Structural Steel Framing

Revision 8 · Sep 26, 2026 +1122 −1215

SynC Standards Team — Specifier (Platform Standards) ✓ OfficialDiscloses employment SynC (SynC Platform Team)

Remade from scratch under the authoring cheatsheet: members, fabrication, erection and coatings kept here with connections and welding delegated to their companion standards, grade by shape family, the steel-deck boundary narrowed to the deck itself, a trade-off note beside every choice

Showing changes from Rev 7 to Rev 8 in Structural Steel Framing.

−---

−title: Structural Steel Framing

−category: Structural / Steel & Metal Fabrications

−toc_depth: 3

−description: >

− When to use: Hot-rolled structural steel framing for commercial, institutional, and industrial buildings. Covers wide-flange beams and columns, hollow structural sections (HSS), channels, angles, plates, anchor rods, and all connection materials. Addresses fabrication, erection, bolted connections (bearing and slip-critical), welded connections, high-strength bolt pretensioning, shop and field coatings, surface preparation, camber, tolerances, special inspection, and nondestructive examination. Applicable to buildings in all seismic design categories; seismic-specific requirements follow AISC 341 where triggered.

− Not intended for: Cold-formed light-gauge steel framing (see [[sync/cold-formed-metal-framing]]), open-web steel joists and joist girders (see [[sync/steel-joists]]), steel deck (see [[sync/steel-deck]]), pre-engineered metal building systems with manufacturer-designed frames (see [[sync/metal-building-systems]]), miscellaneous metals and architectural metalwork (see [[sync/miscellaneous-metals]]), spray-applied fireproofing (see [[sync/fireproofing]]), or stainless steel structural members.

−---

−

−# Scope {toc}

−

−## This specification covers the materials, fabrication, erection, inspection, and coating of hot-rolled structural steel framing systems for buildings and structures. {note}

−## Structural steel under this specification includes all members shown on the structural drawings as part of the gravity-load-carrying and lateral force-resisting systems: wide-flange beams, girders, and columns; hollow structural sections (HSS) used as columns, braces, or beams; channels, angles, tees, and plates; base plates, bearing plates, and column cap plates; headed shear stud connectors for composite beams; gusset plates, stiffeners, and connection plates; and all bolts, nuts, washers, welds, and anchor rods required to form a complete, structurally sound framing system. {note}

−

−## Member sizes, connection types, connection details, and overall framing geometry are [[drawing: as indicated on the structural framing plans, elevations, sections, and connection detail sheets]]. {note}

−

−## The structural steel work shall conform to ANSI/AISC 360-22 (Specification for Structural Steel Buildings), ANSI/AISC 303-22 (Code of Standard Practice for Steel Buildings and Bridges), and AWS D1.1:2025 (Structural Welding Code — Steel) as the primary governing standards for design basis, trade practice, and welding, respectively.

−

−## Where projects are assigned to Seismic Design Category C, D, E, or F, ANSI/AISC 341-22 (Seismic Provisions for Structural Steel Buildings) shall additionally govern all elements of the seismic force-resisting system.

−

−## This specification governs how the steel is procured, fabricated, erected, inspected, and coated; the structural contract drawings define what is built and where, and the two documents shall be read together.

−

−## In the event of a conflict between this specification and the structural drawings, the more stringent requirement governs; the Structural Engineer of Record (SER) shall resolve genuine conflicts in writing.

−

−## This specification does not cover steel deck, which is addressed in [[sync/steel-deck]]; concrete placement at composite slab systems, anchor rod embedment, and footing requirements are addressed in [[sync/cast-in-place-concrete]] and [[sync/concrete-reinforcement]]; spray-applied fireproofing applied to structural steel members is addressed in [[sync/fireproofing]].

−

−## Structural steel connections to masonry bearing walls shall be coordinated with [[sync/unit-masonry]].

−

−# Referenced Standards {toc}

−

−## Materials, fabrication, and erection shall comply with the latest adopted edition of each standard listed below.

−

−| Standard | Title |

−|----------|-------|

−| ANSI/AISC 360-22 | Specification for Structural Steel Buildings |

−| 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) |

−| AISC Design Guide 1 | Base Plate and Anchor Rod Design (Second Edition) |

−| AWS D1.1:2025 | Structural Welding Code — Steel |

−| AWS D1.8:2016 | Structural Welding Code — Seismic Supplement |

−| RCSC 2020 | Specification for Structural Joints Using High-Strength Bolts |

−| ASTM A6/A6M-24 | General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling |

−| ASTM A36/A36M | Carbon Structural Steel |

−| ASTM A572/A572M | High-Strength Low-Alloy Columbium-Vanadium Structural Steel |

−| ASTM A992/A992M | Structural Steel Shapes |

−| ASTM A500/A500M-23 | Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes |

−| ASTM A1085/A1085M-22 | Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS) |

−| ASTM A529/A529M | High-Strength Carbon-Manganese Steel of Structural Quality |

−| ASTM A913/A913M | High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self-Tempering Process |

−| ASTM F3125/F3125M | High Strength Structural Bolts and Assemblies |

−| ASTM A307 | Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength |

−| ASTM A563 | 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 |

−| ASTM F1554-20 | Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength |

−| ASTM A108 | Steel Bar, Carbon and Alloy, Cold-Finished |

−| 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 | Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts |

−| ASCE 7-22 | Minimum Design Loads and Associated Criteria for Buildings and Other Structures |

−| IBC 2021 | International Building Code (Chapter 17, Special Inspections and Tests) |

−| AMPP SP 2 (SSPC-SP 2) | Hand Tool Cleaning |

−| AMPP SP 3 (SSPC-SP 3) | Power Tool Cleaning |

−| AMPP SP 6 (SSPC-SP 6) | Commercial Blast Cleaning |

−| AMPP SP 10 (SSPC-SP 10) | Near-White Metal Blast Cleaning |

−| AMPP PA 1 (SSPC-PA 1) | Shop, Field, and Maintenance Painting of Steel |

−| ASNT SNT-TC-1A | Personnel Qualification and Certification in Nondestructive Testing |

−

−## Where conflicts exist between referenced standards, the more stringent requirement shall govern unless the SER directs otherwise in writing.

−

−## The project's structural general notes and connection design basis govern over default assumptions in this specification.

−

−# Submittals {toc}

−

−## Action Submittals {toc}

−

−### The fabricator shall submit the following for review by the SER and Architect of Record prior to commencing fabrication.

−

−```datasheet

−label: Action Submittals Required

−type: checkbox

−options:

− - "Shop drawings (AISC 303-22 compliant)"

− - "Erection drawings and sequence plan"

− - "Welding procedure specifications (WPS) — prequalified and non-prequalified"

− - "Procedure qualification records (PQR) — non-prequalified WPS"

− - "Welder and welding operator qualification records (AWS D1.1)"

− - "Certified mill test reports (all structural steel)"

− - "Bolt lot certifications with RC test results (ASTM F3125)"

− - "Fabricator AISC certification documentation"

− - "Connection design calculations (where delegated)"

− - "Coating product data and application procedures"

− - "NDT personnel qualification records (ASNT SNT-TC-1A or AWS CWI)"

−default: "Shop drawings (AISC 303-22 compliant)"

−```

−

−### Fabrication shall not begin on any members, connection elements, or assemblies until the corresponding submittals have been reviewed and returned.

−

−### The Contractor shall allow a minimum of 15 working days for each review cycle.

−

−### Shop drawings shall be prepared by the fabricator in accordance with AISC 303-22 Section 4, and shall show all member designations, sizes, cross-sections, lengths, connection details, bolt patterns and hole types, weld symbols and sizes, cope dimensions, block cuts, cambered members and camber amounts, erection marks, piece marks, and the project north orientation.

−

−### Shop drawings shall not be reproductions or tracings of the structural contract drawings; they represent the fabricator's independent detailed interpretation of the design.

−

−### This distinction protects the SER's design responsibility and is non-negotiable. {note}

−

−### Erection drawings shall show the erection sequence, planned crane locations and pick sequences where relevant to the stability of incomplete frames, and the required temporary shoring and bracing scheme.

−

−### The erection plan is a safety and stability document that confirms the erector has thought through the sequence before arriving at the site. {note}

−

−### Welding procedure specifications (WPS) shall be submitted for all welded connections, covering both prequalified and non-prequalified procedures under AWS D1.1:2025.

−

−### Each WPS shall include the essential variables: base metals, filler metal classification, welding process, position, preheat and interpass temperature, heat input range, and joint geometry.

−

−### Procedure qualification records (PQR) shall accompany non-prequalified WPS.

−

−### WPS shall be available at the work location during fabrication.

−

−### Welder qualification records shall document that each welder and welding operator has been qualified per AWS D1.1:2025 Clause 7 (or Clause 8 where applicable) for the processes, positions, and joint types they will perform, showing qualification date, process, position, and base metal group.

−

−### The Contractor shall ensure all qualification records are current and shall remove any welder whose qualification has lapsed.

−

−### Certified mill test reports (CMTR) shall be submitted for all structural steel shapes, plates, bars, and tubing.

−

−### CMTRs shall be traceable to specific heat and lot numbers corresponding to the material delivered to the project and shall confirm compliance with the applicable ASTM specification, including mechanical properties, chemical composition, and carbon equivalent where required.

−

−### CMTRs are the project's primary evidence that the specified grade was actually delivered. {note}

−

−### Bolt lot certifications shall be submitted for each lot of high-strength bolts, nuts, and washers conforming to ASTM F3125, confirming the lot number, the grade, the mechanical test results, and where applicable, the results of rotational-capacity (RC) testing per the RCSC 2020 Specification.

−

−### Bolts, nuts, and washers shall be submitted as complete matched assemblies from the same lot.

−

−### Fabricator AISC certification documentation shall be submitted and shall be current at the time of submittal.

−

−### Certification shall remain current throughout the fabrication period; lapse shall be reported to the SER immediately.

−

−### Connection design calculations shall be submitted where connection design is delegated to the fabricator, as described in the Delegated Connection Design section below.

−

−### Shop and field coating product data sheets and application procedures shall be submitted for all coating systems, including surface preparation requirements, application method, wet and dry film thickness per coat, total dry film thickness, and recoat windows.

−

−## Delegated Connection Design {toc}

−

−### Where connection design is delegated to the fabricator, the contract drawings shall show the required connection forces, moments, and performance criteria for each connection type, and the fabricator's engineer of record shall design the connection geometry to satisfy those demands.

−

−```datasheet

−label: Delegated Connection Design

−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)"

−```

−

−### Connection calculations shall be prepared by a licensed structural engineer in the state of the project and retained by the fabricator.

−

−### Delegated design calculations and drawings shall be submitted with the shop drawings for review by the SER.

−

−### The SER's review confirms that the delegated connections meet the contract force requirements; the fabricator's engineer retains responsibility for the detailed design. {note}

−

−## Closeout Submittals {toc}

−

−### At substantial completion, the Contractor shall provide the closeout submittals listed below.

−

−- As-built shop drawings reflecting all field modifications, substitutions, and approved deviations from the original shop drawings

−- Final inspection reports covering all visual, NDT, and bolt inspection activities, organized by member and connection location

−- Touch-up and field repair coating documentation

−- Post-erection survey report documenting column plumbness and alignment measurements in accordance with AISC 303-22 Section 11

−- Certificate of compliance from both the fabricator and the erector attesting that the work was performed in accordance with the contract documents and the applicable standards

−

−```datasheet

−label: Closeout Submittals Required

−type: checkbox

−options:

− - "As-built shop drawings reflecting field modifications and approved deviations"

− - "Final inspection reports (visual, NDT, bolt) organized by member and connection"

− - "Touch-up and field repair coating documentation"

− - "Post-erection survey report (column plumbness and alignment)"

− - "Certificate of compliance from fabricator and erector"

−default: "As-built shop drawings reflecting field modifications and approved deviations"

−```

−

−### At substantial completion, the Contractor shall provide the closeout submittals listed above.

−

−# Quality Assurance and Special Inspection {toc}

−

−## AISC 360-22 Chapter N Framework {toc}

−

−### AISC 360-22 Chapter N establishes the minimum requirements for quality control (QC), quality assurance (QA), and nondestructive testing of structural steel. {note}

−### QC is the fabricator's and erector's own internal program for meeting the requirements of the contract. {note}

−### QA is the independent verification of the QC program, performed by an inspector retained by or on behalf of the Owner and having no financial relationship with the fabricator or erector. {note}

−

−### These QC and QA functions are separate and shall not be conflated; QA inspection does not relieve the fabricator or erector of QC responsibility.

−

−### The QA inspection plan shall identify which tasks are Observe (O) and which are Perform (P), consistent with AISC 360-22 Tables N5.4-1, N5.4-2, N5.4-3, N5.6-1, N5.6-2, and N5.6-3.

−

−### Observe (O) tasks are performed by inspectors on a random, unannounced basis and do not delay operations pending inspection; Perform (P) tasks are carried out for each welded joint, bolted connection, or member as required. {note}

−

−## IBC Special Inspection {toc}

−

−### Special inspection is required for the categories listed below under IBC 1705.2. {note}

−

−### The building's IBC Risk Category shall be specified, since it determines the scope and frequency of special inspection required for the structural steel.

−

−```datasheet

−label: IBC Risk Category

−type: select

−options:

− - "Risk Category I — Low hazard to human life"

− - "Risk Category II — Standard (most commercial buildings)"

− - "Risk Category III — Substantial hazard to human life"

− - "Risk Category IV — Essential facilities"

−default: "Risk Category II — Standard (most commercial buildings)"

−```

−

−### Special inspections of structural steel construction shall be performed in accordance with IBC 2021 Chapter 17, Section 1705.2 and Table 1705.2, covering welding (shop and field welding of structural connections), high-strength bolting (installation of pretensioned and slip-critical joints), steel elements of seismic force-resisting systems (where applicable per IBC 1705.12), and structural steel in Risk Category III and IV buildings (expanded inspection scope).

−

−### The Statement of Special Inspections (SSI) prepared by the SER shall list all required special inspection tasks and the applicable inspection frequency (continuous or periodic).

−

−### The Special Inspector shall be engaged by the Owner and shall report deficiencies directly to the SER and the Authority Having Jurisdiction (AHJ).

−

−## Fabricator Certification {toc}

−

−```datasheet

−label: Fabricator AISC Certification Category

−type: select

−options:

− - "AISC Certified Steel Fabricator — Standard (STD)"

− - "AISC Certified Steel Fabricator — Intermediate (INT)"

− - "AISC Certified Steel Fabricator — Advanced (ADV)"

− - "AISC Certified Steel Fabricator — Complex (CPX)"

−default: "AISC Certified Steel Fabricator — Standard (STD)"

−```

−

−### AISC fabricator certification, administered under AISC 207 (Standard for Certification Programs), requires an independent third-party audit of the fabricator's quality management system, personnel, equipment, and shop practices. {note}

−### Standard (STD) certification covers typical commercial building projects with standard connections. {note}

−### Intermediate (INT) certification is appropriate where connections involve heavier members, more complex detailing, or seismic systems in moderate seismic zones. {note}

−### Advanced (ADV) certification is required where seismic special moment frames, eccentrically braced frames, or buckling-restrained braced frames are specified. {note}

−### Complex (CPX) certification is reserved for long-span, high-rise, or architecturally complex projects with demanding tolerances. {note}

−

−### The SER shall select the appropriate fabricator certification category based on the project's structural complexity, not simply on size.

−

−### The fabricator shall maintain current AISC certification for the full duration of fabrication.

−

−### If certification lapses or is suspended, the fabricator shall notify the Owner, SER, and Architect immediately and shall not continue fabrication until certification is reinstated or an alternative quality assurance program approved by the SER is in place.

−

−## Erector Qualification {toc}

−

−```datasheet

−label: Erector Qualification

−type: select

−options:

− - "AISC Certified Steel Erector (CSE) required"

− - "AISC Advanced Certified Steel Erector (ACSE) required"

− - "Five years documented experience erecting comparable steel — no AISC certification required"

−default: "AISC Certified Steel Erector (CSE) required"

−```

−

−### AISC erector certification covers the erector's safety program, site planning, and hoisting operations. {note}

−

−### The erector shall demonstrate the experience, equipment, and personnel to safely and accurately erect the steel framing shown on the contract drawings.

−

−### For projects with complex geometry, tall structures, or critical erection sequencing, ACSE certification or equivalent experience documentation shall be required.

−

−### The erector's superintendent shall have a minimum of five years of structural steel erection experience on projects of comparable scope.

−

−## Welder Qualifications {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 performing structural steel work shall be qualified under AWS D1.1:2025 Clause 7 for the specific welding processes, positions, base metal groups, and joint types they will perform.

−

−### Welder qualification shall be current and shall not have lapsed by more than six months.

−

−### Welders who have not continuously welded with a specific process for six months or more shall re-qualify under AWS D1.1:2025 before performing production work.

−

−### The fabricator and erector shall each maintain a log of all qualified welders, their processes, positions, and qualification expiration dates, and shall make the log available to the QA inspector upon request.

−

−### For projects with seismic demand-critical welds per AISC 341-22, welders performing those welds shall demonstrate qualification on material matching the thickness and joint geometry of the demand-critical joints, using the specific approved WPS.

−

−## QA Inspection Personnel {toc}

−

−```datasheet

−label: QA Inspector Qualification

−type: radio

−options:

− - "AWS Certified Welding Inspector (CWI) per AWS QC1"

− - "AISC-qualified Quality Assurance Inspector"

− - "Licensed professional engineer with documented structural steel inspection experience"

−default: "AWS Certified Welding Inspector (CWI) per AWS QC1"

−```

−

−### QA inspectors shall be AWS Certified Welding Inspectors (CWI) per AWS QC1 or shall hold equivalent qualification documented to the satisfaction of the SER.

−

−### NDT technicians shall be qualified per ASNT SNT-TC-1A at the appropriate level (Level II minimum for independent evaluation).

−

−### QA inspection firms shall have no business, financial, or organizational relationship with the fabricator or erector.

−

−# Structural Shapes {toc}

−

−## Wide-Flange Shapes {toc}

−

−```datasheet

−label: Wide-Flange Shapes (W Sections)

−type: radio

−options:

− - "ASTM A992 (Fy = 50 ksi, Fu = 65 ksi)"

− - "ASTM A913 Grade 50 (Fy = 50 ksi, quenched and self-tempered)"

− - "ASTM A913 Grade 65 (Fy = 65 ksi, quenched and self-tempered)"

− - "ASTM A913 Grade 70 (Fy = 70 ksi, quenched and self-tempered)"

−default: "ASTM A992 (Fy = 50 ksi, Fu = 65 ksi)"

−```

−

−### ASTM A992 is the standard specification for wide-flange shapes in the United States and is used for essentially all W-section beams, girders, and columns in commercial construction. {note}

−### A992 provides three critical properties that distinguish it from older specifications: a minimum yield-to-tensile ratio of Fu/Fy ≥ 1.18 (ensuring the material can strain-harden before fracture), a maximum yield-to-tensile ratio of Fy/Fu ≤ 0.85 (preventing shapes with extremely high, unpredictable yield strength), and a maximum carbon equivalent (CE ≤ 0.45 for Groups 1–3, ≤ 0.47 for Groups 4–5) to ensure reliable weldability. {note}

−### These controls are essential for predictable connection behavior and for seismic performance. {note}

−

−### ASTM A36 and ASTM A572 Grade 50 W-shapes shall not be substituted for A992 shapes without the SER's written approval.

−

−### ASTM A913 Grade 50 or 65 shapes, produced by the quenching and self-tempering (QST) process, are specified where heavy column sections (W14×257 and heavier or Group 4 and 5 shapes) require enhanced through-thickness toughness, where high seismic demands per AISC 341-22 require Charpy V-notch (CVN) toughness for demand-critical members, or where the structural engineer requires Grade 65 or 70 to reduce member size in heavily loaded columns.

−

−### The quenching and self-tempering process achieves higher strength and toughness in large shapes without the penalty in weldability that normally accompanies high-strength steel. {note}

−

−## Hollow Structural Sections {toc}

−

−```datasheet

−label: Hollow Structural Sections (HSS) — Rectangular and Square

−type: select

−options:

− - "ASTM A500/A500M Grade C (Fy = 50 ksi, Fu = 62 ksi)"

− - "ASTM A500/A500M Grade B (Fy = 46 ksi, Fu = 58 ksi)"

− - "ASTM A1085/A1085M (Fy = 50 ksi, Fu = 65 ksi, enhanced tolerances)"

−default: "ASTM A500/A500M Grade C (Fy = 50 ksi, Fu = 62 ksi)"

−```

−

−```datasheet

−label: Hollow Structural Sections (HSS) — Round

−type: select

−options:

− - "ASTM A500/A500M Grade C (Fy = 50 ksi, Fu = 62 ksi)"

− - "ASTM A1085/A1085M (Fy = 50 ksi, Fu = 65 ksi, enhanced tolerances)"

−default: "ASTM A500/A500M Grade C (Fy = 50 ksi, Fu = 62 ksi)"

−```

−

−### ASTM A500/A500M Grade C is the standard specification for cold-formed welded and seamless HSS (both rectangular and round). {note}

−### Grade C provides 50 ksi minimum yield and is preferred over Grade B because Grade B offers no procurement cost advantage while providing lower strength. {note}

−### One persistent issue with A500 is wall thickness tolerance: the standard permits wall thickness to be as much as 10% below the nominal dimension. {note}

−

−### In calculations for connection strength using A500 HSS — particularly for welded connections to HSS walls or for local wall yielding — designers and fabricators shall apply the appropriate thickness reduction factor (typically 0.93 of nominal) per AISC 360-22.

−

−### ASTM A1085 is recommended for concentrically braced frames, eccentrically braced frames, and other seismic applications per AISC 341-22 where HSS members serve as primary structural elements, and is also appropriate for architecturally exposed HSS where dimensional precision is required.

−

−### ASTM A1085 closes the tolerance gap: wall thickness tolerance is tightened to −5% (not −10%), a maximum mass tolerance of −3.5% is added, and an upper bound on yield strength of 70 ksi is imposed; the tighter tolerances eliminate the need for the 0.93 wall thickness reduction factor and the bounded yield strength improves connection ductility prediction. {note}

−

−## Channels, Angles, and Tees {toc}

−

−```datasheet

−label: Channels (C and MC Sections) and Angles

−type: select

−options:

− - "ASTM A36 (Fy = 36 ksi, Fu = 58 ksi)"

− - "ASTM A572/A572M Grade 50 (Fy = 50 ksi, Fu = 65 ksi)"

−default: "ASTM A36 (Fy = 36 ksi, Fu = 58 ksi)"

−```

−

−### ASTM A36 is the standard specification for channels, angles, and miscellaneous shapes used in secondary framing, bracing, and kicker connections. {note}

−

−### A572 Grade 50 shall be specified for channels, angles, and tees where secondary member sizes must be minimized or where the SER has noted specific higher-strength requirements on the drawings.

−

−# Plates and Bars {toc}

−

−```datasheet

−label: Connection Plates, Gusset Plates, and Base Plates

−type: select

−options:

− - "ASTM A36 (Fy = 36 ksi, Fu = 58 ksi)"

− - "ASTM A572/A572M Grade 50 (Fy = 50 ksi, Fu = 65 ksi)"

−default: "ASTM A36 (Fy = 36 ksi, Fu = 58 ksi)"

−```

−

−```datasheet

−label: Stiffener Plates

−type: select

−options:

− - "ASTM A36 (Fy = 36 ksi)"

− - "ASTM A572/A572M Grade 50 (Fy = 50 ksi)"

− - "Match connected member material"

−default: "Match connected member material"

−```

−

−## ASTM A36 plate is the standard for shear tabs, gusset plates, stiffeners, column base plates, bearing plates, and similar connection elements. {note}

−## A36's relatively low yield strength is an intentional design choice for many connection configurations: a "softer" plate yields predictably before fracture and accommodates deformation demands that would be better handled at the plate than at the weld or bolt. {note}

−

−## A572 Grade 50 plate shall not be substituted for A36 connection plate without the SER's written approval, because the substitution can shift the failure mode of the connection and may not be conservative.

−

−## The SER shall explicitly note on the contract drawings where higher-strength plate is required.

−

−# High-Strength Bolts {toc}

−

−```datasheet

−label: High-Strength Bolt Specification

−type: select

−options:

− - "ASTM F3125 Grade A325 (Fu = 120 ksi minimum)"

− - "ASTM F3125 Grade A490 (Fu = 150 ksi minimum)"

−default: "ASTM F3125 Grade A325 (Fu = 120 ksi minimum)"

−```

−

−```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."

−```

−

−```datasheet

−label: Bolt Finish

−type: select

−options:

− - "Plain (black, uncoated)"

− - "Mechanically galvanized (ASTM B695 Class 50)"

− - "Hot-dip galvanized (ASTM F2329) — A325 only"

−default: "Plain (black, uncoated)"

−```

−

−## ASTM F3125 is the consolidated specification for high-strength structural bolts, which superseded the legacy ASTM A325 and A490 individual standards. {note}

−## Grade A325 (120 ksi minimum tensile strength for bolt diameters ≤1 in., 105 ksi for larger diameters) is the standard for the majority of structural steel connections in commercial buildings. {note}

−## Grade A490 (150 ksi minimum tensile strength) is specified where bolt count or gauge distances limit the number of fasteners that can fit in a connection and the higher bolt shear and tension capacity of A490 resolves the constraint. {note}

−

−## Grade A490 bolts shall not be galvanized; the hot-dip galvanizing process can induce hydrogen embrittlement in high-strength steel, and ASTM F3125 explicitly prohibits galvanizing of A490.

−

−## Plain (black) bolts shall be used on the majority of projects.

−

−## Galvanized bolts shall be used where the connected structural steel is hot-dip galvanized.

−

−## When galvanized bolts are specified, the bolts, nuts, and washers shall be from the same lot and shall be furnished as matched assemblies that have been rotational-capacity tested per RCSC 2020 Section 2.3.3.

−

−## Galvanized nuts shall be overtapped to accommodate the zinc coating thickness; standard nuts shall not be used on galvanized bolts.

−

−# Anchor Rods {toc}

−

−```datasheet

−label: Anchor Rod Specification

−type: select

−options:

− - "ASTM F1554 Grade 36 (Fy = 36 ksi, Fu = 58–80 ksi)"

− - "ASTM F1554 Grade 55 (Fy = 55 ksi, Fu = 75–95 ksi) — weldable supplement when required"

− - "ASTM F1554 Grade 105 (Fy = 105 ksi, Fu = 125–150 ksi)"

−default: "ASTM F1554 Grade 36 (Fy = 36 ksi, Fu = 58–80 ksi)"

−```

−

−```datasheet

−label: Anchor Rod Diameter

−type: select

−unit: in.

−drawing_ref: true

−options:

− - "3/4 in."

− - "1 in."

− - "1-1/4 in."

− - "1-1/2 in."

− - "1-3/4 in."

− - "2 in."

−default: deferred

−```

−

−## ASTM F1554 is the standard specification for anchor rods and covers three yield strength grades. {note}

−## Grade 36 is the standard for column base plate anchor rods in most commercial buildings; it provides adequate strength for typical gravity and wind-driven overturning loads, is readily available, and is compatible with standard hook embedment configurations. {note}

−## Anchor rod sizes, diameters, embedment depths, projection lengths, spacing, and group locations are [[drawing: as indicated on the structural foundation plans and anchor rod setting plans]]. {note}

−

−## Grade 55 anchor rods that must be welded shall be specified with the optional weldability supplement (Supplement S1); without the weldability supplement, Grade 55 is not reliably weldable.

−

−## Grade 105 anchor rods are used where high tensile demand, large diameter rods, or seismic overturning moments require higher strength, and shall not be used where 90-degree hooks are required because their high strength and hardness make them unsuitable for bending.

−

−## Anchor rod grades shall be color-coded at the projecting end: blue for Grade 36, yellow for Grade 55, red for Grade 105.

−

−## Anchor rod placement templates shall be furnished by the fabricator and used by the concrete subcontractor when setting rods; see [[sync/cast-in-place-concrete]] for concrete placement and anchor rod tolerance requirements.

−

−# Welding Consumables {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)"

− - "GMAW (Gas Metal Arc Welding)"

− - "SAW (Submerged Arc Welding)"

− - "Multiple processes per approved WPS"

−default: "FCAW-G (Flux Cored Arc Welding — Gas Shielded)"

−```

−

−## FCAW-G (gas-shielded flux cored arc welding) is the most widely used process for structural steel fabrication and field welding because it combines high deposition rates, all-position capability, and tolerance of the steel surfaces encountered in structural work. {note}

−## FCAW-S (self-shielded) is used in field conditions where wind disrupts external gas shielding, but self-shielded FCAW is generally prohibited for demand-critical welds in seismic applications per AWS D1.8. {note}

−## SMAW remains common for field welding, repairs, and in positions where continuous wire-feed processes are impractical. {note}

−## SAW is used in the shop for long flat-position welds such as beam flange-to-column flange connections and built-up member assembly. {note}

−## GMAW requires a stable, shielded shop environment and is less common for structural steel than for light fabrication. {note}

−

−## Welding electrodes, wires, and fluxes shall comply with AWS D1.1:2025 and shall be selected to match the base metal group and the minimum preheat and interpass temperature requirements of the WPS.

−

−## Filler metals shall meet the matching strength requirements of AWS D1.1:2025 for the applicable base metal; overmatching strength filler metals may be used only where the WPS and the SER permit them.

−

−## Low-hydrogen electrodes (H8 or lower designation) shall be used for all structural welding.

−

−## Filler metal packaging shall be in accordance with AWS A5-series storage requirements; opened packages of low-hydrogen SMAW electrodes shall be kept in portable electrode ovens or redried before use if exposed to ambient humidity for more than the manufacturer's stated window.

−

−# Shear Stud Connectors {toc}

−

−```datasheet

−label: Headed Shear Stud Connectors (Composite Beams)

−type: select

−options:

− - "Not required — non-composite beam design"

− - "3/4 in. diameter headed studs per AWS D1.1:2025 Type B"

− - "7/8 in. diameter headed studs per AWS D1.1:2025 Type B"

−default: "3/4 in. diameter headed studs per AWS D1.1:2025 Type B"

−```

−

−## Shear stud quantity, layout, minimum and maximum spacing, edge distances, and deck orientation requirements are [[drawing: as indicated on the composite beam schedules and framing plans]]. {note}

−

−## Shear stud connectors shall conform to ASTM A108 and shall be welded per AWS D1.1:2025 Clause 9 using a stud welding process qualified for the steel deck profile and base metal conditions present.

−

−## Studs shall be tested after welding by the bend test per AWS D1.1:2025 Clause 9.8.1; studs that do not meet visual inspection criteria shall be bent to 90 degrees for further evaluation.

−

−## Where stud heads are found to be off-center or weld flash is irregular, additional studs shall be added adjacent to the defective stud rather than attempting to remove and re-weld the original.

−

−# Connections {toc}

−

−## General Connection Requirements {toc}

−

−### All connections shall develop the forces shown on the contract drawings.

−

−### Where forces are not shown for a connection, the connection shall be designed for the minimum design force requirements of AISC 360-22 Section J1.4.

−

−### Connections shown only schematically on the contract drawings (standard connections) shall be designed by the fabricator's engineer where connection design is delegated, as described in the Submittals section.

−

−## Bolted Connections — Bearing vs. Slip-Critical {toc}

−

−```datasheet

−label: Bolted Joint Type — Standard Bearing Connections

−type: select

−options:

− - "Snug-tight installation"

− - "Pretensioned installation"

−default: "Snug-tight installation"

−```

−

−```datasheet

−label: Pretensioning Method

−type: select

−options:

− - "Turn-of-nut method (RCSC 2020 Section 8.2)"

− - "Calibrated wrench method (RCSC 2020 Section 8.2)"

− - "Twist-off tension control (TC) bolt assemblies (RCSC 2020 Section 8.2)"

− - "Direct tension indicator (DTI) washers per ASTM F959 (RCSC 2020 Section 8.2)"

−default: "Turn-of-nut method (RCSC 2020 Section 8.2)"

−```

−

−### Snug-tight installation, as defined by RCSC 2020, is the condition achieved when all plies of a connection are in firm contact and each bolt has been tightened by a few impacts of an impact wrench or the full effort of a worker using an ordinary spud wrench. {note}

−### Each pretensioning method achieves the minimum bolt tensions specified in AISC 360-22 Table J3.1 through a different mechanism. {note}

−### Turn-of-nut: bolts are brought to snug, matchmarked between nut and connected ply, then turned an additional specified rotation (1/3, 1/2, or 2/3 turn depending on bolt length and slope of faying surfaces per RCSC 2020 Table 8.2); mean pretension achieved is approximately 1.35 times the minimum for A325 bolts. {note}

−### Calibrated wrench: an impact or torque wrench is calibrated on a bolt tension calibrator (such as a Skidmore-Wilhelm device) at the start of each shift using bolts from the same lot; calibration accounts for daily variation in bolt lubrication and thread condition. {note}

−### TC bolts (twist-off type): tightening ceases when the spline on the bolt end shears off, providing a visual, no-measurement confirmation of installation. {note}

−### DTI washers: the washer squeezes as the bolt is tightened; a calibrated feeler gauge verifies that the gap has closed to the specified dimension, confirming that the bolt has reached minimum pretension. {note}

−

−### Snug-tight is the minimum condition for all bearing-type connections not subject to fatigue, tension loads, or seismic force-resisting system requirements.

−

−### Snug-tight shall be confirmed by visual inspection and random checking with a spud wrench; it does not require instrumented verification.

−

−### Pretensioned installation is required where RCSC 2020 or AISC 360-22 mandates it, and shall be specified for connections subject to cyclic or fatigue loading; connections using Grade A490 bolts in tension or combined shear and tension; connections in seismic force-resisting systems per AISC 341-22; column splices in buildings over 125 ft in height per AISC 360-22 Section J3.1; column base plate connections; and connections where the SER has explicitly designated pretensioning on the contract documents.

−

−### Any pretensioning method may be used on a given project; the method shall be selected by the erector and approved in the submittal process.

−

−### Pre-installation verification (PIV) shall be performed at the start of each day's bolting operations for pretensioned and slip-critical connections, using a Skidmore-Wilhelm or equivalent tension-measuring device and bolts from the same lot being used that day.

−

−### PIV confirms that the installation method and the specific bolt lot will achieve minimum pretension under field conditions, because lube condition, temperature, and thread quality all affect pretension for methods that rely on torque. {note}

−

−## Slip-Critical Connections {toc}

−

−```datasheet

−label: Slip-Critical Connections

−type: select

−options:

− - "Not required — bearing connections throughout"

− - "Required at connections designated on structural drawings"

− - "All connections slip-critical"

−default: "Required at connections designated on structural drawings"

−```

−

−```datasheet

−label: Faying Surface Condition — Slip-Critical Connections

−type: select

−options:

− - "Class A — Unpainted clean mill scale, or blast-cleaned with Class A approved coating (μ = 0.35)"

− - "Class B — Uncoated blast-cleaned surfaces, or blast-cleaned with Class B approved coating (μ = 0.50)"

− - "Class C — Hot-dip galvanized and roughened (μ = 0.35)"

−default: "Class A — Unpainted clean mill scale, or blast-cleaned with Class A approved coating (μ = 0.35)"

−```

−

−### The faying surface class is determined by the coefficient of slip resistance (μ) used in the connection design. {note}

−### Class B surfaces (μ = 0.50) allow higher slip resistance and can reduce the number of bolts, but require blast cleaning of the faying surface area before assembly. {note}

−

−### Slip-critical connections are required where bolt slip under service loads would cause unacceptable deformation, where bolts are installed in oversized or slotted holes, where the connection is subject to load reversal (net tension), or where the connection is part of a seismic force-resisting system that requires slip resistance to meet drift or ductility limits.

−

−### The SER shall designate slip-critical connections on the contract drawings.

−

−### A slip-critical designation requires pretensioned bolt installation and a verified faying surface condition.

−

−### If shop primer is applied to the faying surface area, the primer shall be specifically qualified as a Class A or Class B coating per RCSC 2020 Appendix A.

−

−### The faying surface shall not be painted with a standard shop primer in the slip-critical zone unless the primer is RCSC-approved for the applicable class.

−

−### Contamination of the faying surface with oil, wax, or dirt before assembly reduces slip resistance and shall be prevented.

−

−## Hole Types {toc}

−

−```datasheet

−label: Bolt Hole Type

−type: radio

−options:

− - "Standard round holes (STD) — nominal bolt diameter plus 1/16 in."

− - "Oversized holes (OVS) — per AISC 360-22 Table J3.3"

− - "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."

−```

−

−```datasheet

−label: Hole Fabrication Method

−type: select

−options:

− - "Punching (permitted where material thickness ≤ bolt diameter per AISC 360-22 Section M2.5)"

− - "Drilling (all thicknesses and connection types)"

− - "Sub-punching and reaming to final diameter"

−default: "Punching (permitted where material thickness ≤ bolt diameter per AISC 360-22 Section M2.5)"

−```

−

−### Standard round holes are the default for all connections. {note}

−### Oversized and slotted holes accommodate erection tolerances or allow for thermal movement in connections subject to temperature cycles; their use requires slip-critical connection design. {note}

−### Long-slotted holes provide greater erection adjustment range but further restrict their use per AISC 360-22 Section J3.2. {note}

−

−### In connections that are part of a seismic force-resisting system, or where the connection is designated as subject to fatigue, holes shall be drilled or sub-punched and reamed to final diameter to remove the cold-worked material at the hole edge.

−

−### Punching leaves a cold-worked zone around the hole that can reduce ductility in fatigue applications and seismic demand-critical regions. {note}

−

−# Welding {toc}

−

−## General Welding Requirements {toc}

−

−```datasheet

−label: Complete Joint Penetration (CJP) Groove Welds

−type: radio

−options:

− - "Prequalified per AWS D1.1:2025 — matching WPS required"

− - "Non-prequalified — qualified WPS and PQR required"

−default: "Prequalified per AWS D1.1:2025 — matching WPS required"

−```

−

−### CJP groove welds are the highest-demand weld type and require full fusion through the entire joint thickness. {note}

−### They are used in moment connection beam flanges, heavy column splices, and other connections where full strength must be developed across the joint.

−

−### All welding shall be performed per AWS D1.1:2025 using approved WPS.

−

−### The welder or welding operator shall have a copy of the applicable WPS at the workstation and shall follow it precisely, including preheat and interpass temperature requirements.

−

−### Deviation from the WPS essential variables without authorization constitutes a non-conformance requiring the SER's review.

−

−### CJP groove welds loaded in tension transverse to the weld axis shall be designed with appropriate backing and access details, because they are the welds most susceptible to lamellar tearing in the connected material.

−

−## Preheat and Interpass Temperature {toc}

−

−```datasheet

−label: Minimum Preheat Verification Method

−type: radio

−options:

− - "Temperature-indicating crayons (Tempilstik or equivalent)"

− - "Contact pyrometer (thermometer)"

− - "Infrared thermometer"

−default: "Temperature-indicating crayons (Tempilstik or equivalent)"

−```

−

−### Preheat is required to prevent hydrogen cracking (underbead cracking) in higher-carbon-equivalent base metals and under conditions of high restraint, thick material, or low ambient temperature.

−### Minimum preheat temperatures per AWS D1.1:2025 are based on the carbon equivalent of the base metal, the material thickness, and the welding process. {note}

−

−### Preheat and interpass temperatures shall comply with AWS D1.1:2025 Table 5.3 (prequalified WPS) or the qualified WPS, whichever is more stringent.

−

−### The Contractor shall have calibrated contact pyrometers or thermal pencils on site and shall verify and document preheat prior to arc initiation and interpass temperature between passes.

−

−## Fillet Welds {toc}

−

−```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)"

−```

−

−### Minimum fillet weld size per AWS D1.1:2025 Table 7.7 is based on the thickness of the thicker part being joined and is set to prevent rapid cooling that produces hard, brittle weld metal. {note}

−### Fillet weld sizes, lengths, and locations are [[drawing: as shown on the structural connection details]]. {note}

−

−### Intermittent fillet welds shall not be used on members subject to fatigue loading or in protected zones per AISC 341-22.

−

−## Seismic Welding Requirements {toc}

−

−```datasheet

−label: Seismic Design Category

−type: select

−options:

− - "A or B — no special seismic welding requirements"

− - "C — intermediate detailing, consult SER"

− - "D, E, or F — special seismic welding per AISC 341-22 and AWS D1.8"

−default: "A or B — no special seismic welding requirements"

−```

−

−### Protected zones are particularly sensitive to stress concentrations that would nucleate fracture during earthquake loading. {note}

−

−### Where the project is assigned to Seismic Design Category D, E, or F, or where the SER has designated seismic force-resisting system connections in lower SDCs, demand-critical welds shall comply with AISC 341-22 and AWS D1.8:2016.

−

−### For SDC D through F, demand-critical welds shall be made with filler metals meeting CVN toughness of 20 ft-lb at −20°F per AWS D1.8:2016.

−

−### FCAW-S (self-shielded flux cored arc welding) shall not be used for demand-critical welds.

−

−### Protected zones designated on the structural drawings are regions of expected plastic hinging and shall not be drilled, punched, coped, notched, or welded for attachments of any kind without written approval from the SER.

−

−# High-Strength Bolting {toc}

−

−## Installation and Tightening {toc}

−

−```datasheet

−label: Washer Requirements

−type: select

−options:

− - "Per AISC 360-22 and RCSC 2020 (position-dependent, as required)"

− - "ASTM F436 hardened washers under nut at all locations"

− - "ASTM F436 hardened washers under both head and nut at all locations"

−default: "Per AISC 360-22 and RCSC 2020 (position-dependent, as required)"

−```

−

−### RCSC 2020 specifies washer requirements based on bolt grade, hole type, and connection condition. {note}

−

−### All high-strength bolts shall be installed in accordance with RCSC 2020.

−

−### Prior to installation, the Contractor shall confirm that the bolts, nuts, and washers are from the same matched assembly lot and have not been mixed with components from other lots.

−

−### Components shall be free of dirt, oil other than manufacturer's applied lubrication, and burrs that would prevent solid seating of plies.

−

−### Connections shall be assembled progressively from the most rigid point outward to draw the plies into firm contact before pretensioning begins.

−

−### All bolts shall be finger-tightened before any are brought to snug, to ensure that plies are fully in contact before the load sequence starts and to prevent bolt cross-threading.

−

−### As a baseline, hardened washers are required under the turned element (nut or bolt head, depending on which is turned) for all pretensioned and slip-critical connections, and under both head and nut for Grade A490 bolts.

−

−### Beveled washers (wedge washers) shall be used where bearing surfaces are sloped more than 1:20 from perpendicular to the bolt axis.

−

−## Bolt Installation Inspection by Tightening Method {toc}

−

−### Snug-tight connections shall be verified by the QA inspector through visual inspection and random spot-checking with a spud wrench, verifying that all bolts are present, that plies are in firm contact, and that bolt heads or nuts have not backed off.

−

−### Pretensioned connections shall be inspected by witnessing or reviewing documented evidence of the pre-installation verification and the actual installation operation for each bolt group.

−

−### For turn-of-nut installations, the QA inspector shall verify matchmarks have been placed at snug and that the specified rotation has been achieved for at least 10% of bolts in each connection.

−

−### For TC bolt installations, the inspector shall verify that splines have sheared on all bolts.

−

−### For DTI installations, the inspector shall verify feeler-gauge gap readings on a minimum of 10% of DTIs.

−

−### Rejected bolts shall be replaced; they shall not be re-used.

−

−# Fabrication {toc}

−

−## General Fabrication Requirements {toc}

−

−### Fabrication shall conform to AISC 303-22 and AISC 360-22 Chapter M.

−

−### Members shall be fabricated to the dimensions and details shown on the approved shop drawings, within the tolerances of ASTM A6/A6M-24 (rolling tolerances) and AISC 303-22 (fabrication tolerances).

−

−### Any departure from the approved shop drawings constitutes a non-conformance and shall be brought to the SER's attention; the fabricator shall not proceed with non-conforming work without written direction.

−

−## Cutting Operations {toc}

−

−### Thermal cutting (oxy-fuel and plasma) and mechanical cutting (sawing and shearing) are acceptable cutting methods. {note}

−

−### Thermally cut edges that are subject to calculated tensile stress or that will receive welding shall be ground smooth and free of notches, gouges, and slag to a surface roughness not exceeding 1000 μin (ANSI/ASME B46.1) per AWS D1.1:2025.

−

−### Reentrant corners shall have a minimum radius of 3/8 in. to prevent notch-initiated fracture at stress concentrations.

−

−### Shearing is permitted for material up to 5/8 in. thick for plates and 3/4 in. thick for angles and channels when the sheared edge will not be subject to calculated tensile stress and is not part of a connection designated as seismic.

−

−## Straightening and Cambering {toc}

−

−```datasheet

−label: Heat Straightening

−type: radio

−options:

− - "Permitted per AISC 303-22 (maximum temperature and procedure controlled)"

− - "Not permitted without SER approval"

−default: "Permitted per AISC 303-22 (maximum temperature and procedure controlled)"

−```

−

−### Heat straightening of distorted members is permitted within the limits of AISC 303-22. {note}

−

−### Heat straightening temperatures shall not exceed 1,200°F for A36 and A572 steel or 1,100°F for A992 steel, as measured by calibrated contact pyrometer or thermal crayon.

−

−### Repeated heating of the same location shall be avoided.

−

−### Heat straightening shall not be performed on members that have been hot-dip galvanized.

−

−## Camber {toc}

−

−```datasheet

−label: Camber Tolerance

−type: radio

−options:

− - "Per AISC 303-22 Section 6.4 (standard fabrication tolerance)"

− - "Tighter tolerance as noted on structural drawings"

−default: "Per AISC 303-22 Section 6.4 (standard fabrication tolerance)"

−```

−

−### The net dead load camber value shown on the drawings represents the SER's calculation of the expected dead load deflection, and camber is intended to compensate for dead load deflection so that the floor surface is level after dead loads are applied. {note}

−### The practical minimum camber for hot-rolled beams is approximately 3/4 in.; specifying less than 3/4 in. camber typically results in the fabricator ignoring the requirement or cambering to the minimum practical value, generating a non-conformance. {note}

−### Camber amounts are [[drawing: as noted on the structural framing plans and beam/girder schedules]]. {note}

−

−### Where camber is indicated on the structural drawings, members shall be cambered to the dimensions shown within the fabrication tolerances of AISC 303-22 (typically ±1/4 in. for beams up to 50 ft, proportionally larger for longer spans, per AISC 303-22 Section 6.4).

−

−### The SER shall review camber requirements before issuing drawings.

−

−### Members not indicated for camber shall be fabricated so that any incidental camber is upward (arch up) after erection.

−

−## Member Marking and Identification {toc}

−

−### Every member shall be clearly and durably marked with its erection mark (also called the piece mark) using paint stick, die stamp, or stencil, and erection marks shall match those shown on the approved erection drawings.

−

−### For members where the top or bottom orientation must be maintained in the field, the mark shall indicate the required orientation.

−

−### Members that are part of a seismic force-resisting system shall be identified as such on the erection drawings so that special inspection requirements are correctly applied in the field.

−

−# Shop and Field Coatings {toc}

−

−## Surface Preparation {toc}

−

−```datasheet

−label: Surface Preparation — Shop

−type: select

−options:

− - "AMPP SP 2 (SSPC-SP 2) — Hand tool cleaning (minimum for concealed, fireproofed steel)"

− - "AMPP SP 3 (SSPC-SP 3) — Power tool cleaning"

− - "AMPP SP 6 (SSPC-SP 6) — Commercial blast cleaning (standard for shop primer)"

− - "AMPP SP 10 (SSPC-SP 10) — Near-white metal blast cleaning (required for high-performance systems)"

−default: "AMPP SP 6 (SSPC-SP 6) — Commercial blast cleaning (standard for shop primer)"

−```

−

−### AMPP SP 6 (Commercial Blast Cleaning) is the standard minimum surface preparation for shop-primed structural steel. {note}

−### It removes all visible oil, grease, dust, mill scale, rust, and paint, permitting random staining on no more than 33% of any 9 in.² area, and is adequate for standard alkyd and epoxy primer systems applied in sheltered, protected environments. {note}

−### AMPP SP 10 (Near-White Metal Blast Cleaning) removes all visible contaminants except light shadows, streaks, and slight discolorations on no more than 5% of the surface; it is required for high-performance epoxy and zinc-rich primer systems, for steel in exposed or exterior applications, and for galvanizing preparation. {note}

−### AMPP SP 2 (Hand Tool Cleaning) is the minimum for steel that will be fully concealed within the building envelope and will receive spray-applied fireproofing; it is not adequate for any coated, exposed, or galvanized steel. {note}

−

−## Shop Coating System {toc}

−

−```datasheet

−label: Shop Coating System

−type: select

−options:

− - "Standard alkyd or epoxy primer — 2 to 3 mils DFT (concealed or to-be-painted-in-field steel)"

− - "Zinc-rich primer (inorganic or organic) — 3 to 4 mils DFT (enhanced corrosion protection)"

− - "Hot-dip galvanized per ASTM A123 (highest protection, exterior or high-humidity applications)"

− - "No shop coating — to receive spray-applied fireproofing (coordinate with fireproofing manufacturer)"

− - "No shop coating — architecturally exposed, finish specified separately"

−default: "Standard alkyd or epoxy primer — 2 to 3 mils DFT (concealed or to-be-painted-in-field steel)"

−```

−

−```datasheet

−label: Shop Primer Dry Film Thickness

−type: range

−unit: mils DFT

−options:

− min: 1

− max: 6

− setpoints: [1, 2, 3, 4, 6]

−default: 2

−```

−

−### The shop coating decision is driven by the final service environment and what system will be applied in the field. {note}

−### Zinc-rich primer provides galvanic (cathodic) protection of the base steel and is specified for steel in moderately aggressive environments, steel in semi-exposed locations, and steel where the field paint system is expected to be less than continuous; inorganic zinc-rich primers require blast-cleaned surfaces to provide the metallic zinc-to-steel contact needed for galvanic protection and are not applicable over previously primed or contaminated surfaces. {note}

−

−### Steel destined to receive spray-applied cementitious or intumescent fireproofing shall receive no shop primer unless the fireproofing manufacturer has tested and certified adhesion over the specific primer at the proposed DFT; see [[sync/fireproofing]] for fireproofing bond strength and adhesion testing requirements.

−

−### Steel to be hot-dip galvanized shall be prepared per AMPP SP 10 or by the galvanizer's standard acid-pickling process.

−

−### Galvanizing shall conform to ASTM A123; minimum average coating thickness requirements depend on the steel category (structural shapes, plates, and bar stock) per ASTM A123 Table 1.

−

−### Galvanized bolt holes shall be reamed or re-tapped by the fabricator after galvanizing to restore the clearance required for bolt installation.

−

−## Faying Surface Treatment {toc}

−

−### Faying surfaces of slip-critical connections shall receive the surface treatment corresponding to the specified slip coefficient class.

−

−### Standard shop primer shall be masked off or left unpainted on faying surfaces unless the primer is RCSC-approved for the applicable slip class.

−

−### Where coating of the faying surface is unavoidable (e.g., for corrosion protection during a long shipping interval), only approved Class A or Class B primers shall be used, and the type and DFT shall be recorded and submitted for the SER's review.

−

−## Architecturally Exposed Structural Steel (AESS) {toc}

−

−```datasheet

−label: Architecturally Exposed Structural Steel (AESS)

−type: select

−options:

− - "Not applicable — all steel concealed or fireproofed"

− - "AESS Category 1 — Standard (basic visual quality, standard tolerances)"

− - "AESS Category 2 — Feature (enhanced profile and weld quality)"

− - "AESS Category 3 — Custom (high visual quality, tighter tolerances)"

− - "AESS Category 4 — Showcase (highest visual quality, museum/gallery standard)"

−default: "Not applicable — all steel concealed or fireproofed"

−```

−

−### AESS requirements per AISC 303-22 Section 10 impose progressively more stringent standards for weld appearance, surface finish, flatness, spatter removal, and dimensional tolerances as the category increases. {note}

−### AESS adds meaningful cost — Category 2 typically adds 15–25% to fabrication cost of affected members; Category 3 and 4 add more. {note}

−

−### The SER and Architect shall explicitly identify which members are AESS and which category applies on the contract drawings, and this designation shall be made early enough to be incorporated into the bid documents.

−

−### Specifying AESS after contract award creates scope disputes and schedule impacts. {note}

−

−## Field Touch-Up {toc}

−

−```datasheet

−label: Field Touch-Up Coating

−type: select

−options:

− - "Match shop primer — brush or spray applied"

− - "Zinc-rich cold galvanizing compound (galvanized steel touch-up)"

− - "Organic zinc-rich primer"

−default: "Match shop primer — brush or spray applied"

−```

−

−### All field welds, bolt heads and nuts, areas where shop coating was damaged during shipping or erection, and field-cut or field-drilled surfaces shall be cleaned to a minimum of AMPP SP 2 and coated with the field touch-up coating material within 24 hours of exposure.

−

−### Touch-up shall restore the full dry film thickness of the shop coating system.

−

−# Erection {toc}

−

−## Pre-Erection Survey and Anchor Rod Verification {toc}

−

−### Anchor rod misalignment is one of the most common field conditions that generates RFIs and construction delays, because base plate holes have limited clearance. {note}

−

−### Before erecting any steel, the erector shall survey all anchor rod groups and verify that installed positions are within the tolerances of AISC 303-22 Section 7.5: ±1/8 in. between anchor rods within a group (pattern tolerance), ±1/4 in. between groups of anchor rods (grid tolerance), and ±3/8 in. anchor rod projection (height above concrete).

−

−### Anchor rods found to be out of tolerance shall be reported to the SER before steel is erected.

−

−### The SER shall evaluate the deviation and direct the correction; acceptable corrections include enlarging base plate holes (subject to bearing area verification), bending anchor rods within the limits permitted by AISC Design Guide 1, or modifying the base plate design to accommodate the actual rod positions.

−

−### Unauthorized bending or cutting of anchor rods by the Contractor without SER direction is not permitted.

−

−## Erection Plan {toc}

−

−### The erection plan is a safety and quality document; it is not a formality, and failure to sequence erection properly has caused structural failures and worker fatalities. {note}

−

−### The erector shall prepare and submit an erection plan in accordance with AISC 303-22 Section 7.10, showing the planned sequence of erection, the location of shoring and temporary bracing required during each phase, the positions of cranes and their reach radii, and the sequence of bolting and welding operations needed to stabilize the structure at each stage.

−

−## Temporary Bracing {toc}

−

−```datasheet

−label: Temporary Bracing Design

−type: radio

−options:

− - "Designed by a licensed structural engineer retained by the erector"

− - "Standard temporary bracing acceptable — erector's responsibility per AISC 303-22"

−default: "Designed by a licensed structural engineer retained by the erector"

−```

−

−### The erector is responsible for the stability of the steel frame at all times during erection, from the first column set until the permanent lateral force-resisting system is complete and capable of carrying its design loads.

−

−### Temporary bracing shall be designed by a licensed structural engineer retained by the erector, based on the actual construction sequence and the gravity loads present at each erection phase.

−

−### Temporary bracing shall not be removed until the permanent bracing, diaphragm, or moment frame connections are fully installed, inspected, and verified by the SER and QA inspector to be complete.

−

−## Field Connections {toc}

−

−### Field-bolted connections shall be assembled in accordance with the sequence described in the Bolting section, with bolts brought to snug-tight before the pretensioning sequence begins in each connection.

−

−### Field-welded connections shall be made by welders whose qualifications are current for the positions and processes required, using approved WPS.

−

−### The ambient temperature and wind conditions shall be checked before field welding begins; AISC 360-22 and AWS D1.1:2025 set minimum base metal temperature requirements (generally 0°F for most steels) and prohibit welding when the surface to be welded is wet or when the wind speed would disturb gas shielding.

−

−### Field modifications — cutting, drilling, or welding not shown on the approved shop or erection drawings — shall not be performed without written approval from the SER.

−

−### The SER shall evaluate field modification requests promptly to avoid causing erection stoppages.

−

−### Unauthorized field modifications void the quality certifications of the affected members.

−

−## Plumbing the Frame {toc}

−

−### Delaying plumbing until the frame is complete makes corrections increasingly difficult and may require the erector to remove and re-erect members.

−

−### The erector shall maintain the steel frame within plumbness tolerances throughout erection and shall plumb the frame as erection progresses, not only at completion.

−

−### Members shall be released from the crane only after they have been adequately connected and braced to be stable without the crane.

−

−### Single-bolt pickup connections shall not be relied upon for stability.

−

−# Tolerances {toc}

−

−## Mill Tolerances {toc}

−

−### Hot-rolled structural steel shapes are produced within the rolling tolerances of ASTM A6/A6M-24. {note}

−### These tolerances cover deviations in cross-sectional dimensions (flange width, flange thickness, web thickness, overall depth), straightness, and camber as-received from the mill, and are inherent in the structural steel supply chain and accounted for in standard connection designs. {note}

−

−### Members with mill-induced defects exceeding ASTM A6/A6M-24 limits shall be rejected.

−

−## Fabrication Tolerances {toc}

−

−### Fabrication tolerances per AISC 303-22 govern the accuracy of dimensions introduced during shop fabrication: member length (±1/16 in. for members up to 30 ft; ±1/8 in. for members 30 to 65 ft), hole placement (±1/16 in. from specified location), column ends squareness, and camber. {note}

−

−### Connection details shall accommodate the combined worst-case stack-up of mill plus fabrication tolerances, because the fabrication tolerance is additional to the mill tolerance.

−

−## Erection Tolerances {toc}

−

−```datasheet

−label: Post-Erection Survey Required

−type: radio

−options:

− - "Yes — erector shall submit survey report documenting compliance with AISC 303-22 tolerances"

− - "No — visual verification by SER accepted"

−default: "Yes — erector shall submit survey report documenting compliance with AISC 303-22 tolerances"

−```

−

−### Erection tolerances per AISC 303-22 Sections 7.13 through 7.16 govern the position and plumbness of the erected steel. {note}

−### Key tolerances are as follows: column plumbness deviation from plumb shall not exceed 1/500 of the column height (approximately 1/4 in. per 10 ft of height), with an absolute maximum of 1 in. toward the building exterior and 1 in. toward the building interior for the upper portion of columns above 300 ft; column base plate elevation ±3/16 in. from the established floor datum; beam end elevation ±3/8 in. from the established floor datum; and beam alignment within ±1/4 in. of the plan position shown on the structural framing plan.

−

−### The erector shall survey the completed steel frame and submit a written report to the SER documenting that plumbness, elevation, and alignment measurements are within the specified tolerances.

−

−### The SER shall review the survey report before permanent floor construction loads (deck, concrete) are applied to the frame.

−

−### Erected steel that exceeds tolerance shall not be loaded with permanent construction until the SER has reviewed and accepted the condition in writing.

−

−# Testing and Nondestructive Examination {toc}

−

−## Visual Inspection of Welds {toc}

−

−### Visual inspection is the most fundamental and cost-effective inspection method and shall be performed first; it identifies the majority of weld defects (insufficient size, undercut, porosity, overlap, improper profile, and cracks) without consumables or equipment, and it catches defects before they require costly NDT rejection and repair.

−

−### All welds shall be visually inspected per AWS D1.1:2025 Clause 8.

−

−### Visual inspection of completed welds shall verify correct weld size, length, and location; acceptable weld surface profile (no excessive convexity or concavity, undercut, overlap); complete fusion at weld toes; absence of cracks; and cleanliness between passes on multi-pass welds.

−

−### QC visual inspection shall be performed by the fabricator's inspector.

−

−### QA visual inspection shall be performed by the Owner's independent inspector.

−

−## Nondestructive Testing Methods {toc}

−

−```datasheet

−label: NDT Method — CJP Groove Welds (Shop)

−type: select

−options:

− - "Ultrasonic testing (UT) per AWS D1.1:2025"

− - "Radiographic testing (RT) per AWS D1.1:2025"

− - "UT primary, RT for areas inaccessible to UT"

−default: "Ultrasonic testing (UT) per AWS D1.1:2025"

−```

−

−```datasheet

−label: NDT Method — CJP Groove Welds (Field)

−type: select

−options:

− - "Ultrasonic testing (UT) per AWS D1.1:2025"

− - "Magnetic particle testing (MT) — surface and near-surface"

− - "UT primary, MT for surface indications"

−default: "Ultrasonic testing (UT) per AWS D1.1:2025"

−```

−

−### Ultrasonic testing (UT) is the preferred volumetric NDT method for structural steel because it is portable, does not require radiation control, and can detect internal discontinuities (incomplete fusion, planar flaws, porosity) throughout the full weld volume. {note}

−### Radiographic testing (RT) provides a permanent film record but requires radiation safety exclusion zones and is more difficult to apply in the field; RT is typically used for specific welds where the geometry prevents effective UT scanning, such as small-diameter pipe and certain tee-joint configurations. {note}

−

−### Magnetic particle testing (MT), a surface and near-surface method only, shall be used for fillet weld examination where surface defects are suspected and for all welds in accessible locations in high-seismic applications.

−

−## NDT Extent {toc}

−

−```datasheet

−label: NDT Rate — CJP Groove Welds in Tension (Non-Seismic)

−type: select

−options:

− - "Per AISC 360-22 Table N5.4-1 (risk category based minimum)"

− - "25% of CJP groove welds in tension (Risk Category II minimum)"

− - "100% of CJP groove welds in tension"

−default: "Per AISC 360-22 Table N5.4-1 (risk category based minimum)"

−```

−

−```datasheet

−label: NDT Rate — Fillet Welds

−type: select

−options:

− - "Visual inspection only (standard for fillet welds)"

− - "MT or PT on 10% of fillet welds in critical connections"

− - "MT or PT on 25% of fillet welds"

−default: "Visual inspection only (standard for fillet welds)"

−```

−

−```datasheet

−label: NDT Rate — Demand-Critical Welds (Seismic SDC D, E, F)

−type: select

−options:

− - "100% UT and visual inspection of all demand-critical CJP welds"

− - "Per AISC 341-22 and AWS D1.8:2016 quality requirements"

−default: "100% UT and visual inspection of all demand-critical CJP welds"

−```

−

−### AISC 360-22 Table N5.4-1 establishes minimum NDT rates based on building risk category. {note}

−### For Risk Category II (most commercial buildings), the minimum rate is 10% for CJP groove welds loaded in compression and 25% for CJP groove welds loaded in tension. {note}

−### For Risk Category III and IV (essential facilities), 100% NDT of CJP groove welds in tension is required. {note}

−

−### NDT of CJP welds in compression is not required for Risk Category I and II buildings beyond the minimum per Table N5.4-1 unless the SER specifies otherwise.

−

−### The SER may specify NDT rates higher than the code minimum for critical connections regardless of risk category.

−

−## NDT Personnel Qualification {toc}

−

−### NDT personnel shall be qualified per ASNT SNT-TC-1A at Level II or higher for the specific test method used.

−

−### AWS Certified Welding Inspectors (CWI) qualify for visual inspection but shall hold separate ASNT qualification to perform UT, RT, or MT.

−

−### Level II personnel shall perform tests and evaluate indications independently; Level I personnel may perform tests under Level II supervision but shall not independently evaluate results.

−

−## QA Bolt Inspection Extent and Documentation {toc}

−

−### The QA inspector shall verify bolt installation for each connection in accordance with RCSC 2020 Section 9 and AISC 360-22 Chapter N inspection tables N5.6-1, N5.6-2, and N5.6-3.

−

−### Snug-tight connections require visual inspection for firm contact; pretensioned connections require witnessed or documented pre-installation verification and documentation of the tightening operation for a minimum of 10% of bolts in each connection; slip-critical connections require the same as pretensioned, plus documentation that faying surface conditions were verified before assembly.

−

−### Bolts found to not meet the tightening requirements shall be re-tightened or replaced; in no case shall the bolt be re-used after it has been tightened to the failure point.

−

−## Shear Stud Testing {toc}

−

−### Shear stud welding shall be verified by the weld bend test per AWS D1.1:2025 Clause 9.8.1.

−

−### A minimum of ten studs per operator per shift shall be tested when welding through steel deck; five studs per operator per shift when welding to bare steel.

−

−### Studs that fail the visual inspection criteria shall be bent to 30 degrees from vertical and inspected; a stud that remains intact at 30-degree bend with no visible fracture is acceptable.

−

−### Studs with fractured welds shall be chipped off and replaced, with the weld area ground smooth before a new stud is welded.

−

−# Delivery, Storage, and Handling {toc}

−

−## Storing steel directly on soil causes corrosion damage to the coating and introduces contamination at contact surfaces. {note}

−

−## Structural steel shall be delivered to the project site in the fabricator's standard bundling, with each piece clearly marked with its erection mark.

−

−## Members shall be loaded and transported to prevent distortion, impact damage to members or coatings, and contact with incompatible materials.

−

−## Long members shall be adequately supported during transport to prevent permanent sag.

−

−## At the site, steel shall be stored on timber dunnage or other supports that keep members off the ground surface.

−

−```datasheet

−label: Site Storage Requirements

−type: checkbox

−options:

− - "Store on timber dunnage elevated above ground surface"

− - "Arrange to prevent water ponding on flat surfaces"

− - "Seal or cap open HSS ends"

− - "Cover stored members to protect shop coating from UV degradation and weather"

− - "Separate galvanized and ungalvanized steel to prevent galvanic contact"

−default: "Store on timber dunnage elevated above ground surface"

−```

−

−## Members shall be arranged to allow drainage; water shall not be permitted to pond on horizontal surfaces or inside HSS members.

−

−## Open ends of HSS shall be capped or plugged to prevent water accumulation and the freeze-thaw cycling that can split seam welds in A500 tubing.

−

−## Members arriving with kinks, bends, twists, or coating damage that exceeds the limits of the touch-up specifications shall be reported to the SER before erection.

−

−## Members shall not be erected until the SER has reviewed and accepted the condition or directed corrective action.

−

−## Members with section loss from corrosion shall not be erected without the SER's written acceptance.

−

−# Warranty {toc}

−

−```datasheet

−label: Fabricator and Erector Warranty Period

−type: select

−options:

− - "1 year from substantial completion"

− - "2 years from substantial completion"

−default: "1 year from substantial completion"

−```

−

−## The warranty does not cover damage caused by other trades, overloading beyond the design basis, modifications by others after completion of the structural steel work, or normal weathering and corrosion of uncoated or inadequately maintained steel. {note}

−

−## The fabricator shall warrant the structural steel work against defects in material and workmanship, including fabrication errors discovered after erection, weld defects not detected during inspection, and dimensional non-conformances that become apparent under load.

−

−## The erector shall warrant the erection work, including misalignment, plumbness deviations, incorrect connections, and damage to coatings or members caused by erection operations.

−

−## Shop coating and primer warranties are limited to coverage against coating failures attributable to improper surface preparation or application; the warranty does not cover field damage to shop coatings.

−

−## Where a full exterior paint system is applied in the field, the painting subcontractor's warranty covers the complete coating system applied in the field.

+---

+title: Structural Steel Framing

+category: Structural / Steel & Metal Fabrications

+description: >

+ When to use: The hot-rolled structural steel frame of a building or structure designed by the Engineer of Record under ANSI/AISC 360: wide-flange beams, girders, and columns, hollow structural sections and pipe used as columns, braces, and beams, channels, angles, tees, plates, and bars, built-up members, crane runway beams, and the headed shear stud connectors, stiffeners, column base plates, and stabilizer plates furnished with them. Covers the material grade for each shape family, the material provisions the seismic force-resisting system imposes on members, fabricator and erector qualification, shop and erection drawings, cutting, hole forming, straightening, cambering, and member marking, architecturally exposed structural steel categories, the shop coating system and its boundary with applied fireproofing and field finishes, erection planning, temporary bracing, column base setting, erection tolerances and the post-erection survey, field touch-up, delivery and storage, and the warranty for the structural steel.

+ Not intended for: The design of the bolted and welded connections that join the frame, high-strength bolt assemblies, joint condition, faying surfaces, oversized and slotted openings, and bolting inspection (see [[sync/structural-steel-connections]]); the welding quality program of procedure and welder qualification, consumables, preheat, weld acceptance, and nondestructive examination (see [[sync/welding-requirements]]); cold-formed light-gauge steel studs, joists, and tracks (see [[sync/cold-formed-metal-framing]]); open-web steel joists of every SJI series (see [[sync/steel-joists]]); steel floor and roof deck and its attachment to the supports (see [[sync/steel-deck]]); pre-engineered metal building packages engineered by a manufacturer (see [[sync/metal-building-systems]]); ladders, bollards, gratings, and other loose metal items outside the structural drawings (see [[sync/miscellaneous-metals]]); anchor rods, embedded steel, and their setting (see [[sync/structural-steel-anchor-bolts]]); grouting beneath base plates (see [[sync/grouted-base-plates]]); applied fireproofing materials and their bond verification (see [[sync/fireproofing]]); shop coating materials, dry film thickness, and galvanizing process requirements (see [[sync/shop-painting-and-galvanizing]]); and stainless steel or aluminum structural members.

+---

+# Scope {toc}

+## Work Covered by This Standard {toc}

+### This standard governs the members of the hot-rolled structural steel frame: what steel each shape is furnished in, who fabricates and erects it, how it is cut, holed, straightened, cambered, marked, and coated in the shop, how it is planned, braced, set, and plumbed in the field, and how the finished frame is surveyed, touched up, and warranted. {note}

+### Structural steel under this standard is the material the structural drawings show as the frame and its parts: rolled and built-up beams, girders, and columns; hollow structural sections and pipe used as columns, braces, and beams; channels, angles, tees, plates, and bars that form members, stiffeners, and column base plates; crane runway beams; headed shear stud connectors welded to the framing; column stabilizer plates for open-web joists; loose lintels and shelf angles shown on the structural drawings as part of the structural steel; and the clip angles, plates, and welded attachments furnished on the members for the work of other trades. {note}

+### A member, once erected and concealed, is the one part of the building nobody sees again, and the properties that make it adequate, its grade, its section, its camber, and its coating, are fixed in the mill and the shop long before any inspector reaches the site. The record-keeping this standard requires is what stands in for the inspection that can no longer be performed. {note}

+### Structural steel shall be designed, fabricated, and erected in accordance with ANSI/AISC 360 and with the trade practice of ANSI/AISC 303.

+### Where the seismic force-resisting system is designed under ANSI/AISC 341, the members of that system shall additionally conform to ANSI/AISC 341.

+### Member sizes, grades where they differ from the datasheet, lengths, elevations, camber, and framing geometry shall be as indicated on [[drawing: the structural framing plans, elevations, sections, and schedules]].

+### This standard governs how the steel is procured, fabricated, erected, and coated, and the contract documents define what is built and where. {note}

+### Where this standard and the structural drawings differ, the more stringent requirement shall govern until the Engineer of Record resolves the difference in writing.

+## Work Governed by Companion Standards {toc}

+### Hot-rolled structural steel is specified across three companion standards that repeat nothing among them: this standard keeps the members, their fabrication, erection, coatings, certification, and warranty; [[sync/structural-steel-connections]] keeps who designs each connection class, the bolt assemblies and their installed condition, faying surfaces, hole types, and bolting inspection; and [[sync/welding-requirements]] keeps procedure and welder qualification, consumables, preheat, weld acceptance, and nondestructive examination for every weld on the project. {note}

+### The following are governed elsewhere and are outside this standard: {note}

+- the design responsibility for each connection class, the design forces for delegated connections, bolt grade, diameter, finish, and joint condition, slip-critical faying surfaces, hole types, and the inspection of bolting

+- welding procedure specifications, welder qualification, filler metals and their storage, preheat and interpass control, weld acceptance criteria, and the nondestructive examination program

+- anchor rods, embedded steel, setting templates, and the position within which cast-in anchorage is set, which are governed by [[sync/structural-steel-anchor-bolts]]

+- the grout bed beneath base plates and bearing plates, which is governed by [[sync/grouted-base-plates]]

+- the concrete the frame bears on and the reinforcement within it, which are governed by [[sync/cast-in-place-concrete]] and [[sync/concrete-reinforcement]]

+- masonry bearing walls and the building-in of loose lintels, which are governed by [[sync/unit-masonry]]

+- shop coating materials, dry film thickness, coating application, galvanizing process requirements, and repair of damaged galvanizing, which are governed by [[sync/shop-painting-and-galvanizing]]

+- field-applied paint systems over the primer, which are governed by [[sync/exterior-painting]] and [[sync/interior-painting]]

+- the administration of the special inspection program, which is governed by [[sync/special-inspections-and-testing]]

+- the shared submittal and coordination envelope for every hot-rolled steel package on the project, which is governed by [[sync/structural-steel-common-results]]

+### Overhead crane runway beams and their columns are members of the frame governed by this standard. The wheel loads, lateral and longitudinal forces, impact factors, and deflection limits they are designed for are established under [[sync/overhead-material-handling]]. {note}

+### Where a mezzanine or other framing within a metal building is engineered by the Engineer of Record from individually selected rolled shapes rather than by the metal building manufacturer, that framing is governed by this standard. {note}

+# Referenced Standards {toc}

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

+## Where 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 207 | Standard for Certification Programs |

+| AISC Design Guide 7 | Industrial Building Design |

+| ASTM A6/A6M | General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling |

+| ASTM A36/A36M | Carbon Structural Steel |

+| ASTM A53/A53M | Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless |

+| ASTM A108 | Steel Bar, Carbon and Alloy, Cold-Finished |

+| ASTM A123/A123M | Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products |

+| ASTM A500/A500M | Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes |

+| ASTM A529/A529M | High-Strength Carbon-Manganese Steel of Structural Quality |

+| ASTM A572/A572M | High-Strength Low-Alloy Columbium-Vanadium Structural Steel |

+| ASTM A588/A588M | High-Strength Low-Alloy Structural Steel, up to 50 ksi Minimum Yield Point, with Atmospheric Corrosion Resistance |

+| ASTM A709/A709M | Structural Steel for Bridges |

+| ASTM A847/A847M | Cold-Formed Welded and Seamless High-Strength, Low-Alloy Structural Tubing with Improved Atmospheric Corrosion Resistance |

+| ASTM A913/A913M | High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced by Quenching and Self-Tempering Process |

+| ASTM A992/A992M | Structural Steel Shapes |

+| ASTM A1085/A1085M | Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS) |

+| AWS D1.1/D1.1M | Structural Welding Code — Steel (Clause 9, Stud Welding) |

+| AWS D1.8/D1.8M | Structural Welding Code — Seismic Supplement |

+| AMPP SP 2 (SSPC-SP 2) | Hand Tool Cleaning |

+| AMPP SP 3 (SSPC-SP 3) | Power Tool Cleaning |

+| AMPP SP 6 (SSPC-SP 6) | Commercial Blast Cleaning |

+| AMPP SP 10 (SSPC-SP 10) | Near-White Metal Blast Cleaning |

+| AMPP QP 3 (SSPC-QP 3) | Certification Standard for Shop Application of Complex Protective Coating Systems |

+| IAS AC172 | Accreditation Criteria for Fabricator Inspection Programs for Structural Steel |

+| ASCE/SEI 7 | Minimum Design Loads and Associated Criteria for Buildings and Other Structures |

+| IBC | International Building Code (Chapter 17, Special Inspections and Tests; Chapter 22, Steel) |

+| OSHA 29 CFR 1926 Subpart R | Safety Standards for Steel Erection |

+| CMAA 70 | Specifications for Top Running Bridge and Gantry Type Multiple Girder Electric Overhead Traveling Cranes |

+# Submittals {toc}

+## Action Submittals {toc}

+### The Contractor shall submit the following for review before fabrication of the members covered by each item begins:

+- shop drawings prepared under ANSI/AISC 303 showing every member with its piece mark, section, grade, length, camber, copes and blocks, holes, stiffeners, stud layout, attachments for other trades, surface preparation, shop coating, and the extent of any galvanizing or architecturally exposed treatment

+- erection drawings showing the erection mark and position of every member, the erection sequence, column base details, and the location of temporary bracing and shoring

+- the erection plan and the sealed erection bracing design where the datasheet assigns that design to an engineer

+- product data for the shop primer or the galvanizing, with the coating manufacturer's minimum surface preparation and, where fireproofing is applied, the primer's fireproofing bond test report

+- a sample or a reviewed mockup member for each architecturally exposed structural steel category on the project

+- the crane runway beam fabrication and alignment plan, where crane runway beams are in the work

+```datasheet

+label: Action Submittal Package

+type: checkbox

+options:

+ - "Shop drawings"

+ - "Erection drawings"

+ - "Erection plan and erection bracing design"

+ - "Shop coating product data and fireproofing bond test report"

+ - "Architecturally exposed structural steel sample or mockup"

+ - "Crane runway fabrication and alignment plan"

+default:

+ - "Shop drawings"

+ - "Erection drawings"

+ - "Erection plan and erection bracing design"

+ - "Shop coating product data and fireproofing bond test report"

+```

+### Shop drawings are the fabricator's own detailing of the design and shall not be reproductions of the structural drawings.

+### A reproduced contract drawing carries the Engineer of Record's design decisions back to the Engineer of Record as if they were the fabricator's, so that a dimension nobody re-derived is reviewed by the party who originated it; independent detailing is what makes the review a second check rather than a mirror. {note}

+### Connection shop drawings and delegated connection design calculations are submitted under [[sync/structural-steel-connections]], and welding procedure specifications, welder qualification records, and the nondestructive examination plan are submitted under [[sync/welding-requirements]]; neither is resubmitted under this standard. {note}

+### Fabrication shall not begin on any member until the shop drawings covering it have been reviewed and returned.

+### The Contractor shall allow fifteen working days for each review cycle, measured from receipt of a complete submittal.

+### The erection plan shall be submitted before the first member is delivered to the site, and no steel shall be erected before the plan has been reviewed.

+## Informational Submittals {toc}

+### The Contractor shall submit the following before or with the first delivery of steel:

+- certified mill test reports for every heat of structural shapes, plates, bars, tubing, and pipe furnished, traceable by heat number to the members on the shop drawings and reporting the chemistry and mechanical properties the ASTM specification requires, together with the Charpy V-notch results where this standard requires toughness testing

+- the fabricator's certification or accreditation documentation and the fabricator's quality manual, furnished on the Engineer of Record's request

+- the erector's certification documentation or experience record, with the qualifications of the erection superintendent

+- stud welding pre-production test records for each stud diameter, base condition, and operator

+- the surveyor's or erector's benchmark and column line verification record from the pre-erection survey

+```datasheet

+label: Informational Submittal Package

+type: checkbox

+options:

+ - "Certified mill test reports traceable by heat number"

+ - "Fabricator certification and quality manual"

+ - "Erector certification or experience record"

+ - "Stud welding pre-production test records"

+ - "Pre-erection survey record"

+default:

+ - "Certified mill test reports traceable by heat number"

+ - "Fabricator certification and quality manual"

+ - "Erector certification or experience record"

+ - "Stud welding pre-production test records"

+ - "Pre-erection survey record"

+```

+### Certified mill test reports are the only evidence the project will ever hold that the grade shown on the shop drawings is the grade that was rolled. {note}

+### The fabricator shall retain the certified mill test reports and make them available to the quality assurance inspector for the duration of fabrication.

+## Closeout Submittals {toc}

+### The Contractor shall submit the following before the structural steel is accepted:

+- as-built shop and erection drawings recording every field modification, substitution, and approved deviation

+- the post-erection survey report, where the datasheet requires a written report

+- fabrication and erection quality assurance inspection reports, organized by member and by inspection task

+- the field touch-up record, identifying the material used and the members treated

+- certificates of compliance from the fabricator and from the erector stating that the members were furnished and erected in accordance with the contract documents, ANSI/AISC 360, and ANSI/AISC 303

+- the warranty documents for the structural steel and the assignable warranty for any shop coating or galvanizing

+```datasheet

+label: Closeout Submittal Package

+type: checkbox

+options:

+ - "As-built shop and erection drawings"

+ - "Post-erection survey report"

+ - "Fabrication and erection inspection reports"

+ - "Field touch-up record"

+ - "Certificates of compliance from the fabricator and the erector"

+ - "Warranty documents"

+default:

+ - "As-built shop and erection drawings"

+ - "Fabrication and erection inspection reports"

+ - "Field touch-up record"

+ - "Certificates of compliance from the fabricator and the erector"

+ - "Warranty documents"

+```

+### Bolting inspection records are delivered under [[sync/structural-steel-connections]], and weld inspection and nondestructive examination records under [[sync/welding-requirements]]. {note}

+# Quality Assurance {toc}

+## Fabricator Qualification {toc}

+### The fabricator shall hold the qualification indicated in the datasheet.

+```datasheet

+label: Fabricator Qualification

+type: radio

+options:

+ - "AISC Certified Fabricator for building structures under ANSI/AISC 207"

+ - "Fabricator accredited under IAS AC172"

+ - "Fabricator approved by the Authority Having Jurisdiction on the basis of an audited in-house quality program"

+default: "AISC Certified Fabricator for building structures under ANSI/AISC 207"

+```

+### AISC certification and IAS AC172 accreditation each put a fabricator's quality management system, personnel, and shop practice under a recurring third-party audit, which is what lets a building official accept the fabricator's work without special inspection in the shop; an approved fabricator without a third-party program is accepted on the strength of the Authority Having Jurisdiction's own review, and that acceptance is granted project by project and jurisdiction by jurisdiction, so it buys access to a wider bid list in a market with few certified shops at the cost of a shop inspection program the project must then supply itself. {note}

+### The fabricator shall hold the qualification at the time of bid and shall maintain it for the duration of fabrication.

+### Where the fabricator's certification, accreditation, or approval lapses or is suspended during fabrication, the fabricator shall notify the Contractor and the Engineer of Record within two working days and shall not ship further members until the qualification is reinstated or the Engineer of Record has accepted a substitute quality assurance program in writing.

+### The fabricator shall maintain a written quality control program covering material receipt and heat identification, fit-up, dimensional control, marking, surface preparation, and shop coating, and shall make it available to the quality assurance inspector.

+### Where the seismic force-resisting system is designed under ANSI/AISC 341, the fabricator's quality control program shall address the quality control requirements ANSI/AISC 341 imposes on that system, and the qualification selected in the datasheet shall cover the seismic work.

+## Erector Qualification {toc}

+### The erector shall hold the qualification indicated in the datasheet.

+```datasheet

+label: Erector Qualification

+type: radio

+options:

+ - "AISC Certified Erector under ANSI/AISC 207"

+ - "Erector whose documented experience the Engineer of Record has accepted without third-party certification"

+default: "AISC Certified Erector under ANSI/AISC 207"

+```

+### The erector shall have at least the experience indicated in the datasheet erecting hot-rolled structural steel frames of comparable height, span, and complexity.

+```datasheet

+label: Minimum Erector Experience with Comparable Structural Steel Frames

+type: range

+unit: years

+options:

+ min: 0

+ max: 10

+ setpoints: [0, 2, 3, 5, 10]

+default: 5

+```

+### The erection superintendent shall have at least the experience indicated in the datasheet on structural steel erection.

+```datasheet

+label: Minimum Erection Superintendent Experience

+type: range

+unit: years

+options:

+ min: 0

+ max: 15

+ setpoints: [0, 3, 5, 10, 15]

+default: 5

+```

+### Where the parties disagree whether an erector's prior work is comparable in scope to the frame of this project, the Engineer of Record shall make the initial determination.

+### Whether the erector may be the fabricator or its affiliate shall be as indicated in the datasheet.

+```datasheet

+label: Erector Independence from the Fabricator

+type: radio

+options:

+ - "The erector may be the fabricator or an affiliate of the fabricator"

+ - "The erector shall be an entity independent of the fabricator"

+default: "The erector may be the fabricator or an affiliate of the fabricator"

+```

+### A fabricator that also erects carries one warranty and one point of responsibility for fit, while an independent erector puts a second party between the shop and the field who can report a fabrication error without reporting on itself; the independence requirement is reached for where the Owner wants that separation more than it wants a single responsible party. {note}

+## Welding Program {toc}

+### All shop and field welding on the members, including stud welding, shall be performed under the welding quality program established in [[sync/welding-requirements]].

+### Welders and welding operators shall be qualified under [[sync/welding-requirements]] for the process, position, and base metal of each weld they make, and their qualification shall be current on the date the production weld is made.

+### The fabricator and the erector shall each keep a log of the welders on the work, the processes and positions each is qualified for, and the expiration of each qualification, and shall make the log available to the quality assurance inspector on request.

+## Quality Control and Quality Assurance Inspection {toc}

+### ANSI/AISC 360 Chapter N separates quality control, the fabricator's and erector's own inspection, from quality assurance, the verification performed by an inspector retained by or on behalf of the Owner with no financial relationship to the fabricator or the erector. {note}

+### Quality assurance inspection shall not relieve the fabricator or the erector of any quality control responsibility.

+### Quality assurance inspection of fabrication and erection shall be performed in accordance with ANSI/AISC 360 Chapter N, with each task identified in the inspection plan as one performed on a random, unannounced basis without delaying production or as one performed for every member.

+### Special inspection of structural steel fabrication and erection shall be performed as [[parameter: adopted-building-code]] requires, under the program administered in accordance with [[sync/special-inspections-and-testing]].

+### Whether quality assurance inspection is performed in the fabricator's shop shall be as indicated in the datasheet.

+```datasheet

+label: Quality Assurance Inspection in the Fabricator's Shop

+type: radio

+derived: "the fabricator qualification selected and the approval of the fabricator by the Authority Having Jurisdiction under [[parameter: adopted-building-code]]"

+options:

+ - "Performed in the shop by the Owner's quality assurance inspector"

+ - "Waived for the approved fabricator, with the fabricator's certificate of compliance furnished for each shipment"

+default: derived

+```

+### The building code permits the building official to waive special inspection in the shop of a fabricator whose in-house program has been approved, and ANSI/AISC 360 Chapter N makes the same provision for a fabricator participating in an approved quality certification program, so whether the shop is inspected follows from the qualification the fabricator holds and the approval the Authority Having Jurisdiction has granted rather than from a free choice. {note}

+### Where shop inspection is waived, the fabricator shall furnish with each shipment a certificate of compliance stating that the members were fabricated in accordance with the approved shop drawings and the contract documents.

+### Special inspection of the fabrication and erection of the members shall cover at least the tasks indicated in the datasheet, in addition to the bolting and welding inspection established in [[sync/structural-steel-connections]] and [[sync/welding-requirements]].

+```datasheet

+label: Special Inspection Tasks for Members and Erection

+type: checkbox

+options:

+ - "Material identification against the certified mill test reports"

+ - "Member sizes, grades, and locations against the approved drawings"

+ - "Fabrication tolerances, copes, blocks, and hole forming"

+ - "Camber and its orientation"

+ - "Column base setting, anchor rod verification, and bearing"

+ - "Temporary bracing installed as the erection plan requires"

+ - "Erection tolerances and plumbness"

+ - "Shear stud welding and bend testing"

+ - "Surface preparation and shop coating"

+default:

+ - "Material identification against the certified mill test reports"

+ - "Member sizes, grades, and locations against the approved drawings"

+ - "Fabrication tolerances, copes, blocks, and hole forming"

+ - "Column base setting, anchor rod verification, and bearing"

+ - "Temporary bracing installed as the erection plan requires"

+ - "Erection tolerances and plumbness"

+ - "Shear stud welding and bend testing"

+```

+### Nonconforming fabrication or erection shall be documented and reported in writing to the Engineer of Record, the Contractor, and the Owner, and shall not be concealed by deck, fireproofing, or finishes until the Engineer of Record has issued a written disposition.

+### The party whose work produced a nonconformance shall bear the cost of its evaluation and correction, and the cost of re-inspection following a rejection shall be borne by the party whose work was rejected.

+## Inspector Qualification {toc}

+### Quality assurance inspection of member fabrication and erection shall be performed by an inspector holding the qualification indicated in the datasheet.

+```datasheet

+label: Fabrication and Erection Quality Assurance Inspector Qualification

+type: radio

+options:

+ - "ICC Structural Steel and Bolting Special Inspector certification"

+ - "AWS Certified Welding Inspector under AWS QC1 with documented structural steel fabrication inspection experience"

+ - "Engineer licensed in the jurisdiction of the project with documented structural steel inspection experience"

+```

+### The ICC structural steel certification examines the inspector on material identification, fabrication and erection tolerances, and the building code's special inspection tables, which is the content of this standard's inspection tasks; a welding inspector's certification examines welds and reaches member inspection only through the holder's experience; and a licensed engineer brings design judgment that resolves a tolerance question on the spot at a cost per hour the other two do not carry, so the qualification that fits follows from whether the frame is routine, weld-intensive, or unusual enough that inspection findings will need engineering judgment as they arise. {note}

+### Welding inspector and nondestructive examination technician qualifications are established in [[sync/welding-requirements]], and bolting inspector qualifications in [[sync/structural-steel-connections]]. {note}

+### The inspection agency shall have no business, financial, or organizational relationship with the fabricator or the erector.

+# Seismic Force-Resisting System Members {toc}

+## Applicability of AISC 341 to Members {toc}

+### Whether the member provisions of ANSI/AISC 341 apply to the seismic force-resisting system shall be as indicated in the datasheet.

+```datasheet

+label: AISC 341 Member 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 members 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 ANSI/AISC 360 alone even in a category where a detailed system would invoke ANSI/AISC 341, so the category by itself does not settle the question. {note}

+### Where the member provisions apply, the members of the seismic force-resisting system shall be identified as such on the shop drawings and the erection drawings.

+### Identification on the drawings is what routes the seismic material, hole forming, and inspection requirements to the right members, and a seismic brace that reaches the shop unmarked is fabricated as ordinary gravity steel by a shop that had no way to know otherwise. {note}

+## Member Material Under AISC 341 {toc}

+### Requirements in this article apply where the member provisions of ANSI/AISC 341 apply to the seismic force-resisting system.

+### Members of the seismic force-resisting system shall be furnished in a grade ANSI/AISC 341 permits for that use, with the specified minimum yield strength not exceeding the limit ANSI/AISC 341 sets for members expected to behave inelastically.

+### ANSI/AISC 341 caps the yield strength of members expected to yield because the capacity-design rules size the surrounding elements from the expected strength of the yielding member, and a grade with a high yield ceiling makes those elements underdesigned relative to what the member can actually deliver. {note}

+### Where ANSI/AISC 341 requires Charpy V-notch toughness for a member of the seismic force-resisting system, the certified mill test report shall report the toughness test result for that heat.

+### Protected zones, and the restrictions on holes, attachments, and welds within them, are established in [[sync/structural-steel-connections]]. {note}

+## Heavy Shapes and Plates {toc}

+### Rolled shapes and built-up members with the flange or plate thickness ANSI/AISC 360 Section A3.1 classifies as heavy, where they are subject to primary tensile force and spliced or connected with complete-joint-penetration groove welds, shall be furnished with the Charpy V-notch toughness Section A3.1 requires, tested at the location in the section that ANSI/AISC 360 specifies.

+### Thick rolled sections cool slowly from the mill and carry a coarse-grained core at the web-to-flange junction with less toughness than the rest of the section, and a complete-joint-penetration weld in tension across that core is the condition under which it has fractured. {note}

+### Weld access hole geometry, preheat, and the welding sequence at heavy shapes are governed by [[sync/structural-steel-connections]] and [[sync/welding-requirements]]. {note}

+# Structural Steel Materials {toc}

+## Wide-Flange and Tee Shapes {toc}

+### Wide-flange shapes, and the tees cut from them, shall be furnished in the grade indicated in the datasheet.

+```datasheet

+label: Wide-Flange Shape Grade

+type: select

+options:

+ - "ASTM A992"

+ - "ASTM A913 Grade 50"

+ - "ASTM A913 Grade 65"

+ - "ASTM A913 Grade 70"

+ - "ASTM A572 Grade 50"

+ - "ASTM A588"

+ - "ASTM A36"

+default: "ASTM A992"

+```

+### ASTM A992 is the grade the domestic mills roll wide-flange shapes in, and it carries a yield-to-tensile ratio cap and a carbon equivalent limit that A572 Grade 50 does not, which is what makes its connection behavior predictable and its weldability reliable without supplementary requirements. {note}

+### The A913 grades are produced by quenching and self-tempering, which delivers 50, 65, or 70 ksi yield in heavy sections at a carbon equivalent low enough to weld without the preheat a conventionally rolled steel of the same strength needs; Grade 65 and Grade 70 buy a smaller column in a heavily loaded lower story, at the cost of a mill-order lead time and a design that must be checked for the deflection and stability limits a stronger but no stiffer section reaches sooner. {note}

+### ASTM A588 is the weathering grade, furnished where the members are to remain uncoated in an exposure that wets and dries; A572 Grade 50 and A36 remain code-legal grades for wide-flange shapes and are furnished where a project ties the frame to an existing structure of that grade or to a supply source that does not roll A992, at the cost of the connection ductility controls A992 carries. {note}

+### Wide-flange shapes shall not be substituted with a grade other than the one selected without the Engineer of Record's written approval.

+## Rectangular and Square Hollow Structural Sections {toc}

+### Rectangular and square hollow structural sections shall be furnished in the grade indicated in the datasheet.

+```datasheet

+label: Rectangular and Square HSS Grade

+type: select

+options:

+ - "ASTM A500 Grade C"

+ - "ASTM A500 Grade B"

+ - "ASTM A1085"

+ - "ASTM A847"

+default: "ASTM A500 Grade C"

+```

+### Rectangular and square hollow structural sections are produced to A500 with the mill dual-certifying Grade B and Grade C from the same production, so Grade C costs nothing over Grade B and delivers 50 ksi rather than 46 ksi; A1085 adds a wall thickness tolerance tight enough that the design uses the full nominal wall, a yield strength ceiling, and a Charpy toughness requirement, at a price and availability premium that is repaid where the sections are braces in a seismic frame or the wall thickness reduction A500 design carries governs the member; A847 is the weathering grade for sections left uncoated in an exposure that wets and dries. {note}

+### Where the frame is designed using the nominal wall thickness of the section without the reduction ANSI/AISC 360 applies to A500 material, the sections shall be furnished to A1085.

+## Round Hollow Structural Sections and Pipe {toc}

+### Round hollow structural sections and pipe used as structural members shall be furnished in the grade indicated in the datasheet.

+```datasheet

+label: Round HSS and Pipe Grade

+type: select

+options:

+ - "ASTM A500 Grade C"

+ - "ASTM A500 Grade B"

+ - "ASTM A1085"

+ - "ASTM A53 Grade B Type E or Type S"

+ - "ASTM A847"

+default: "ASTM A500 Grade C"

+```

+### A500 round sections and A53 pipe are separate products that overlap in size, and A53 pipe carries a 35 ksi yield that is adequate for a lightly loaded column or a handrail post but wasteful where the member is sized by strength; A53 is reached for where the round member is also a fluid conduit, where standard pipe sizes are what the detail calls for, or where a supplier stocks pipe and not A500 rounds, and A1085 and A847 serve the same roles for round sections that they serve for rectangular ones. {note}

+### Where the structural drawings designate a member as pipe, the pipe shall be furnished to A53 Grade B in the type indicated, and where they designate a round hollow structural section, the section shall be furnished in the datasheet grade.

+## Channels, Angles, and Bars {toc}

+### Channels, angles, and bars shall be furnished in the grade indicated in the datasheet.

+```datasheet

+label: Channel, Angle, and Bar Grade

+type: select

+options:

+ - "ASTM A36"

+ - "ASTM A572 Grade 50"

+ - "ASTM A529 Grade 50"

+ - "ASTM A588"

+ - "ASTM A992"

+default: "ASTM A36"

+```

+### Channels and angles are furnished from stock in A36, and a member sized by stiffness or by a minimum thickness gains nothing from a higher grade; A572 Grade 50 and A529 Grade 50 are reached for where a brace or a kicker is sized by strength and the section cannot grow, A992 is now rolled for channels and angles by some mills and is furnished where one grade across the frame simplifies material control, and A588 is the weathering grade for members left uncoated in an exposure that wets and dries. {note}

+## Plates {toc}

+### Plates for stiffeners, column base plates, bearing plates, and built-up members shall be furnished in the grade indicated in the datasheet.

+```datasheet

+label: Plate Grade

+type: select

+options:

+ - "ASTM A36"

+ - "ASTM A572 Grade 50"

+ - "ASTM A588"

+default: "ASTM A36"

+```

+### A36 plate is stocked in every thickness and yields at a strain the connected members reach later, so a stiffener or base plate in A36 deforms before the member it serves; A572 Grade 50 plate is reached for where a base plate or a built-up flange is sized by strength and the thickness a lower grade requires does not fit, and A588 is the weathering grade for plate left uncoated. {note}

+### Plate grades that differ from the datasheet at an individual location shall be as indicated on [[drawing: the structural details]].

+### Where a plate of higher strength is substituted for the grade shown, the substitution shall not be made without the Engineer of Record's written approval, because a stronger plate shifts the yielding element in the assembly it belongs to.

+### Connection plates, gusset plates, and the angles, tees, and plates that form connections are furnished in the grade the connection design assigns under [[sync/structural-steel-connections]]. {note}

+## Weathering Steel Members {toc}

+### Requirements in this article apply where a weathering grade is selected for any shape family in the datasheet.

+### Weathering steel forms its protective oxide only under repeated wetting and drying, and it corrodes at the rate of ordinary carbon steel where it is sheltered from rain, kept continuously damp, buried, or exposed to chlorides, so the grade is a coating strategy that works in some exposures and fails in others rather than a stronger steel. {note}

+### Weathering steel members shall be furnished uncoated except where the contract documents require a coating at a specific location.

+### Weathering steel members shall be detailed to shed water, without pockets, horizontal ledges, or crevices that hold moisture against the steel.

+### Surfaces below weathering steel that would be stained by runoff during the first years of exposure shall be protected or detailed with drips as indicated on [[drawing: the structural details and elevations]].

+### Fastener assemblies at weathering steel are furnished in the weathering type under [[sync/structural-steel-connections]]. {note}

+## Material Identification and Substitution {toc}

+### Each shape, plate, bar, and length of tubing shall carry its ASTM designation and heat number from the mill through fabrication, and the fabricator shall transfer the identification to each cut piece until the piece is marked with its piece mark.

+### Unidentified steel shall not be used in any member of the structural frame.

+### A grade or section other than the one shown on the approved shop drawings shall not be substituted without the Engineer of Record's written approval.

+### A heavier or stronger section is not a conservative substitution as of right, because it changes the member's stiffness, the expected strength the seismic capacity-design rules build on, the connection geometry, and the dead load delivered to the members below. {note}

+# Shear Stud Connectors {toc}

+## Stud Material and Size {toc}

+### Requirements in this section apply where the structural drawings show composite beams or girders with headed shear stud connectors.

+### Headed shear stud connectors shall conform to ASTM A108 and to the Type B stud requirements of AWS D1.1 Clause 9.

+### The stud diameter used where the drawings do not show a different diameter shall be as indicated in the datasheet.

+```datasheet

+label: Headed Shear Stud Diameter

+type: range

+unit: in.

+options:

+ min: 0.5

+ max: 1

+ setpoints: [0.5, 0.625, 0.75, 0.875, 1]

+default: 0.75

+```

+### Stud quantity, spacing, layout along each member, and the number of studs per rib shall be as indicated on [[drawing: the composite beam schedules and framing plans]].

+### Stud length after welding shall be as indicated on [[drawing: the composite slab details]].

+### The stud diameter is a design input tied to the deck rib width and the slab thickness, and a stud that is longer or thicker than the design assumed changes the shear transfer and the cover over its head rather than adding capacity. {note}

+## Stud Welding {toc}

+### Where studs are welded shall be as indicated in the datasheet.

+```datasheet

+label: Shear Stud Welding Location

+type: radio

+options:

+ - "Field welded through the deck after the deck is placed"

+ - "Shop welded to the member before shipment"

+default: "Field welded through the deck after the deck is placed"

+```

+### Studs shall not be attached in the shop to the top flange of any member whose top flange will serve as a walking or working surface during erection, as OSHA 29 CFR 1926.754 requires.

+### Field welding through the deck is the norm because a shop-welded stud stands proud of the flange the ironworkers walk on, and because the deck must be placed around a shop stud rather than over the bare flange; a shop stud is reached for where the member carries no deck, such as a beam that receives precast plank or a slab cast on formwork, and where the schedule cannot absorb a stud welding operation at the site. {note}

+### Studs welded through the deck shall be welded through a single thickness of deck, with the deck in firm contact with the flange and free of standing water, coating, and debris at each stud location, and the deck profile and coating shall be those the stud welding pre-production test qualified.

+### Stud welding procedure and operator qualification, and the acceptance of stud welds, shall comply with AWS D1.1 Clause 9 under the welding program established in [[sync/welding-requirements]].

+### At the start of each shift, and whenever the stud diameter, base condition, or welding equipment changes, the operator shall weld and bend test the number of trial studs AWS D1.1 Clause 9 requires before production welding begins.

+### Each production stud shall be visually inspected for a full 360-degree flash, and a stud without a full flash shall be bend tested to the angle AWS D1.1 Clause 9 specifies.

+### A stud that fails the bend test shall be removed, the base metal repaired, and a replacement stud welded adjacent to the original location.

+### Stud welding shall be coordinated with the deck placement sequence under [[sync/steel-deck]] so that the deck is fastened to its supports before studs are welded through it.

+# Fabrication {toc}

+## Basis of Fabrication {toc}

+### Members shall be fabricated in accordance with ANSI/AISC 360 Chapter M and the trade practice of ANSI/AISC 303, to the dimensions and details on the approved shop drawings.

+### Members shall be fabricated within the mill tolerances of ASTM A6 as received and the fabrication tolerances of ANSI/AISC 303.

+### The mill tolerance and the fabrication tolerance are additive, and a connection detailed to the nominal section without allowance for both can fail to fit at the extreme of the permitted range. {note}

+### A departure from the approved shop drawings that the fabricator discovers before shipment shall be reported to the Engineer of Record, and the fabricator shall not ship the affected member until the Engineer of Record has issued a written disposition.

+## Cutting {toc}

+### Members may be cut by thermal or mechanical means, and thermally cut edges that carry calculated tensile stress or that will be welded shall be finished to the surface roughness ANSI/AISC 360 Section M2.2 and AWS D1.1 require, free of notches, gouges, and adherent slag.

+### Reentrant corners shall be cut with a gradual transition to the radius ANSI/AISC 360 Section M2.2 requires, and beam copes and weld access holes shall meet the geometry ANSI/AISC 360 Section J1.6 requires.

+### A sharp reentrant corner concentrates stress at the one place a cope is already thin, and a cope cut square has initiated cracks at service load in members that were otherwise adequate. {note}

+### Sheared edges shall be used only within the thickness limits ANSI/AISC 360 permits and shall not be used on an edge that carries calculated tensile stress or on any member of the seismic force-resisting system.

+## Hole Forming {toc}

+### Bolt holes shall be formed by the method indicated in the datasheet.

+```datasheet

+label: Hole Forming Policy

+type: radio

+options:

+ - "Punched full size where ANSI/AISC 360 Section M2.5 permits, otherwise drilled or sub-punched and reamed"

+ - "Drilled, or sub-punched and reamed to final size, throughout the work"

+default: "Punched full size where ANSI/AISC 360 Section M2.5 permits, otherwise drilled or sub-punched and reamed"

+```

+### Holes in members of the seismic force-resisting system and in members designated as subject to fatigue shall be drilled or sub-punched and reamed to final size regardless of the datasheet selection.

+### Punching leaves a cold-worked ring around the hole with reduced ductility, which is harmless in a static bearing connection and is a crack initiation site under the cyclic straining a fatigue or seismic member sees. {note}

+### Hole dimensions, hole types, edge and end distances, and the connections that use holes other than standard holes are governed by [[sync/structural-steel-connections]]. {note}

+### Holes shall be cylindrical and perpendicular to the member surface, and a hole shall not be enlarged by burning.

+## Straightening and Cambering {toc}

+### Camber shall be induced by the method indicated in the datasheet.

+```datasheet

+label: Cambering Method

+type: radio

+options:

+ - "Cold cambering or heat cambering at the fabricator's option"

+ - "Cold cambering only"

+ - "Heat cambering only"

+default: "Cold cambering or heat cambering at the fabricator's option"

+```

+### Cold cambering bends the member in a press and is fast and repeatable on beams within the press capacity; heat cambering shrinks the flange with controlled heating and reaches members too long or too heavy for the press at the cost of time and a heat-affected zone; a project restricts the method where an architecturally exposed finish would show press marks, where a galvanized member must not carry residual heat stress into the kettle, or where the Engineer of Record has excluded heat from a member of the seismic force-resisting system. {note}

+### Heat straightening and heat cambering shall not raise the steel above the temperature ANSI/AISC 360 Section M2.1 permits for its grade, measured with a contact pyrometer or temperature-indicating crayon.

+### A member that has been hot-dip galvanized shall not be heat straightened or heat cambered.

+### Distortion introduced by welding or handling shall be corrected by straightening within the limits of ANSI/AISC 360 Section M2.1 before the member is shipped.

+## Camber {toc}

+### Camber for each member shall be as indicated on [[drawing: the framing plans and beam schedules]].

+### Camber is the fabricator's offset for the dead load deflection the Engineer of Record has calculated, so that the member reads level once the slab and the finishes it carries are in place; it is not a deflection limit and it does not add strength. {note}

+### Camber shall be measured in the shop with the member unloaded and supported at its ends, and shall be within the tolerance ANSI/AISC 303 sets for the span.

+### Where the camber indicated for a member is less than the minimum a fabricator can induce and hold in a rolled shape, the fabricator shall report the member to the Engineer of Record before fabrication, and shall furnish it uncambered only on the Engineer of Record's written direction.

+### Members not indicated for camber shall be fabricated and erected with any natural mill camber upward.

+### Camber shall not be relied on to correct a deflection that exceeds the limit the design assigns to the member.

+## Built-Up Members {toc}

+### Built-up members shall be assembled from plates and shapes in the grades the datasheet assigns to each, with the flange-to-web welds sized and made as indicated on [[drawing: the built-up member details]].

+### Plates for built-up flanges shall be furnished with the rolling direction parallel to the member axis, and a flange plate shall not be spliced except where a splice is shown on the approved shop drawings.

+### Built-up members shall be straight within the tolerance ANSI/AISC 303 sets for rolled shapes of the same length after welding is complete.

+## Attachments for Other Trades {toc}

+### Clip angles, plates, stiffeners, embed connection plates, and welded attachments shown on the structural drawings for the work of other trades shall be furnished and shop attached to the members under this standard.

+### Column stabilizer plates for open-web steel joists shall be furnished on the columns under this standard, at the locations and to the geometry [[sync/steel-joists]] requires, and shall be shown on the shop drawings.

+### Support reactions, embed locations, and edge conditions at stairs, coiling doors, cold-formed framing, and the other work that attaches to the frame shall be as indicated on [[drawing: the structural framing plans and the details of the attaching work]].

+### Loose lintels and shelf angles shown on the structural drawings as part of the structural steel shall be furnished under this standard and delivered for building-in under [[sync/unit-masonry]].

+### Loose lintels and shelf angles shown only on the architectural drawings are furnished under [[sync/miscellaneous-metals]]. {note}

+### Reinforcement for large deck openings that attaches to the primary framing shall be furnished under this standard where it is shown on the structural drawings, and its location shall be coordinated with the deck layout under [[sync/steel-deck]].

+## Member Marking {toc}

+### Each member shall be marked with its erection mark in a durable medium, legible from the ground after erection and matching the mark on the erection drawings.

+### Members whose orientation matters in the field, including cambered members, members with a top and bottom, and members with a north end, shall carry a mark indicating the required orientation.

+### Members of the seismic force-resisting system, members designated as architecturally exposed, and members to receive applied fireproofing without primer shall be identified on the erection drawings and marked so the erector and the trades that follow can distinguish them.

+### Marking on architecturally exposed members shall be placed where it will be concealed in the finished work or shall be of a kind that is removed without a trace.

+## Galvanizing Details {toc}

+### Requirements in this article apply where hot-dip galvanizing is selected in the shop coating datasheet or shown on the structural drawings for a member.

+### Members to be galvanized shall be detailed for galvanizing before fabrication, with vent and drain holes in every closed section and at every enclosed corner so that no pocket can trap the pickling acid or the zinc.

+### A closed section entering the zinc kettle with trapped moisture converts it to steam with no exit, which is an explosion hazard at the kettle rather than a coating defect. {note}

+### Vent and drain hole locations and sizes shall be shown on the shop drawings, and the fabricator and the Engineer of Record shall confirm that no hole falls where it reduces the member's capacity.

+### Galvanized members shall be verified after galvanizing to be within the fabrication tolerances of ANSI/AISC 303, and a member distorted by the thermal cycle shall be straightened cold or replaced.

+### Galvanizing process requirements, coating thickness, and the repair of damaged galvanizing are governed by [[sync/shop-painting-and-galvanizing]]. {note}

+## Architecturally Exposed Structural Steel {toc}

+### Architecturally exposed structural steel is a member the Architect has designated for visual quality beyond the fabrication and erection tolerances of ordinary structural steel, and ANSI/AISC 303 Section 10 assigns it categories that progressively tighten the surface, weld, and dimensional treatment it receives. {note}

+### The architecturally exposed structural steel categories used on the project shall be as indicated in the datasheet.

+```datasheet

+label: Architecturally Exposed Structural Steel Categories in the Work

+type: checkbox

+options:

+ - "No members designated architecturally exposed"

+ - "AESS 1, basic elements"

+ - "AESS 2, feature elements viewed at a distance greater than 20 ft"

+ - "AESS 3, feature elements viewed at a distance of 20 ft or less"

+ - "AESS 4, showcase elements"

+ - "AESS C, custom elements with characteristics stated in the contract documents"

+default:

+ - "No members designated architecturally exposed"

+```

+### AESS 1 buys removal of spatter and a clean weld profile at little cost; AESS 2 adds tighter tolerances and surface treatment appropriate to steel seen from across a room; AESS 3 adds ground welds, filled surface imperfections, and a tolerance half that of ordinary steel for steel seen and touched at arm's length; AESS 4 adds a surface prepared for a finish that shows every mark; and AESS C is written for the project where the standard categories do not fit, so the category selected sets a fabrication cost that rises steeply from one to the next and applies only to the members designated for it. {note}

+### The members designated architecturally exposed and the category assigned to each shall be as indicated on [[drawing: the structural framing plans and the architectural elevations and sections]].

+### Members designated architecturally exposed shall be fabricated and erected to the treatment and tolerances ANSI/AISC 303 Section 10 assigns to the category, in addition to the requirements of this standard.

+### Where AESS 3, AESS 4, or AESS C members are in the work, the fabricator shall furnish a mockup member or sample showing the weld treatment, surface finish, and coating, and the accepted mockup shall be the standard against which the production members are judged.

+### Where the parties disagree whether an architecturally exposed member meets the treatment its category requires, the Architect shall make the initial determination against the accepted mockup.

+# Shop Coating {toc}

+## Shop Coating System {toc}

+### The members shall receive the shop coating system indicated in the datasheet.

+```datasheet

+label: Shop Coating System

+type: select

+options:

+ - "Uncoated, no shop coating"

+ - "Shop primer, single coat"

+ - "Shop primer and intermediate coat, with the finish coat applied in the field"

+ - "Complete shop-applied coating system including the finish coat"

+ - "Hot-dip galvanized"

+ - "Hot-dip galvanized and shop painted as a duplex system"

+default: "Shop primer, single coat"

+```

+### A single shop primer protects the steel through shipping, storage, and the months before the building is closed in, and is what most of the frame receives because most of the frame is concealed in a dry interior once the building is enclosed; uncoated steel is furnished where every member is fireproofed or enclosed within weeks of erection and a primer would only cost money and complicate fireproofing bond; the shop-applied primer and intermediate coat, or the complete shop system, is reached for where the steel is exposed in service and the shop can apply the coats under better control than the field, at the cost of protecting a finished surface through erection; galvanizing is reached for exterior and wet exposures where a coating must last the life of the structure without maintenance; and the duplex system adds color or a further barrier over galvanizing for the exposure that galvanizing alone does not serve. {note}

+### Coating materials, dry film thickness, application conditions, and the galvanizing process are governed by [[sync/shop-painting-and-galvanizing]]; this standard establishes which system the members receive and the member-specific consequences of that choice. {note}

+### Members that differ from the datasheet system at a specific location, including members galvanized, left uncoated, or exposed to weather in service, shall be as indicated on [[drawing: the structural framing plans and general notes]].

+### Members exposed to weather or to a corrosive environment in service shall receive a system selected for that exposure under [[sync/shop-painting-and-galvanizing]], and the shop primer alone shall not be the final protection of a member so exposed.

+### The shop primer applied to a member that will be finish coated in the field shall be compatible with the field finish system specified under [[sync/exterior-painting]] or [[sync/interior-painting]], and the fabricator shall identify the primer product on the shop drawings so the field applicator can confirm compatibility before finishing.

+### Where the field finish system is not identified at the time of the shop drawing submittal, the fabricator shall apply a primer the coating manufacturer publishes as compatible with the generic finish system named in the contract documents.

+### The shop coat ends at the fabricator's door and the field finish begins at the site, and the boundary between them is the primer's identity: a field finish applied over a primer it does not adhere to fails at the interface, and neither applicator is then responsible for a film the other applied. {note}

+## Surface Preparation {toc}

+### Surfaces to receive a shop coating shall be prepared to the grade indicated in the datasheet before the coating is applied.

+```datasheet

+label: Shop Surface Preparation Grade

+type: select

+derived: "the shop coating system selected and the coating manufacturer's published minimum surface preparation for that primer"

+options:

+ - "AMPP SP 2 (SSPC-SP 2) hand tool cleaning"

+ - "AMPP SP 3 (SSPC-SP 3) power tool cleaning"

+ - "AMPP SP 6 (SSPC-SP 6) commercial blast cleaning"

+ - "AMPP SP 10 (SSPC-SP 10) near-white metal blast cleaning"

+default: derived

+```

+### The surface preparation a primer needs is published by the primer's manufacturer and follows from the primer: an alkyd or a universal shop primer tolerates a power-tool-cleaned surface, an epoxy or an inorganic zinc-rich primer needs the profile and the cleanliness only blast cleaning provides, and galvanizing needs the pickling the galvanizer performs rather than any of these grades; a grade higher than the primer needs buys a longer coating life at a cost per square foot, and a grade lower than it needs voids the coating manufacturer's performance data for the film. {note}

+### Members to be furnished uncoated shall be cleaned to at least AMPP SP 2 before shipment so that loose mill scale, rust, and shop contaminants do not reach the site on the steel.

+### Surfaces that will be enclosed in concrete, and the faying surfaces of slip-critical connections, shall be prepared and left coated or uncoated as [[sync/structural-steel-connections]] requires for the slip class, and the fabricator shall mask those surfaces where the shop coating system would otherwise reach them.

+## Members Receiving Applied Fireproofing {toc}

+### Members to receive applied fireproofing shall be furnished with the coating indicated in the datasheet.

+```datasheet

+label: Shop Coating of Members to Receive Applied Fireproofing

+type: radio

+options:

+ - "Uncoated"

+ - "Primed with a primer tested for bond with the specified fireproofing at the thickness to be applied"

+default: "Uncoated"

+```

+### Cementitious and intumescent fireproofing bond to bare steel or to a primer the fireproofing manufacturer has tested, and an untested shop primer is the most common reason a fireproofing bond test fails; leaving the steel uncoated is the norm because the fireproofing itself protects the concealed steel, and a tested primer is reached for where the fireproofed steel will stand exposed through a construction season long enough to rust before it is fireproofed. {note}

+### Where a primer is applied to members to receive fireproofing, the primer product and its dry film thickness shall be those the fireproofing manufacturer's bond test report covers, and the report shall be submitted with the coating product data.

+### Members to receive applied fireproofing shall be as indicated on [[drawing: the fireproofing schedule and the structural framing plans]].

+### Fireproofing materials, application, and bond verification are governed by [[sync/fireproofing]]. {note}

+## Shop Coating Applicator {toc}

+### Shop coating shall be applied by an applicator holding the qualification indicated in the datasheet.

+```datasheet

+label: Shop Coating Applicator Qualification

+type: radio

+options:

+ - "Fabricator's own coating shop without third-party coating certification"

+ - "Coating shop certified under AMPP QP 3 (SSPC-QP 3)"

+ - "Fabricator holding the AISC sophisticated paint endorsement under ANSI/AISC 207"

+default: "Fabricator's own coating shop without third-party coating certification"

+```

+### A single-coat shop primer is applied competently by any certified fabricator's own paint bay, and a third-party coating certification adds audited control of surface preparation, environmental conditions, and film thickness measurement that a multi-coat, zinc-rich, or complete shop-applied system depends on; the certification is reached for where the shop coating is the service life of the steel rather than a shipping coat, at the cost of narrowing the fabricator pool to shops that hold it or subcontract to one that does. {note}

+### Where the shop coating system selected is a complete shop-applied system or a duplex system, the coating shop shall hold one of the third-party qualifications regardless of the datasheet selection unless the Engineer of Record accepts the fabricator's own shop in writing on the strength of a documented coating quality program.

+# Erection {toc}

+## Pre-Erection Verification {toc}

+### Before any steel is erected, the erector shall verify the building lines, benchmarks, and column lines against the contract documents and shall survey every anchor rod group for position, projection, and elevation.

+### Anchor rod groups shall be within the setting tolerances established in [[sync/structural-steel-anchor-bolts]], and a group found out of tolerance shall be reported to the Engineer of Record before the column it receives is erected.

+### The Engineer of Record shall direct the correction of an out-of-tolerance anchor rod group in writing, and the erector shall not bend, cut, or heat an anchor rod, enlarge a base plate hole, or add a plate washer except as that direction permits.

+### The party whose work produced the out-of-tolerance anchorage shall bear the cost of its correction and of the engineering review it requires.

+### A base plate hole has little clearance around its rod, and a group set an inch off cannot be accommodated by the plate; the survey before erection is what turns that discovery from a crane standing idle into a correction made while the concrete trade is still on site. {note}

+### The erector shall verify that the concrete or masonry the frame bears on has reached the strength the contract documents require before load is placed on it, and shall not erect steel on a support the Engineer of Record has not released.

+## Column Base Setting {toc}

+### Column base plates shall be set to elevation and leveled by the method indicated in the datasheet.

+```datasheet

+label: Column Base Leveling Method

+type: radio

+options:

+ - "Leveling nuts on the anchor rods"

+ - "Shims and leveling plates"

+ - "Pre-set and pre-grouted leveling plates"

+```

+### Leveling nuts carry the column on the anchor rods until the grout is placed and let the erector plumb the column by turning the nuts, at the cost of rods that must be checked for the erection load they carry unsupported; shims carry the column on packs of steel at the plate corners and are cheap and fast on light columns but leave the packs in the grout bed; and a pre-grouted leveling plate is set and grouted by the concrete trade before the steel arrives, which takes the leveling off the erector's critical path at the cost of an earlier survey and a second mobilization; none is the norm across projects, because the choice turns on column weight, the grouting party, and the erection schedule. {note}

+### The grout bed beneath each base plate shall be placed under [[sync/grouted-base-plates]], and the party responsible for placing it shall be as indicated in the datasheet.

+```datasheet

+label: Party Responsible for Grouting Column Base Plates

+type: radio

+options:

+ - "The steel erector"

+ - "The concrete contractor"

+ - "The Contractor's own forces"

+```

+### The base plate is set by the erector and the grout beneath it is a concrete material, so the grout bed falls between two trades unless the contract assigns it; assigning it to the erector keeps the leveling and the grouting in one hand, assigning it to the concrete contractor puts the grout with the trade that places cementitious material daily, and assigning it to the Contractor's own forces works where the Contractor self-performs concrete and neither subcontractor will carry it, so the assignment follows the project's subcontracting structure rather than a norm. {note}

+### Column bases shall not be grouted until the column has been plumbed and the frame around it braced, and the load carried by a column on leveling nuts or shims before grouting shall not exceed the load the Engineer of Record has approved for the ungrouted condition.

+### Anchor rod nuts shall be tightened after grouting to the condition [[sync/structural-steel-anchor-bolts]] requires, and the anchor rods shall not be pretensioned unless the contract documents require it.

+## Erection Plan and Temporary Bracing {toc}

+### The erector shall prepare an erection plan showing the sequence of erection, the location and reach of cranes, the pick points for heavy and long members, the temporary bracing, guying, and shoring at each stage, and the stage at which each part of the permanent lateral system becomes effective.

+### The erection bracing design shall be prepared by the party indicated in the datasheet.

+```datasheet

+label: Erection Bracing Design Responsibility

+type: radio

+options:

+ - "An engineer licensed in the jurisdiction of the project and retained by the erector"

+ - "The erector, under its own procedures without a sealed design"

+ - "The Engineer of Record, with the temporary bracing shown in the contract documents"

+```

+### ANSI/AISC 303 makes the erector responsible for the stability of the frame during erection and leaves the means to the erector, so an erector's own procedures are the code-legal basis on a low frame braced by its own permanent system as it rises; a sealed erection engineering design is reached for where the frame is tall, the permanent lateral system is not complete until late in the sequence, the site constrains the crane, or the Owner wants a signed calculation behind the temporary works; and the Engineer of Record designs the temporary bracing only where the erection sequence is itself a design condition of the permanent structure, such as a frame whose members are sized for the loads of a stated sequence, so the assignment follows the frame rather than a norm. {note}

+### Where the erection sequence is a design condition of the permanent structure, the required sequence and the construction loads assumed shall be as indicated on [[drawing: the structural general notes and erection sequence drawings]].

+### The erector shall be responsible for the stability of the frame from the setting of the first column until the permanent lateral force-resisting system, the diaphragms, and the connections that complete them are installed and accepted, and shall furnish and maintain the temporary bracing the erection plan requires.

+### Temporary bracing shall not be removed until the permanent bracing, moment connections, or diaphragm it substitutes for has been installed, inspected, and accepted by the Engineer of Record and the quality assurance inspector.

+### The erector shall consider, in the erection plan, the wind, seismic, and construction loads on the partially erected frame and the loads imposed by stored materials and erection equipment.

+## Erection Sequence and Stability {toc}

+### Erection shall comply with OSHA 29 CFR 1926 Subpart R, and the requirements of that subpart are conditions of the work that the erection plan shall not relax.

+### Each column shall be anchored by at least four anchor rods, and the anchorage shall resist the eccentric gravity load OSHA 29 CFR 1926.755 states, as the Engineer of Record shall confirm in the design of the column base.

+### A member shall not be released from the crane until it is secured with at least two bolts per connection drawn wrench tight, or the equivalent the erection plan provides, and a single bolt or a tack weld shall not be relied on for stability at any stage.

+### Where two members frame to a common connection on opposite sides of a web, the connection shall be detailed so that one member can be secured before the other is landed, as OSHA 29 CFR 1926.756 requires, and the detail shall be shown on the shop drawings.

+### Perimeter columns shall extend at least 48 in. above the finished floor and shall be furnished with holes or devices for perimeter safety cables at the height OSHA 29 CFR 1926.756 requires, unless the contract documents provide another means of perimeter protection.

+### Columns shall be plumbed and the frame aligned as erection proceeds, bay by bay, and shall not be left for correction after the frame is complete.

+### A frame plumbed at the end is a frame in which every connection has already been made to an out-of-plumb column, and the correction then means loosening connections, releasing members, and re-erecting work other trades have already followed. {note}

+### Members shall be handled and lifted at the pick points the erection plan identifies, and a member bent, twisted, or kinked in handling shall be reported to the Engineer of Record before it is erected.

+### Bolting and welding of field connections shall be performed under [[sync/structural-steel-connections]] and [[sync/welding-requirements]] in the sequence the erection plan states for the stability of each stage.

+### Deck, concrete, and other permanent construction loads shall not be placed on the frame until the members that carry them are connected, braced, and plumbed within tolerance, and the Engineer of Record has released the frame for loading.

+## Field Modifications {toc}

+### A member shall not be cut, coped, drilled, reamed, notched, or welded in the field in a manner not shown on the approved shop and erection drawings without the Engineer of Record's written approval.

+### Where a member does not fit, the erector 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.

+### A field modification made without approval voids the fabricator's and the erector's certificates of compliance for the affected member, and the Contractor shall bear the cost of the engineering review, the corrective work, and the re-inspection the modification requires.

+### Penetrations through members for the work of other trades shall be made only where they are shown on the structural drawings or approved in writing by the Engineer of Record, and the trade making an unapproved penetration shall bear the cost of its evaluation and repair.

+## Crane Runway Beams {toc}

+### Requirements in this article apply where crane runway beams are in the work.

+### Crane runway beams, their columns, brackets, and the rail-to-beam attachment shall be furnished and erected under this standard for the wheel loads, lateral and longitudinal forces, impact factors, and deflection limits established under [[sync/overhead-material-handling]].

+### Runway beams shall be furnished as members subject to fatigue, with holes drilled or reamed, with intermittent welds excluded from the tension flange, and with the fabrication treatment ANSI/AISC 360 Appendix 3 requires for the fatigue category of each detail.

+### Runway beams and rails shall be aligned to the tolerances indicated in the datasheet.

+```datasheet

+label: Crane Runway Alignment Tolerance Basis

+type: radio

+options:

+ - "Tolerances of AISC Design Guide 7 for crane runways"

+ - "Tolerances of CMAA 70"

+ - "Tolerances stated by the crane manufacturer for the crane furnished"

+```

+### The ordinary erection tolerances of ANSI/AISC 303 are too loose for a runway, because a crane's wheel flanges and end trucks tolerate only a fraction of the misalignment a building column can; AISC Design Guide 7 states runway tolerances for the building designer, CMAA 70 states the tolerances the crane industry designs its end trucks around, and the crane manufacturer's own tolerances govern where a specific crane has been selected before the runway is erected, so the basis follows from which of those documents is in hand when the runway is aligned rather than from a norm. {note}

+### The runway shall be surveyed for span, elevation, straightness, and rail alignment after erection and before the crane is set, and the survey shall be furnished to the crane installer.

+### Rail splices, rail clips, and the rail attachment shall be as indicated on [[drawing: the crane runway details]].

+# Erection Tolerances {toc}

+## Tolerance Compliance {toc}

+### The erected frame shall be within the erection tolerances of ANSI/AISC 303 Section 7.13 for column plumbness, elevation, and alignment, with the tighter tolerances of Section 10 applying to members designated architecturally exposed and the runway tolerances of this standard applying to crane runway beams.

+### Erection tolerances are measured against the working points and working lines ANSI/AISC 303 defines, and a member that is out of position relative to a wall or a finish while its working points are within tolerance is a coordination question for the trade that followed it rather than an erection defect. {note}

+### The erector shall verify tolerance compliance for each tier or bay before the deck, cladding, or other work that depends on the frame's position is placed on it.

+### A member found outside tolerance shall be reported to the Engineer of Record, and the Engineer of Record shall issue a written disposition before the member is loaded or concealed.

+### The Contractor shall bear the cost of correcting an erection tolerance deviation and of the engineering review its disposition requires.

+## Post-Erection Survey {toc}

+### The erected frame shall be surveyed and the survey documented as indicated in the datasheet.

+```datasheet

+label: Post-Erection Survey Documentation

+type: radio

+options:

+ - "Written survey report by a licensed surveyor submitted to the Engineer of Record"

+ - "Written survey record by the erector submitted to the Engineer of Record"

+ - "Visual verification by the Engineer of Record without a written report"

+```

+### A licensed surveyor's report is an independent record that settles a later dispute about where a column stood before the cladding was hung, and it costs a survey crew on the frame at each tier; the erector's own record costs less and comes from the party that plumbed the frame, so it is accepted where the frame is low and the dependent work is tolerant; and visual verification is the basis on a single-story frame where the Engineer of Record can see the plumbness question answered on a site visit, so the documentation follows from the height of the frame and how much the cladding and finishes that follow depend on where it stands. {note}

+### Where a written report or record is required, it shall record column plumbness at each tier, column base and beam elevations at each floor, and the alignment of each column line against the working lines, and shall identify every member outside the tolerances of ANSI/AISC 303.

+### Where a written report or record is required, it shall be submitted before the deck or the cladding is placed on the tier it covers, and the Engineer of Record shall review it before releasing that tier for permanent loads.

+### The Contractor shall bear the cost of the survey.

+# Field Touch-Up {toc}

+## Touch-Up of Shop-Primed Steel {toc}

+### Field welds, field-cut and field-drilled surfaces, bolted connections after the joint is complete, and areas where the shop primer has been damaged in shipping, handling, or erection shall be cleaned to at least AMPP SP 2 and touched up with the material indicated in the datasheet.

+```datasheet

+label: Field Touch-Up Material for Shop-Primed Steel

+type: radio

+options:

+ - "The shop primer, brush or spray applied"

+ - "An organic zinc-rich primer compatible with the shop primer and the field finish"

+ - "The primer of the field finish system"

+default: "The shop primer, brush or spray applied"

+```

+### Touching up with the shop primer restores the film the fabricator applied and is the norm where the steel is concealed or where a field finish will cover the whole surface; a zinc-rich touch-up primer adds galvanic protection at a field weld that a barrier primer does not, at a compatibility check against both the shop primer and the field finish; and the field finish system's own primer is reached for where the steel will be finish coated in the field and the finish applicator wants one primer under the finish rather than two, at the cost of a touch-up the erector cannot apply until that primer is on site. {note}

+### Touch-up shall be applied within seven days of the exposure that requires it and before the surface is concealed by deck, fireproofing, or finishes, and shall restore the dry film thickness of the shop coating system.

+### Touch-up shall not be applied inside the faying area of a slip-critical joint before the joint is assembled, as [[sync/structural-steel-connections]] requires.

+### Touch-up on members to receive applied fireproofing shall be made only with a material the fireproofing manufacturer's bond test report covers.

+### Damaged galvanizing shall be repaired under [[sync/shop-painting-and-galvanizing]] to the coating thickness that standard requires.

+### The Contractor shall bear the cost of touch-up and repair made necessary by damage occurring after the members leave the fabricator's shop.

+# Delivery, Storage, and Handling {toc}

+## Delivery and Site Storage {toc}

+### Members shall be delivered in the fabricator's bundling, marked with their erection marks, and scheduled so that each delivery can be unloaded and stored without double handling.

+### Site storage shall satisfy the requirements indicated in the datasheet.

+```datasheet

+label: Site Storage and Handling Requirements

+type: checkbox

+options:

+ - "Store on dunnage clear of the ground"

+ - "Store to prevent water from ponding on flanges and inside open sections"

+ - "Cap or plug open ends of hollow structural sections"

+ - "Cover stored members to protect the shop coating"

+ - "Separate galvanized and uncoated members"

+ - "Store architecturally exposed members separately with protected bearing points"

+default:

+ - "Store on dunnage clear of the ground"

+ - "Store to prevent water from ponding on flanges and inside open sections"

+ - "Cap or plug open ends of hollow structural sections"

+```

+### Members shall be loaded, transported, and unloaded so that no member is bent, twisted, or kinked and no coating is abraded beyond what field touch-up restores.

+### Long and slender members shall be supported in transit and in storage at the spacing the fabricator's shipping instructions require so that no member takes a permanent set.

+### An open hollow structural section stores water, and water that freezes inside a closed section splits the seam weld, which is why the ends are capped in storage and the drain holes of a galvanized member are kept clear. {note}

+### Members shall be stored so that their erection marks remain visible and their piece marks can be checked against the erection drawings without moving the pile.

+## Damaged Members {toc}

+### A member arriving with a bend, twist, kink, gouge, or coating damage beyond the touch-up this standard provides shall be reported to the Engineer of Record before it is erected.

+### The Engineer of Record shall direct the repair, acceptance, or replacement of a damaged member in writing.

+### A damaged member shall not be straightened in the field except by a procedure the Engineer of Record has approved in writing.

+### A member with section loss from corrosion shall not be erected without the Engineer of Record's written acceptance.

+# Warranty {toc}

+## Correction Period {toc}

+### The fabricator and the erector shall each warrant their work for the period indicated in the datasheet, measured from the date of substantial completion.

+```datasheet

+label: Correction Period for Structural Steel Fabrication and Erection

+type: range

+unit: years

+options:

+ min: 1

+ max: 5

+ setpoints: [1, 2, 3, 5]

+default: 1

+```

+### The fabricator shall warrant the members against defects in material and workmanship, including a grade or section that differs from the approved shop drawings, a fabrication error discovered after erection, a camber outside tolerance, and a dimensional nonconformance that appears under load.

+### The erector shall warrant the erection work, including plumbness and alignment outside tolerance, members set out of position, temporary bracing removed before the permanent system was accepted, and damage caused to members or coatings by erection operations.

+### The connections between members are warranted under this warranty on the terms [[sync/structural-steel-connections]] states, and the welds under the terms [[sync/welding-requirements]] states. {note}

+### Where a warranted defect is corrected, the corrected work shall carry a fresh correction period of the same length measured from the date of the correction, or the remainder of the original period, whichever ends later.

+### The party performing a warranty correction shall bear the cost of removing and replacing other work that must be disturbed to reach the defect and of restoring the coating and fireproofing the correction disturbs.

+## Coating Warranty {toc}

+### Shop coating and galvanizing applied to the members shall be warranted under this standard for the period indicated in the datasheet against failure attributable to surface preparation, application, or the coating material, measured from the date of substantial completion.

+```datasheet

+label: Shop Coating and Galvanizing Warranty Period

+type: range

+unit: years

+options:

+ min: 1

+ max: 10

+ setpoints: [1, 2, 3, 5, 10]

+default: 1

+```

+### The coating warranty does not cover damage caused by other trades after the members were erected, field touch-up performed by others, or corrosion in an exposure more aggressive than the one the selected system serves. {note}

+### Where a field finish system is applied over the shop primer, the field applicator's warranty under [[sync/exterior-painting]] or [[sync/interior-painting]] covers the finish system, and the shop coating warranty covers the primer beneath it. {note}

+### The shop coating and galvanizing warranties shall be assigned to the Owner and included in the closeout submittals.

+## Warranty Exclusions {toc}

+### The warranty does not cover loading beyond the design loads stated in the contract documents, unauthorized field modification of a member, or damage caused by the work of other trades after the erector has completed and turned over the frame. {note}

+### Bonds and the form of the warranty documents are established under [[sync/warranties-and-bonds]].

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