modification made without approval voids the certificate of compliance for the affected connection, and the Contractor shall bear the cost of the engineering review, the corrective work, and the re-inspection the modification requires.
+
+## Where a member does not fit at a connection, the Contractor shall report the misfit to the Engineer of Record with the measured deviation before any correction is made, and shall make only the correction the Engineer of Record approves in writing.
+
+# Delivery, Storage, and Handling {toc}
+
+## High-strength bolt assemblies shall be delivered in the manufacturer's sealed and labeled containers, with each container identifying the lot, grade, type, finish, diameter, length, and the matching nut and washer lots.
+
+## Assemblies shall be stored in a closed, weathertight enclosure off the ground, protected from moisture, dirt, and condensation, and shall remain in their sealed containers until issued for installation.
+
+## Only the quantity of assemblies expected to be installed in one shift shall be issued from protected storage to the work point.
+
+## Assemblies not installed during the shift in which they were issued shall be returned to protected storage at the end of that shift and shall not be left exposed to weather at the work point.
+
+## Lots shall be kept segregated in storage and at the work point so that the lot installed in every connection can be traced to its certification and its pre-installation verification record.
+
+## An assembly that has rusted, whose lubricant has dried, washed off, or been contaminated, or whose container seal was broken for a period long enough to admit moisture shall not be installed until the lot has been re-verified by pre-installation verification or has been cleaned and relubricated by a method the manufacturer accepts and then re-verified.
+
+## Field relubrication of an assembly with a lubricant the manufacturer has not accepted is not permitted, because the pretension the lot's records demonstrate was tested with the manufacturer's lubricant and no other.
+
+## Direct tension indicators shall be stored and handled so that their protrusions are not deformed before installation, and an indicator with a deformed protrusion shall be discarded.
+
+## Welding consumables are received, stored, and controlled under [[sync/welding-requirements]]. {note}
+
+# Warranty {toc}
+
+## The connection work is warranted under the warranty [[sync/structural-steel-framing]] establishes for the structural steel, for the period and on the terms stated there. {note}
+
+## For the purpose of that warranty, a connection defect includes a high-strength bolt found below the minimum pretension its joint condition requires, a slip-critical joint whose faying surface was not treated as this standard requires, a connection whose fastener grade, diameter, hole type, or weld configuration differs from the approved connection shop drawings, and a weld defect in a connection weld that the required inspection should have found.
+
+## A connection found defective within the warranty period shall be corrected by the responsible party at its own expense, including disassembly, new fastener assemblies, re-welding, re-inspection, and restoration of the coating system disturbed by the correction.