+---
+title: Common Work Results for Structural Steel
+category: Structural / Steel & Metal Fabrications
+toc_depth: 3
+description: >
+ When to use: On every project that includes hot-rolled structural steel work — commercial, institutional, industrial, mixed-use high-rise, and infrastructure — to establish the unified administrative and quality-assurance envelope for hot-rolled structural steel sections: fabricator and erector qualification (AISC certification, IAS AC172 accreditation), the common submittal hierarchy (shop and erection drawings, MTRs and CMTRs, WPS/PQR, welder qualifications, delegated-design connection calculations, product data), delivery and storage of steel, fabricator/erector/contractor coordination, pre-erection survey and base-plate grouting responsibility, special-inspection administration under IBC Chapter 17, and the non-conforming work and corrective-action process spanning all structural steel sections.
+ Not intended for: Member selection, fabrication detailing, erection sequence, and member coatings (see [[sync/structural-steel-framing]]); connection design, bolting, and weld NDE execution (see [[sync/structural-steel-connections]]); deck attachment (see [[sync/steel-deck]]); cold-formed light-gauge framing (see [[sync/cold-formed-metal-framing]]); architectural and miscellaneous fabrications (see [[sync/metal-fabrications]] and [[sync/miscellaneous-metals]]); anchor rods, base plates, and embedments (see [[sync/cast-in-place-concrete]], [[sync/concrete-reinforcement]], and [[sync/structural-steel-anchor-bolts]]); fireproofing (see [[sync/fireproofing]]); specialty/process welding (see [[sync/welding-requirements]]); and the project-wide special-inspection program document (see [[sync/special-inspections-and-testing]]).
+---
+
+# Scope {toc}
+
+## This standard is the umbrella section for all hot-rolled structural steel work and establishes the administrative, qualification, and quality-assurance requirements that every other hot-rolled structural steel section relies on. {note}
+
+## This section intentionally contains no unique material, member-selection, or installation content of its own. {note}
+
+## Its purpose is to set the common framework once — fabricator and erector qualification, the shared submittal package, material traceability, delivery and storage of steel, coordination among the fabricator, erector, and Contractor, and the special-inspection and non-conforming-work processes — so that the member-specific and connection-specific sections need not restate it. {note}
+
+## Members, member coatings, camber, and erection sequence are specified in [[sync/structural-steel-framing]]; bolted and welded connection design, pretensioning, faying-surface preparation, and connection nondestructive examination are specified in [[sync/structural-steel-connections]]; steel deck attachment is specified in [[sync/steel-deck]]. {note}
+
+## Anchor rods, base plates, and their concrete embedment are specified in [[sync/cast-in-place-concrete]], [[sync/concrete-reinforcement]], and [[sync/structural-steel-anchor-bolts]]; the advance-bill package administered here coordinates those items but does not design them. {note}
+
+## The project-wide statement of special inspections and the structural testing program are specified in [[sync/special-inspections-and-testing]]; this section addresses only the steel-specific inspection items within that program. {note}
+
+## Where this section and a member- or connection-specific section both address a requirement, the more specific section governs the technical content and this section governs the administrative process. {note}
+
+## The Contractor shall comply with this section in addition to, and not in lieu of, the member-specific and connection-specific structural steel sections.
+
+## The Contractor shall coordinate the requirements of this section with the project statement of special inspections so that no inspection task is duplicated or omitted.
+
+# Referenced Standards {toc}
+
+## Work shall comply with the latest adopted edition of each of the following standards unless a specific edition is cited.
+
+## Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
+
+| Standard | Title |
+|----------|-------|
+| ANSI/AISC 303-22 | Code of Standard Practice for Steel Buildings and Bridges |
+| ANSI/AISC 360-22 | Specification for Structural Steel Buildings |
+| AISC Certification Standard | Certification Standard for Steel Fabrication and Erection, and Manufacturing of Metal Components |
+| ASTM A6/A6M-24 | General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling |
+| ASTM A370 | Standard Test Methods and Definitions for Mechanical Testing of Steel Products |
+| ASTM A673 | Sampling Procedure for Impact Testing of Structural Steel |
+| ASTM A992/A992M | Standard Specification for Structural Steel Shapes |
+| ASTM A572/A572M | High-Strength Low-Alloy Columbium-Vanadium Structural Steel |
+| ASTM A500/A500M | Cold-Formed Welded and Seamless Carbon Steel Structural Tubing |
+| AWS D1.1 | Structural Welding Code — Steel |
+| AWS QC1 | Standard for AWS Certification of Welding Inspectors |
+| RCSC | Specification for Structural Joints Using High-Strength Bolts |
+| IBC Chapter 17 | International Building Code — Special Inspections and Tests |
+| IAS AC172 | Accreditation Criteria for Fabricator Inspection Programs for Structural Steel |
+
+## The AISC Certification Standard is referenced without a fixed year so that the current edition governs each audit; the edition in effect at the time of the fabricator's or erector's audit shall apply.
+
+## ANSI/AISC 303-22 establishes the trade-practice framework — shop and erection drawing responsibility, fabrication and erection tolerances, and the owner-fabricator-erector contractual relationship — that the rest of this section implements administratively. {note}
+
+# Submittals {toc}
+
+## The Contractor shall submit all items required by this section through the fabricator and erector of record, consolidated so the Engineer of Record reviews a single coordinated package for each submittal category. {note}
+
+## Action Submittals {toc}
+
+### The Contractor shall submit the following action submittals for review before the corresponding fabrication or erection activity begins:
+
+- Shop drawings showing each fabricated assembly, with member sizes, material grades, dimensions, welds, bolt types and grades, and piece marks
+- Erection drawings showing the field-assembly arrangement, piece marks, field connections, and erection bracing where shown by the erector
+- Connection calculations for delegated-design connections, sealed by the delegated engineer
+- Advance-bill (anchor rod) package coordinating anchor rod layout, projection, and setting tolerances with the foundation drawings
+- Product data for high-strength bolt assemblies, welding consumables, shear connectors, and grout
+- Welding procedure specifications (WPS) and supporting procedure qualification records (PQR)
+- Welder, welding-operator, and tack-welder performance qualification records
+
+```datasheet
+label: Action submittals required
+type: checkbox
+options:
+ - Shop drawings
+ - Erection drawings
+ - Delegated-design connection calculations
+ - Advance-bill (anchor rod) package
+ - Product data (bolts, consumables, connectors, grout)
+ - Welding procedure specifications (WPS)
+ - Procedure qualification records (PQR)
+ - Welder performance qualification records
+default:
+ - Shop drawings
+ - Erection drawings
+ - Advance-bill (anchor rod) package
+ - Product data (bolts, consumables, connectors, grout)
+ - Welding procedure specifications (WPS)
+ - Welder performance qualification records
+```
+
+### Shop drawings shall be reviewed and approved before fabrication of the corresponding members begins.
+
+### The advance-bill (anchor rod) package shall be reviewed and approved before the foundations that receive those anchor rods are poured.
+
+### The advance-bill package shall be submitted no later than the lead time established below before the scheduled foundation pour date.
+
+```datasheet
+label: Advance-bill (anchor rod) package lead time before foundation pour
+type: range
+unit: weeks
+min: 2
+max: 8
+step: 1
+default: 4
+```
+
+### Shop drawings shall be submitted no later than the lead time established below before the scheduled start of fabrication.
+
+```datasheet
+label: Shop drawing submittal lead time before fabrication start
+type: range
+unit: weeks
+min: 4
+max: 10
+step: 1
+default: 6
+```
+
+### The shop drawing submittal format shall be as selected below.
+
+```datasheet
+label: Shop drawing submittal format
+type: radio
+options:
+ - Electronic PDF
+ - Electronic BIM-coordinated package (model-extracted)
+ - Paper hard copy
+default: Electronic PDF
+```
+
+### Review of shop drawings by the Engineer of Record shall not relieve the fabricator of responsibility for dimensional accuracy, fit, or quantity. {note}
+
+### Lead times shorter than six weeks are appropriate only for small, repetitive, or fast-track projects; complex geometry and seismic-force-resisting systems typically require eight to ten weeks to allow connection design coordination. {note}
+
+## Informational Submittals {toc}
+
+### The Contractor shall submit the following informational submittals as the corresponding material or activity occurs:
+
+- Mill test reports (MTRs) and Certified Material Test Reports (CMTRs) for all structural steel
+- Charpy V-notch (CVN) impact test reports where impact testing is required
+- High-strength bolt lot certifications and rotational-capacity (pre-installation verification) test reports per the RCSC specification
+- AISC certification documentation for the fabricator and erector
+- IAS AC172 accreditation documentation where the fabricator's quality program is offered in lieu of third-party inspection
+- Certified welding inspector (CWI) qualification records
+- Non-conforming work reports and approved corrective-action records
+
+```datasheet
+label: Informational submittals required
+type: checkbox
+options:
+ - Mill test reports (MTRs / CMTRs)
+ - Charpy V-notch (CVN) test reports
+ - High-strength bolt lot certifications
+ - Rotational-capacity (pre-installation verification) test reports
+ - AISC certification documentation
+ - IAS AC172 accreditation documentation
+ - CWI qualification records
+ - Non-conforming work and corrective-action records
+default:
+ - Mill test reports (MTRs / CMTRs)
+ - High-strength bolt lot certifications
+ - Rotational-capacity (pre-installation verification) test reports
+ - AISC certification documentation
+ - CWI qualification records
+ - Non-conforming work and corrective-action records
+```
+
+### Each CMTR shall report the heat number, chemical analysis, and mechanical test results (tensile, and where required Charpy impact) per ASTM A370 for the material it certifies.
+
+### Material traceability between the CMTR and the installed member shall be provided to the level selected below.
+
+```datasheet
+label: Material traceability level
+type: radio
+options:
+ - Heat-number traceability to individual members
+ - Lot certification to bundle or shipment
+default: Lot certification to bundle or shipment
+```
+
+### Heat-number traceability to individual members shall be provided for seismic demand-critical members and for any member subject to owner-required chain-of-custody.
+
+### Lot certification alone may be insufficient where the project includes seismic demand-critical members; specify heat-number traceability in that case rather than relying on the default. {note}
+
+## Closeout Submittals {toc}
+
+### The Contractor shall submit the following closeout submittals before final acceptance of the structural steel work:
+
+- Erection survey confirming as-erected plumbness, elevation, and alignment within the tolerances of ANSI/AISC 303
+- Final special-inspection reports for steel, with all open items closed
+- A consolidated record set of approved shop and erection drawings reflecting field modifications
+
+```datasheet
+label: Closeout submittals required
+type: checkbox
+options:
+ - As-erected survey within AISC 303 tolerances
+ - Final special-inspection reports (steel) with open items closed
+ - Record set of approved shop and erection drawings
+default:
+ - As-erected survey within AISC 303 tolerances
+ - Final special-inspection reports (steel) with open items closed
+ - Record set of approved shop and erection drawings
+```
+
+### The fabricator shall retain CMTRs for the period established below after project completion.
+
+```datasheet
+label: CMTR retention period after project completion
+type: range
+unit: years
+min: 5
+max: 10
+step: 1
+default: 7
+```
+
+# Quality Assurance {toc}
+
+## The quality-assurance program for structural steel implements ANSI/AISC 360 Chapter N and IBC Chapter 17, dividing responsibility between the fabricator's and erector's quality control (QC) and the independent quality assurance (QA) provided by special inspection. {note}
+
+## Fabricator Qualification {toc}
+
+### The fabricator shall hold current AISC certification in the category established below.
+
+```datasheet
+label: Minimum AISC fabricator certification category
+type: radio
+options:
+ - Standard (BU) — commodity framing, simple structures
+ - Sophisticated (IB) — complex geometry, long-span
+ - Complex (SBD) — seismic demand-critical, fracture-critical
+default: Standard (BU) — commodity framing, simple structures
+```
+
+### The fabricator shall maintain a written quality-control program covering material receipt and identification, fit-up, welding, bolting, and inspection.
+
+### Requiring a certification category higher than the structure demands can sole-source the work or eliminate bid competition in smaller markets; the Standard category suits routine gravity framing, and Complex is reserved for seismic demand-critical or fracture-critical work. {note}
+
+### Before specifying a higher category, the Engineer of Record should confirm that enough certified fabricators serve the local market to preserve competitive bidding.
+
+## Erector Qualification {toc}
+
+### The erector shall hold current AISC erector certification in the category established below.
+
+```datasheet
+label: Minimum AISC erector certification category
+type: radio
+options:
+ - Basic (CSE) — standard erection
+ - Sophisticated (ASE) — complex erection
+ - Complex (Seismic) — seismic-force-resisting systems
+default: Basic (CSE) — standard erection
+```
+
+### Whether the erector must be a separate entity from the fabricator shall be as selected below.
+
+```datasheet
+label: Erector independence from fabricator
+type: radio
+options:
+ - Erector may be the fabricator or its subsidiary
+ - Erector shall be a separate entity from the fabricator
+default: Erector may be the fabricator or its subsidiary
+```
+
+## Special Inspection {toc}
+
+### Structural steel work shall be subject to special inspection under IBC Chapter 17, including high-strength bolting, welding, steel-frame erection, and sprayed fire-resistive material thickness where applicable.
+
+### The special inspection agency shall be retained by the party established below.
+
+```datasheet
+label: Special inspection agency retained by
+type: radio
+options:
+ - Owner
+ - Contractor
+default: Owner
+```
+
+### IBC Chapter 17 requires the Owner to retain the special inspection agency in most jurisdictions; contractor retention creates a conflict of interest and is non-compliant where the code requires owner retention. {note}
+
+### Whether the IAS AC172 fabricator quality-program exception under IBC Section 1705.2 is accepted in lieu of full third-party special inspection shall be as selected below.
+
+```datasheet
+label: IAS AC172 fabricator exception (IBC 1705.2)
+type: radio
+options:
+ - Accepted — AC172-accredited fabricator self-performs eligible inspections
+ - Not accepted — third-party special inspection required regardless
+default: Not accepted — third-party special inspection required regardless
+```
+
+### Where the IAS AC172 exception is accepted, the fabricator shall hold current IAS AC172 accreditation and shall furnish the accreditation documentation before fabrication begins.
+
+### Acceptance of the AC172 exception shall be coordinated with the Authority Having Jurisdiction before the work begins.
+
+### Omitting the AC172 exception clause, or invoking it without coordinating with the Authority Having Jurisdiction, can cause the Owner to pay for redundant inspection or, conversely, to receive less inspection than the code requires. {note}
+
+## Welding Inspection Personnel {toc}
+
+### Visual inspection of welding shall be performed by a Certified Welding Inspector qualified under AWS QC1.
+
+### Welding procedures and welder qualifications shall conform to AWS D1.1.
+
+### WPS, PQR, and welder performance qualification records shall be in effect and on file before production welding begins.
+
+# Material and Traceability {toc}
+
+## Default material grades for hot-rolled structural steel are established below; these reflect the most common selections and shall apply unless the structural drawings specify otherwise. {note}
+
+## W-shapes shall conform to the grade established below.
+
+```datasheet
+label: W-shape material grade
+type: radio
+options:
+ - ASTM A992 (Fy = 50 ksi, Fu = 65 ksi)
+ - ASTM A572 Grade 50
+ - ASTM A913 Grade 65
+default: ASTM A992 (Fy = 50 ksi, Fu = 65 ksi)
+```
+
+## Plates and angles shall conform to the grade established below.
+
+```datasheet
+label: Plate and angle material grade
+type: radio
+options:
+ - ASTM A572 Grade 50
+ - ASTM A36
+ - ASTM A588 (weathering)
+default: ASTM A572 Grade 50
+```
+
+## Hollow structural sections (HSS) shall conform to the grade established below.
+
+```datasheet
+label: HSS material grade
+type: radio
+options:
+ - ASTM A500 Grade C
+ - ASTM A500 Grade B
+ - ASTM A1085
+default: ASTM A500 Grade C
+```
+
+## Charpy V-Notch Impact Testing {toc}
+
+### Whether Charpy V-notch impact testing is required for the project shall be as selected below.
+
+```datasheet
+label: Charpy V-notch (CVN) impact testing
+type: radio
+options:
+ - Not required
+ - Required for designated seismic demand-critical members
+ - Required for all members of designated grades
+default: Not required
+```
+
+### Where CVN testing is required, the test temperature shall be as established below.
+
+```datasheet
+label: CVN test temperature
+type: range
+unit: °F
+min: -40
+max: 70
+step: 10
+default: 40
+drawing_ref: true
+```
+
+### Where CVN testing is required, the ASTM A673 sampling frequency shall be as established below.
+
+```datasheet
+label: ASTM A673 sampling frequency
+type: radio
+options:
+ - Frequency H (heat)
+ - Frequency P (piece)
+default: Frequency H (heat)
+```
+
+### Specifying a CVN test temperature colder than the application requires, or omitting the ASTM A673 frequency and lot size, generates avoidable RFIs and mill surcharges; set the temperature and frequency deliberately rather than copying a colder value from another project. {note}
+
+# Delegated Connection Design {toc}
+
+## Connections may be designed by the fabricator's engineer from forces shown by the Engineer of Record (delegated design), or detailed completely by the Engineer of Record; the responsibility model shall be established before bidding. {note}
+
+## The connection-design responsibility for this project shall be as selected below.
+
+```datasheet
+label: Connection design responsibility
+type: radio
+options:
+ - Delegated to fabricator's engineer (EOR provides forces only)
+ - Engineer of Record provides complete connection details
+default: Delegated to fabricator's engineer (EOR provides forces only)
+```
+
+## Where connection design is delegated, the connection calculations shall be sealed by a structural engineer licensed in the jurisdiction of the project.
+
+## The Engineer of Record shall provide the connection design forces, including any required and available strengths, on the structural drawings where connection design is delegated.
+
+## Full Engineer-of-Record connection design is typically reserved for seismic moment frames and other critical connections; delegated design is the common model for standard gravity and braced-frame connections. The specification shall state explicitly whether the delegated connection design requires a licensed engineer's seal in the jurisdiction and who serves as the engineer of record for the connection design, so that the responsibility boundary is not left to an RFI. Detailed connection design rules, bolting methods, and weld acceptance criteria are specified in [[sync/structural-steel-connections]]; this section governs only the responsibility model and the submittal of the resulting calculations. {note}
+
+# Coordination {toc}
+
+## The Contractor shall coordinate the work of the fabricator and erector with the foundation, concrete, and embedment work so that anchor rods, base plates, and leveling provisions are in place before steel erection begins.
+
+## Anchor Rod and Advance-Bill Coordination {toc}
+
+### The advance-bill (anchor rod) package shall be coordinated with the foundation drawings so that anchor rod patterns, projections, and setting tolerances match a single controlling document.
+
+### The party responsible for setting anchor rods shall verify the rod layout against the approved advance-bill package before the supporting concrete is placed.
+
+### When the advance-bill package and the civil or structural anchor-rod setting drawing are issued by different parties, bolt patterns can be set from the wrong document; reconcile the two before the pour. {note}
+
+### Advancing foundations before the advance-bill package is approved risks anchor-rod setting errors that are expensive and schedule-critical to correct after concrete has cured. {note}
+
+## Pre-Erection Survey and Base-Plate Grouting {toc}
+
+### A pre-erection survey of the as-set anchor rods and column base elevations shall be performed before steel erection begins.
+
+### The pre-erection survey shall verify that anchor rod locations and projections are within the setting tolerances and shall document any deviation for resolution before erection.
+
+### The party responsible for the pre-erection survey shall be as established below.
+
+```datasheet
+label: Pre-erection column survey performed by
+type: radio
+options:
+ - Erector
+ - Independent surveyor
+ - Contractor
+default: Erector
+```
+
+### Column base plates shall be set and leveled, then grouted under the base plate after the column is plumbed and the connection above is sufficiently complete to carry the leveling reactions.
+
+### Base-plate grout shall be a non-shrink, non-metallic cementitious grout of the compressive strength established below.
+
+```datasheet
+label: Base-plate grout minimum compressive strength
+type: range
+unit: psi
+min: 5000
+max: 10000
+step: 500
+default: 6000
+```
+
+### Post-installed and adhesive anchoring of base plates, where used in lieu of cast-in anchor rods, is specified in [[sync/epoxy-grouting-and-anchoring]]. {note}
+
+## Tolerance Reconciliation {toc}
+
+### Mill tolerances of ASTM A6 (as-rolled dimensional variation) and erection tolerances of ANSI/AISC 303 (as-erected positional deviation) are distinct and additive; both shall be satisfied independently. {note}
+
+### Column plumbness shall be maintained within 1/500 of the height above the base plate, not to exceed 1 in toward the building line below the 20th tier nor 2 in cumulatively, per ANSI/AISC 303 Section 7.13.
+
+### Individual beam elevation at the bearing point shall be within ±3/8 in of the theoretical elevation, per ANSI/AISC 303 Section 7.5.
+
+### As-rolled member camber and straightness shall be within the limits of ASTM A6/A6M — camber ±3/8 in for members under 50 ft, and sweep within 1/8 in per 10 ft of length. {note}
+
+### Confusing mill tolerance with erection tolerance leads to rejecting members that are within both limits when measured separately; evaluate each against its own standard. {note}
+
+# Delivery, Storage, and Handling {toc}
+
+## Structural steel shall be marked with piece marks matching the erection drawings before shipment so that members can be identified and erected in sequence.
+
+## Members shall be bundled and dunnaged to prevent distortion, twist, and damage during transport and handling.
+
+## On-site stored steel shall be supported on dunnage a minimum of 12 in clear of the ground, with no direct soil contact, and shall be blocked to prevent distortion and to allow drainage.
+
+## Steel stored outdoors shall be positioned and blocked to shed water and to prevent ponding, staining, and accelerated corrosion before erection.
+
+## High-strength bolt assemblies shall be stored in their sealed shipping containers, protected from moisture and contamination, and shall not be removed from protected storage until immediately before installation.
+
+## Welding consumables shall be stored and handled to maintain the manufacturer's specified low-hydrogen condition, including holding-oven storage where required by the WPS.
+
+## Inadequate dunnage and uncontrolled outdoor storage are common causes of distortion, surface corrosion, and contaminated faying surfaces that generate rework before a single connection is made. {note}
+
+# Non-Conforming Work and Corrective Action {toc}
+
+## A non-conformance is any material, fabrication, or erection condition that does not meet the contract documents or the referenced standards; the disposition process shall be established before fabrication begins so that the first out-of-tolerance piece does not trigger an undefined dispute. {note}
+
+## The fabricator or erector shall document each non-conformance, including the affected piece marks, the nature of the deviation, and the proposed disposition.
+
+## Non-conforming members shall not be incorporated into the work until a disposition has been approved by the Engineer of Record.
+
+## The default disposition protocol for a non-conforming member shall be as established below.
+
+```datasheet
+label: Default non-conforming member disposition protocol
+type: radio
+options:
+ - Engineer-of-Record evaluation and written disposition
+ - Repair in the field per approved procedure
+ - Return to shop for repair or replacement
+default: Engineer-of-Record evaluation and written disposition
+```
+
+## Field repairs of non-conforming welds or members shall be performed only under a written, approved repair procedure, and shall be re-inspected to the same acceptance criteria as the original work.
+
+## Corrective action shall be documented and submitted as an informational submittal, including the disposition, the repair procedure where applicable, and the re-inspection result.
+
+## Leaving the corrective-action protocol undefined until a non-conforming piece arrives guarantees a contentious RFI at the worst time; defining the disposition path in advance keeps the schedule moving. {note}
+
+# Warranty {toc}
+
+## The Contractor shall warrant the structural steel work against defects in material and workmanship for the period established below from the date of substantial completion.
+
+```datasheet
+label: Structural steel workmanship warranty period
+type: range
+unit: years
+min: 1
+max: 2
+step: 1
+default: 1
+```
+
+## Shop-applied protective coatings, where provided, shall be warranted under the coating provisions of [[sync/structural-steel-framing]] rather than under this section. {note}