DISCLAIMER 

This document provides recommendations to supplement industry standard specifications for 

structural steel construction of steel moment frames intended for seismic applications. In addition it 

presents recommended guidelines for implementation of construction quality control and quality 

assurance programs for these structures. These recommendations were developed by practicing 

engineers, based on professional judgment and experience, and by a program of laboratory, field 

and analytical research. While every effort has been made to solicit comments from a broad 

selection of the affected parties, this is not a consensus document. It is primarily intended as a 

resource document for organizations with appropriate consensus processes for the development of 

future design standards and building code provisions. No warranty is offered, with regard to the 

recommendations contained herein, either by the Federal Emergency Management Agency, 

the SAC Joint Venture, the individual Joint Venture partners, or their directors, members or 

employees. These organizations and their employees do not assume any legal liability or 

responsibility for the accuracy, completeness, or usefulness of any of the information, 

products or processes included in this publication. The reader is cautioned to review 

carefully the material presented herein and exercise independent judgment as to its 

suitability for application to specific engineering projects. These recommended criteria have 

been prepared by the SAC Joint Venture with funding provided by the Federal Emergency 

Management Agency, under contract number EMW-95-C-4770. 

Cover Art. The beam-column connection assembly shown on the cover depicts the standard 

detailing used in welded steel moment-frame construction prior to the 1994 Northridge 

earthquake. This connection detail was routinely specified by designers in the period 1970-1994 

and was prescribed by the Uniform Building Code for seismic applications during the period 

1985-1994. It is no longer considered to be an acceptable design for seismic applications. 

Following the Northridge earthquake, it was discovered that many of these beam-column 

connections had experienced brittle fractures at the joints between the beam flanges and column 

flanges. 
Recommended Specifications and Quality Assurance Guidelines for 

Steel Moment-Frame Construction for Seismic Applications 

SAC Joint Venture 

A partnership of

Structural Engineers Association of California (SEAOC)

Applied Technology Council (ATC)

California Universities for Research in Earthquake Engineering (CUREe)

Prepared for SAC Joint Venture Partnership by

Guidelines Development Committee

Ronald O. Hamburger, Chair

John D. Hooper Thomas Sabol

Robert E. Shaw, Jr. C. Mark Saunders

Lawrence D. Reaveley Raymond H. R. Tide

Project Oversight Committee 

William J. Hall, Chair 

Shirin Ader

John M. Barsom

Roger Ferch

Theodore V. Galambos

John Gross 

James R. Harris 

Richard Holguin 

Nestor Iwankiw 

Roy G. Johnston 

Len Joseph 

Duane K. Miller 

John Theiss 

John H. Wiggins 

SAC Project Management Committee 

SEAOC: William T. Holmes Program Manager: Stephen A. Mahin 

ATC: Christopher Rojahn 

CUREe: Robin Shepherd 

Project Director for Topical Investigations: 

James O. Malley 

Project Director for Product Development: 

Ronald O. Hamburger 

SAC Joint Venture 

SEAOC: www.seaoc.org 

ATC: www.atcouncil.org 

CUREe: www.curee.org 

June, 2000 
THE SAC JOINT VENTURE 

SAC is a joint venture of the Structural Engineers Association of California (SEAOC), the Applied 

Technology Council (ATC), and California Universities for Research in Earthquake Engineering 

(CUREe), formed specifically to address both immediate and long-term needs related to solving 

performance problems with welded, steel moment-frame connections discovered following the 1994 

Northridge earthquake. SEAOC is a professional organization composed of more than 3,000 practicing 

structural engineers in California. The volunteer efforts of SEAOC’s members on various technical 

committees have been instrumental in the development of the earthquake design provisions contained in 

the Uniform Building Code and the 1997 National Earthquake Hazards Reduction Program (NEHRP) 

Recommended Provisions for Seismic Regulations for New Buildings and Other Structures. ATC is a 

nonprofit corporation founded to develop structural engineering resources and applications to mitigate 

the effects of natural and other hazards on the built environment. Since its inception in the early 1970s, 

ATC has developed the technical basis for the current model national seismic design codes for buildings; 

the de-facto national standard for postearthquake safety evaluation of buildings; nationally applicable 

guidelines and procedures for the identification, evaluation, and rehabilitation of seismically hazardous 

buildings; and other widely used procedures and data to improve structural engineering practice. CUREe 

is a nonprofit organization formed to promote and conduct research and educational activities related to 

earthquake hazard mitigation. CUREe’s eight institutional members are the California Institute of 

Technology, Stanford University, the University of California at Berkeley, the University of California at 

Davis, the University of California at Irvine, the University of California at Los Angeles, the University 

of California at San Diego, and the University of Southern California. These university earthquake 

research laboratory, library, computer and faculty resources are among the most extensive in the United 

States. The SAC Joint Venture allows these three organizations to combine their extensive and unique 

resources, augmented by consultants and subcontractor universities and organizations from across the 

nation, into an integrated team of practitioners and researchers, uniquely qualified to solve problems 

related to the seismic performance of steel moment-frame structures. 

ACKNOWLEDGEMENTS 

Funding for Phases I and II of the SAC Steel Program to Reduce the Earthquake Hazards of Steel 

Moment-Frame Structures was principally provided by the Federal Emergency Management Agency, 

with ten percent of the Phase I program funded by the State of California, Office of Emergency Services. 

Substantial additional support, in the form of donated materials, services, and data has been provided by 

a number of individual consulting engineers, inspectors, researchers, fabricators, materials suppliers and 

industry groups. Special efforts have been made to maintain a liaison with the engineering profession, 

researchers, the steel industry, fabricators, code-writing organizations and model code groups, building 

officials, insurance and risk-management groups, and federal and state agencies active in earthquake 

hazard mitigation efforts. SAC wishes to acknowledge the support and participation of each of the above 

groups, organizations and individuals. In particular, we wish to acknowledge the contributions provided 

by the American Institute of Steel Construction, the Lincoln Electric Company, the National Institute of 

Standards and Technology, the National Science Foundation, and the Structural Shape Producers 

Council. SAC also takes this opportunity to acknowledge the efforts of the project participants – the 

managers, investigators, writers, and editorial and production staff – whose work has contributed to the 

development of these documents. Finally, SAC extends special acknowledgement to Mr. Michael 

Mahoney, FEMA Project Officer, and Dr. Robert Hanson, FEMA Technical Advisor, for their continued 

support and contribution to the success of this effort. 
Recommended Specifications and Quality 

Assurance Guidelines for Steel Moment-Frame FEMA-353 

Construction for Seismic Applications Table of Contents 

TABLE OF CONTENTS 

LIST OF FIGURES ..............................................................................................................................xi

LIST OF TABLES.............................................................................................................................. xii

1 INTRODUCTION............................................................................................................ 1-1

1.1 Purpose................................................................................................................. 1-1

1.2 Intent .................................................................................................................... 1-3

1.3 Background .......................................................................................................... 1-4

1.4 Application......................................................................................................... 1-11

1.5 Overview............................................................................................................ 1-11

Part I: Recommended Specifications 

1 GENERAL........................................................................................................... Part I: 1-1

1.1 Scope.................................................................................................................... 1-1

1.2 Governing Specifications..................................................................................... 1-1

1.2.1 American Institute of Steel Construction................................................. 1-1

1.2.2 American Welding Society ..................................................................... 1-2

1.2.3 Research Council on Structural Connections .......................................... 1-2

1.2.4 Building Code .......................................................................................... 1-2

1.3 Definitions............................................................................................................ 1-2

1.3.1 Building Official ...................................................................................... 1-2

1.3.2 Contractor ................................................................................................ 1-3

1.3.3 Contract Documents................................................................................. 1-3

1.3.4 Engineer ................................................................................................... 1-3

1.3.5 Heavy Structural Sections........................................................................ 1-3

1.3.6 Hold Point ................................................................................................ 1-3

1.3.7 Nondestructive testing ............................................................................. 1-3

1.3.8 Observation Point..................................................................................... 1-4

1.3.9 Owner....................................................................................................... 1-4

1.3.10 Quality Assurance .................................................................................... 1-4

1.3.11 Quality Assurance Agency....................................................................... 1-4

1.3.12 Quality Assurance Plan............................................................................ 1-4

1.3.13 Quality Control ........................................................................................ 1-4

1.3.14 Quality Control Plan ................................................................................ 1-4

1.3.15 Special Inspection .................................................................................... 1-5

1.3.16 Special Inspector...................................................................................... 1-5

1.3.17 Seismic-Force-Resisting System.............................................................. 1-5

1.3.18 Seismic Weld Demand and Consequence Categories.............................. 1-5

1.3.19 Structural Observation ............................................................................. 1-6

1.3.20 Structural Steel Framing .......................................................................... 1-6

1.3.21 Written Practice ....................................................................................... 1-6

1.4 Submittals ............................................................................................................ 1-6

iii 
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Table of Contents Construction for Seismic Applications 

1.4.1 Shop Drawings......................................................................................... 1-6

1.4.2 Erection Drawings.................................................................................... 1-7

1.4.3 Erection Plans .......................................................................................... 1-7

1.4.4 Contractors Statement of Responsibility.................................................. 1-8

1.4.5 Certificates of Compliance ...................................................................... 1-8

1.4.6 Manufacturer’s Test Reports ................................................................... 1-9

1.4.6.1 Structural Steel ........................................................................ 1-9

1.4.6.2 Fastening Material ................................................................... 1-9

1.4.6.3 Welding Material................................................................... 1-10

1.4.6.4 Shear Connectors (Shear Studs) ............................................ 1-10

1.4.7 Procedures.............................................................................................. 1-10

1.4.7.1 Fastener Installation Procedure ............................................. 1-10

1.4.7.2 Welding Procedure Specifications (WPS)............................. 1-11

1.4.7.3 Welding Performance Qualification Records (WPQRs)....... 1-12

1.4.7.4 Inspector Qualifications......................................................... 1-13

1.4.7.5 Contractor’s Quality Control Plan......................................... 1-13

1.4.7.6 Samples ................................................................................. 1-13

1.5 Pre-fabrication / Pre-erection Conferences ........................................................ 1-13

2 PRODUCTS......................................................................................................... Part I: 2-1

2.1 Structural Steel..................................................................................................... 2-1

2.1.1 Supplemental Requirements for Structural Steel..................................... 2-1

2.1.1.1 Wide Flange Structural Sections ............................................. 2-1

2.1.1.2 Heavy Sections ........................................................................ 2-1

2.2 Fasteners .............................................................................................................. 2-2

2.3 Anchor Rods ........................................................................................................ 2-2

2.4 Welding Material ................................................................................................. 2-3

2.4.1 Supplemental Requirements for Welding Materials................................ 2-3

2.4.1.1 Toughness Strength and Elongation........................................ 2-3

2.4.1.2 Hydrogen Level ....................................................................... 2-4

2.4.1.3 Packaging Requirements ......................................................... 2-4

2.5 Shear Connectors (Shear Studs)........................................................................... 2-5

3 EXECUTION....................................................................................................... Part I: 3-1

3.1 Fabrication ........................................................................................................... 3-1

3.1.1 General..................................................................................................... 3-1

3.1.2 Bolted Construction ................................................................................. 3-1

3.1.3 Welded Construction ............................................................................... 3-2

3.1.4 Headed Shear Studs ................................................................................. 3-2

3.2 Erection................................................................................................................ 3-3

3.2.1 General..................................................................................................... 3-3

3.2.1.1 Storage and Handling .............................................................. 3-3

3.2.1.2 Temporary Shoring and Bracing ............................................. 3-3

3.2.1.3 Erection Procedures................................................................. 3-3

3.2.1.4 Field Work for Other Trades ................................................... 3-4

iv 
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Assurance Guidelines for Steel Moment-Frame FEMA-353 

Construction for Seismic Applications Table of Contents 

3.2.2 Bolted Construction ................................................................................. 3-4

3.2.3 Welded Construction ............................................................................... 3-4

3.2.4 Headed Shear Studs ................................................................................. 3-4

3.2.5 Corrective Work....................................................................................... 3-4

3.2.6 Thermal Cutting....................................................................................... 3-4

3.3 Supplemental Welding Requirements.................................................................. 3-5

3.3.1 Welding Personnel Qualification............................................................. 3-5

3.3.1.1 Supplemental Welding Personnel Testing............................... 3-5

3.3.1.2 Qualification Period ................................................................ 3-5

3.3.2 Intermix of Filler Metals.......................................................................... 3-6

3.3.3 Electrode Storage and Exposure Limits................................................... 3-6

3.3.4 Wind Velocity Limits............................................................................... 3-6

3.3.5 Minimum Preheat and Interpass Temperature ......................................... 3-6

3.3.6 Maximum Preheat and Interpass Temperature ........................................ 3-7

3.3.7 Nonfusable Backing................................................................................. 3-7

3.3.8 Peening..................................................................................................... 3-7

3.3.9 Controlled Cooling................................................................................... 3-8

3.3.10 Post Weld Heat Treatment....................................................................... 3-8

WELDED JOINT DETAILS ............................................................................... Part I: 4-1

4.1 Backing Bars........................................................................................................ 4-1

4.1.1 Heavy Section Splices Requiring Removal of Backing Bars .................. 4-1

4.1.2 Moment Connection Joints Requiring Removal of Backing Bars........... 4-1

4.2 Weld Tabs ............................................................................................................ 4-2

4.2.1 Use of Weld Tabs..................................................................................... 4-2

4.2.2 Heavy Section Joint Weld Tab Removal and Finish ............................... 4-2

4.2.3 Moment Connection Weld Tab Removal and Finish .............................. 4-2

4.3 Weld Toes ............................................................................................................ 4-3

4.4 Weld Access Holes .............................................................................................. 4-3

4.5 Web Weld Details................................................................................................ 4-4

4.6 Doubler Plate Details ........................................................................................... 4-4

4.7 Column Continuity Plate Details ......................................................................... 4-4

4.8 Welding Sequence for Moment Connection of Bottom Beam Flange ................ 4-5

4.9 Improved Welded Unreinforced Flange Connection Details............................... 4-6

4.9.1 Existing Web Connection Materials and Details..................................... 4-6

4.9.2 Replacement of Beam Flange Welds ....................................................... 4-6

4.9.3 New Welding Material............................................................................. 4-6

4.10 Haunched Connection Welding Details............................................................... 4-7

4.10.1 Existing Web Connection Materials and Details..................................... 4-7

4.10.2 Flange Weld Details................................................................................. 4-7

4.10.3 New Welding Material............................................................................. 4-7

4.10.4 Haunch Welding Requirements ............................................................... 4-7

4.10.5 Continuity Plates and Stiffener Welding Requirements .......................... 4-8

4.11 Cover-Plated Moment-Connection Details.......................................................... 4-8

4.11.1 Existing Web Connection Materials and Details..................................... 4-8

v 

4 
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Table of Contents Construction for Seismic Applications 

4.11.2 Flange Weld Details................................................................................. 4-8

4.11.3 New Welding Material............................................................................. 4-8

4.11.4 Sequence of Assembly............................................................................. 4-8

5 FABRICATION................................................................................................... Part I: 5-1

5.1 Reduced Beam Sections (RBSs).......................................................................... 5-1

5.1.1 Holes and Attachments ............................................................................ 5-1

5.1.2 RBS Cut Tolerances................................................................................. 5-1

5.1.3 Cut Surface Roughness ............................................................................ 5-1

5.1.4 Gouges and Notches................................................................................. 5-1

5.1.5 Welded repair of Notches and Gouges .................................................... 5-1

5.2 Heavy Sections..................................................................................................... 5-2

5.2.1 General..................................................................................................... 5-2

5.2.2 Access Hole Requirements ...................................................................... 5-2

5.2.3 Welding.................................................................................................... 5-2

5.3 End Plate Moment Connections........................................................................... 5-2

5.3.1 Flange Welds ........................................................................................... 5-2

5.3.2 Web Welds............................................................................................... 5-3

5.3.3 Stiffener Welds ........................................................................................ 5-3

5.3.4 Weld Access Hole.................................................................................... 5-3

5.3.5 NDT Requirements .................................................................................. 5-3

5.4 Bolted Connections.............................................................................................. 5-3

5.5 Repair of Discontinuities in Main Members........................................................ 5-3

5.5.1 Tack Welds .............................................................................................. 5-4

5.5.2 Erection Aids ........................................................................................... 5-5

5.5.3 Air Carbon Arc Cutting and Thermal Cutting ......................................... 5-5

5.6 K-Area Welding Limitations ............................................................................... 5-5

5.7 Surface Finish ...................................................................................................... 5-5

5.7.1 Flush Surfaces.......................................................................................... 5-5

5.7.2 Finish Methods and Values...................................................................... 5-5

5.8 Weld Acceptance Criteria .................................................................................... 5-6

5.8.1 Engineer’s Authority................................................................................ 5-6

5.8.2 Magnetic Particle Testing ........................................................................ 5-6

5.8.3 Ultrasonic Testing – Flaw Detection ....................................................... 5-6

5.8.4 Ultrasonic Testing – Flaw Sizing............................................................. 5-7

6 QUALITY CONTROL AND QUALITY ASSURANCE ................................... Part I: 6-1

6.1 Specifications....................................................................................................... 6-1

6.1.1 Codes........................................................................................................ 6-1

6.1.2 Quality Assurance Agency Practices ....................................................... 6-1

6.1.3 Magnetic Particle Testing (MT)............................................................... 6-1

6.1.4 Ultrasonic Testing (UT)........................................................................... 6-1

6.1.5 Nondestructive Testing Personnel Qualification ..................................... 6-1

6.2 Submittals ............................................................................................................ 6-2

6.2.1 Written Practice for Quality Assurance Agencies.................................... 6-2

vi 
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Construction for Seismic Applications Table of Contents 

6.2.1.1 Bolting Inspection Procedures................................................. 6-2

6.2.1.2 Welding Inspection Procedures............................................... 6-2

6.2.1.3 Shear Connector (Stud) Inspection Procedures....................... 6-3

6.2.2 Written Practice for Nondestructive Testing Agencies............................ 6-3

6.3 Inspector Qualifications ....................................................................................... 6-3

6.3.1 Special Inspector Qualifications .............................................................. 6-3

6.3.2 Welding Inspector Qualifications ............................................................ 6-3

6.3.3 NDT Personnel Qualifications................................................................. 6-4

6.3.3.1 Supplementary NDT Personnel Qualification Testing............ 6-4

6.3.4 Bolting Inspector Qualifications .............................................................. 6-4

6.4 Contractor Tasks .................................................................................................. 6-4

6.5 Quality Assurance Agency Tasks ........................................................................ 6-4

6.6 Welding Inspection .............................................................................................. 6-4

6.7 Nondestructive Testing of Welded Joints............................................................ 6-6

6.7.1 Magnetic Particle Testing ........................................................................ 6-6

6.7.2 Ultrasonic Testing.................................................................................... 6-6

6.7.3 NDT Delay Periods................................................................................ 6-10

6.7.4 Nondestructive Testing Requirements .................................................. 6-10

6.7.4.1 Heavy Sections ...................................................................... 6-11

6.7.4.2 Lamellar Tearing ................................................................... 6-11

6.7.4.3 Column Splices...................................................................... 6-11

6.7.4.4 Column Webs at Continuity Plates ....................................... 6-13

6.7.4.5 Column Webs at Doubler Plates ........................................... 6-13

6.7.4.6 Weld Access Holes................................................................ 6-13

6.7.4.7 Reduced Beam Section Repairs............................................. 6-13

6.8 Bolting Inspection ............................................................................................. 6-13

6.9 Shear Stud Welding Inspection.......................................................................... 6-14

6.10 Special Inspection .............................................................................................. 6-14

APPENDIX A: WELD METAL / WELDING PROCEDURE SPECIFICATION

TOUGHNESS VERIFICATION PROCEDURES ...............................Part I: A-1

APPENDIX B SUPPLEMENTAL WELDER QUALIFICATION TESTING

PROCEDURE.......................................................................................Part I: B-1

APPENDIX C SUPPLMENTAL CHARPY V-NOTCH TOUGHNESS

TESTING FOR COMBINATIONS OF FILLER METALS ................Part I: C-1

APPENDIX D SUPPLEMENTAL TESTING FOR EXTENDED EXPOSURE LIMITS

FOR FLUX-CORED ARC WELDING FILLER METALS.................Part I: D-1

APPENDIX E SUPPLEMENTAL ULTRASONIC TECHNICIAN TESTING...........Part I: E-1

APPENDIX F SUPPLEMENTAL MAGNETIC PARTICLE TESTING

PROCEDURES .................................................................................... Part I: F-1

vii 
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Table of Contents Construction for Seismic Applications 

Part II: Recommended Quality Assurance Guidelines 

1 GENERAL.......................................................................................................... Part II: 1-1

1.1 Scope.................................................................................................................... 1-1

1.2 Terms ................................................................................................................... 1-2

1.2.1 Quality Control ........................................................................................ 1-2

1.2.2 Quality Assurance .................................................................................... 1-2

1.2.3 Quality Control Plan ................................................................................ 1-3

1.2.4 Quality Assurance Plan............................................................................ 1-3

1.2.5 Contract Documents................................................................................. 1-4

1.2.6 Owner....................................................................................................... 1-5

1.2.7 Engineer ................................................................................................... 1-5

1.2.8 Contractor ................................................................................................ 1-5

1.2.9 Building Official ...................................................................................... 1-6

1.2.10 Quality Assurance Agency....................................................................... 1-6

1.2.11 Special Inspector...................................................................................... 1-6

1.2.12 Special Inspection .................................................................................... 1-6

1.2.12.1 Continuous Special Inspection ................................................ 1-7

1.2.12.2 Periodic Special Inspection ..................................................... 1-7

1.2.13 Nondestructive testing ............................................................................. 1-7

1.2.14 Structural Observation ............................................................................. 1-7

1.2.15 Written Practice ....................................................................................... 1-8

1.2.16 Hold Point ................................................................................................ 1-9

1.2.17 Observation Point..................................................................................... 1-9

1.3 Pre-Job Meeting................................................................................................... 1-9

1.4 Fabrication and Erection Drawings.................................................................... 1-10

2 CONTRACTOR QUALIFICATIONS AND QUALITY TASKS...................... Part II: 2-1

2.1 Scope.................................................................................................................... 2-1

2.2 Contractor Quality Control Plan .......................................................................... 2-1

2.3 Contractor’s Statement of Responsibility ............................................................ 2-2

2.4 Certification Programs ......................................................................................... 2-2

2.4.1 AISC Quality Certification ...................................................................... 2-2

2.4.2 AISC Erector Certification....................................................................... 2-4

2.4.3 Building Code Evaluation Services ......................................................... 2-5

2.4.4 Alternatives to Certification..................................................................... 2-5

2.4.4.1 International Standardization Organization (ISO) 9000.......... 2-4

2.4.4.2 Jurisdiction Evaluation............................................................ 2-5

2.4.4.3 Individual Evaluation .............................................................. 2-5

2.5 Contractor Obligations......................................................................................... 2-5

3 QUALITY ASSURANCE AGENCY QUALIFICATIONS AND QUALITY

ASSURANCE TASKS ....................................................................................... Part II: 3-1

3.1 Scope.................................................................................................................... 3-1

3.2 Evaluation of Quality Assurance Agencies.......................................................... 3-1

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3.3 Quality Assurance Agencies Qualifications......................................................... 3-1

3.3.1 Testing Laboratory Accreditation Programs ............................................ 3-1

3.3.1.1 National Voluntary Laboratory

Accreditation Program (NVLAP)............................................ 3-2

3.3.1.2 American Association for Laboratory

Accreditation (A2LA).............................................................. 3-2

3.3.1.3 International Conference of Building Officials

Evaluation Services, Inc. (ICBO ES) ...................................... 3-2

3.3.1.4 Building Officials and Code Administrators

Evaluation Services, Inc. (BOCA ES)..................................... 3-2

3.3.1.5 Southern Building Code Congress International,

Public Safety Testing, and Evaluation Services, Inc. .............. 3-2

3.3.1.6 National Evaluation Services (NES) ....................................... 3-3

3.3.1.7 American Welding Society (AWS) ......................................... 3-3

3.3.1.8 American Council of Independent Laboratories (ACIL)......... 3-3

3.3.2 Alternatives to Certification..................................................................... 3-3

3.4 Written Practice ................................................................................................ 3-3

3.4.1 Written Practice for Quality Assurance Agencies.................................... 3-3

3.4.2 Written Practice for Nondestructive Testing Agencies............................ 3-4

3.5 Qualification of Inspection Personnel.................................................................. 3-4

3.5.1 Special Inspection Qualification and Inspection ..................................... 3-5

3.5.1.1 ICBO Certified Special Inspector for Structural

Steel and Welding ................................................................... 3-5

3.5.2 Welding Inspector Qualification and Certification.................................. 3-5

3.5.3 NDT Personnel and Qualification............................................................ 3-7

3.5.3.1 NDT Level Requirements........................................................ 3-7

3.5.3.2 Levels of NDT Qualification................................................... 3-8

3.5.3.2.1 Trainee...................................................................... 3-8

3.5.3.2.2 NDT Level 1............................................................. 3-8

3.5.3.2.3 NDT Level II ............................................................ 3-8

3.5.3.2.4 NDT Level III ........................................................... 3-8

3.5.3.3 Recertification of NDT Personnel ........................................... 3-9

3.5.3.4 Suspension of Certification ..................................................... 3-9

3.5.3.5 Revocation of Certification ..................................................... 3-9

3.6 Inspection Tasks – General ................................................................................ 3-10

3.7 Special Inspector Tasks...................................................................................... 3-10

3.7.1 Quality Assurance Plan.......................................................................... 3-10

3.7.2 Material .................................................................................................. 3-10

3.7.3 Contractor’s QC Program ...................................................................... 3-11

3.7.4 Inspector Qualifications ......................................................................... 3-11

3.7.5 Steel Frame ........................................................................................... 3-11

3.7.6 Welding and Bolting.............................................................................. 3-11

3.7.7 Records .................................................................................................. 3-11

3.7.8 Reports ................................................................................................... 3-11

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Table of Contents Construction for Seismic Applications 

4 STRUCTURAL STEEL ..................................................................................... Part II: 4-1

4.1 Specification of Material...................................................................................... 4-1

4.2 Submittals ............................................................................................................ 4-1

4.3 Material Control................................................................................................... 4-1

4.4 Quality Control – Structural Steel........................................................................ 4-1

4.5 Extent of Steel Inspection .................................................................................... 4-2

4.6 Structural Steel Inspection Tasks......................................................................... 4-2

5 WELDING .......................................................................................................... Part II: 5-1

5.1 Specifications....................................................................................................... 5-1

5.1.1 Welding Material ..................................................................................... 5-1

5.1.2 Weld Acceptance Criteria ........................................................................ 5-1

5.2 Submittals ............................................................................................................ 5-1

5.2.1 Welding Material ..................................................................................... 5-1

5.2.1.1 Supplemental CVN Toughness Verification Tests.................. 5-2

5.2.2 Welding Procedure Specifications........................................................... 5-2

5.2.3 Other Submitals ....................................................................................... 5-3

5.3 Material Control ................................................................................................ 5-3

5.3.1 Storage ................................................................................................ 5-3

5.4 Quality Control and Assurance ............................................................................ 5-4

5.5 Quality Control Tasks .......................................................................................... 5-5

5.5.1 Welding Quality Control Programs ......................................................... 5-5

5.6 Extent of Welding Inspection and Nondestructive Testing ................................. 5-5

5.7 Welding Inspector Tasks...................................................................................... 5-6

5.8 NDT Technician Tasks ........................................................................................ 5-7

6 BOLTING ........................................................................................................... Part II: 6-1

6.1 Specifications....................................................................................................... 6-1

6.1.1 Bolting Material ....................................................................................... 6-1

6.1.2 Installation Requirements ........................................................................ 6-1

6.2 Submittals ............................................................................................................ 6-1

6.2.1 Material Certifications ............................................................................. 6-1

6.2.2 Bolting Installation Procedures................................................................ 6-1

6.2.3 Bolting Inspection Procedures ................................................................. 6-1

6.3 Material Controls ................................................................................................. 6-2

6.4 Quality Control and Quality Assurance ............................................................... 6-2

6.4.1 Extent of Bolting Inspection .................................................................... 6-2

6.4.2 Bolting Quality Control Program............................................................. 6-2

6.5 Bolt Installer Qualification................................................................................... 6-3

6.6 Bolting Inspection Tasks...................................................................................... 6-3

REFERENCES, BIBLIOGRAPHY, AND ACRONYMS...........................................................R-1

SAC PROJECT PARTICIPANTS ..............................................................................................S-1

x 
Recommended Specifications and Quality 

Assurance Guidelines for Steel Moment-Frame FEMA-353 

Construction for Seismic Applications List of Figures 

LIST OF FIGURES

Figure 1-1 Typical Welded Moment-Resisting Connection Prior to 1994............................ 1-5

Figure 1-2 Common Zone of Fracture Initiation in Beam-Column Connection ................... 1-6

Figure 1-3 Fractures of Beam to Column Joints.................................................................... 1-6

Figure 1-4 Column Fractures................................................................................................. 1-7

Figure 1-5 Vertical Fracture through Beam Shear Plate Connection .................................... 1-7

Part I: Recommended Specifications 

Figure B-1 Supplemental Welder Qualification Test Assembly............................................B-2

Part II: Recommended Quality Assurance Guidelines 

Figure 1-1 Structural Observation Checklist ......................................................................... 1-8

Figure 2-1 Fabricator Evaluation Checklist........................................................................... 2-6

Figure 2-2 Erector Evaluation Checklist ............................................................................. 2-11

Figure 3-1 Quality Assurance Agency Evaluation Checklist .............................................. 3-12

Figure 4-1 Structural Steel Material Inspection..................................................................... 4-3

Figure 5-1 Checklist for Prefabrication Inspection for Welding ........................................... 5-8

Figure 6-1 Bolting Material Inspection Record..................................................................... 6-5

Figure 6-2 Bolt Installer Qualification................................................................................... 6-7

Figure 6-3 Bolt Pre-Installation Assembly Tests................................................................... 6-8

Figure 6-4 Bolted Joint Inspection Record.......................................................................... 6-10

xi 

Recommended Specifications and Quality 

Assurance Guidelines for Steel Moment-Frame FEMA-353 

Construction for Seismic Applications List of Tables 

LIST OF TABLES 

Part I: Recommended Specifications 

Table 6-1 Process and Visual Welding Inspection Categories............................................. 6-6

Table 6-2 Process and Visual Welding Inspection Tasks .................................................... 6-7

Table 6-3 Nondestructive Testing Requirements............................................................... 6-12

Table A-1 WPS Toughness Verification Test - Welding and Preheat Conditions (°F)....... A-1

Part II: Recommended Quality Assurance Guidelines 

Table 5-1 Seismic Weld Demand Categories..................................................................... 5-10

Table 5-2 Seismic Weld Consequence Categories............................................................. 5-11

Table 5-3 Process and Visual Inspection Categories.......................................................... 5-11

Table 5-4 Nondestructive Testing ...................................................................................... 5-12

Table 5-5 Welding Inspection Checklist ............................................................................ 5-13

xiii 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1: 

Construction for Seismic Applications Introduction 

1. INTRODUCTION 

1.1 Purpose 

This report, FEMA-353 – Recommended Specifications and Quality Assurance Guidelines for 

Steel Moment-Frame Construction for Seismic Applications has been prepared by the SAC Joint 

Venture, under contract to the Federal Emergency Management Agency, to indicate those 

standards of workmanship for structural steel fabrication and erection deemed necessary to 

achieve reliably the design performance objectives contained in the set of companion 

publications prepared under this same contract: 

• FEMA-350 – Recommended Seismic Design Criteria for New Steel Moment-Frame 

Buildings, which provides recommended criteria, supplemental to FEMA-302, 1997 NEHRP 

Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, 

for the design and construction of steel moment-frame buildings and provides alternative 

performance-based design criteria; 

• FEMA-351 – Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded 

Steel Moment-Frame Buildings, which provides recommended methods to evaluate the 

probable performance of existing steel moment-frame buildings in future earthquakes and to 

retrofit these buildings for improved performance; and 

• FEMA-352 – Recommended Postearthquake Evaluation and Repair Criteria for Welded, 

Steel Moment-Frame Buildings, which provides recommendations for performing 

postearthquake inspections to detect damage in steel moment-frame buildings following an 

earthquake, evaluating the damaged buildings to determine their safety in the postearthquake 

environment, and repairing damaged buildings. 

The recommended design criteria contained in these three companion reports are based on the 

material and workmanship standards contained in this document, which also includes discussion 

of the basis for the quality control and quality assurance criteria contained in the recommended 

specifications. 

This document has been prepared in two parts. 

Part I, Recommended Specifications, provides recommended supplemental requirements, for 

typical project specifications for structural steel fabrication and erection, which should be 

included in specifications for the construction of steel moment frames designed for seismic 

applications. These recommendations have not been subjected to a formal consensus adoption 

process, nor was formal review or approval obtained from technical committees of the Structural 

Engineers Association of California (SEAOC). However, these recommendations have received 

extensive review by practicing engineers, researchers, fabricators and erectors, and the standards 

of construction indicated by these recommendations were presumed to exist during the 

development of the design criteria contained in FEMA-350, FEMA-351, and FEMA-352. It is 

anticipated that these recommendations will be submitted for consideration by the applicable 

standards committees of the American Institute of Steel Construction (AISC), American Society 

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FEMA-353 Recommended Specifications and Quality 

Chapter 1: Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

for Testing and Materials (ASTM), American Society for Nondestructive Testing (ASNT), and 

American Welding Society (AWS). These organizations are expected to subject these 

recommendations to a consensus review process, the result of which may be the modification of 

the industry standard specifications to incorporate these recommendations, perhaps in modified 

or abbreviated form. In the interim, it is recommended that the applicable portions of these 

Recommended Specifications be included in construction documents where the design is based 

on FEMA-350, FEMA-351, or FEMA-352. 

Part II, Recommended Quality Assurance Guidelines, has been prepared to provide design 

professionals, building officials, and contractors with recommended procedures for performing 

quality control and quality assurance functions in the construction of steel moment frames 

designed for seismic applications. These recommendations are non-mandatory but are deemed 

appropriate to achieving the construction standards presumed in the design criteria presented in 

FEMA-350, FEMA-351 and FEMA-352, and may be used as a resource in developing Quality 

Assurance Plans as required in FEMA-302, 1997 NEHRP Recommended Provisions for Seismic 

Regulations for New Buildings and Other Structures. 

This document is not intended to serve as a complete model for direct adoption as building 

code provisions, nor is it intended to supplant existing building code, design specification or 

material specification provisions, except as specifically noted in the text. Because building 

codes, design specifications, and material specifications are constantly being revised, users of 

this document are cautioned to review its provisions to verify their suitability and compliance 

with current governing standards. This document has been prepared using standards in existence 

or soon to be adopted at the time of publication. 

Some of the material contained in this document replicates provisions of existing codes and 

standards. This has been done for the following reasons: to provide a complete document using 

a style typical of building project specifications; to highlight critical portions of existing 

standards that are commonly missed because the contents are contained within larger codes, 

specifications and standards, and may be atypical of common requirements for general steel 

construction; and to establish the basis for the provisions themselves. 

Detailed explanations of the basis for these recommended specifications and quality 

assurance guidelines, hereinafter referred to as Recommendations, may be found in a series of 

State of the Art Reports prepared in parallel with these criteria. These reports include: 

• FEMA-355A – State of the Art Report on Base Metals and Fracture. This report summarizes 

current knowledge of the properties of structural steels commonly employed in building 

construction, and the production and service factors that affect these properties. 

• FEMA-355B – State of the Art Report on Welding and Inspection. This report summarizes 

current knowledge of the properties of structural welding commonly employed in building 

construction, the effect of various welding parameters on these properties, and the 

effectiveness of various inspection methodologies in characterizing the quality of welded 

construction. 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1: 

Construction for Seismic Applications Introduction 

• FEMA-355C – State of the Art Report on Systems Performance. This report summarizes an 

extensive series of analytical investigations into the demands induced in steel moment-frame 

buildings designed to various criteria, when subjected to a range of different ground motions. 

The behavior of frames constructed with fully restrained, partially restrained and fracturevulnerable connections is explored for a series of ground motions, including motion 

anticipated at near-fault and soft-soil sites. 

• FEMA-355D – State of the Art Report on Connection Performance. This report summarizes 

the current state of knowledge of the performance of different types of moment-resisting 

connections under large inelastic deformation demands. It includes information on fully 

restrained, partially restrained, and partial strength connections, both welded and bolted, 

based on laboratory and analytical investigations. 

• FEMA-355E – State of the Art Report on Past Performance of Steel Moment-Frame 

Buildings in Earthquakes. This report summarizes investigations of the performance of steel 

moment-frame buildings in past earthquakes, including the 1995 Kobe, 1994 Northridge, 

1992 Landers, 1992 Big Bear, 1989 Loma Prieta and 1971 San Fernando events. 

• FEMA-355F – State of the Art Report on Performance Prediction and Evaluation. This 

report describes the results of investigations into the ability of various analytical techniques, 

commonly used in design, to predict the performance of steel moment-frame buildings 

subjected to earthquake ground motion. Also presented is the basis for performance-based 

evaluation procedures contained in the design criteria and guideline documents, FEMA-350 

to FEMA-353. 

In addition to the recommended design criteria and the State of the Art Reports, a companion 

document has been prepared for building owners, local community officials and other nontechnical audiences who need to understand this issue. A Policy Guide to Steel Moment-Frame 

Construction (FEMA-354), addresses the social, economic, and political issues related to the 

earthquake performance of steel moment-frame buildings. FEMA-354 also includes discussion 

of the relative costs and benefits of implementing the recommended criteria. 

1.2 Intent 

The recommended specifications contained in Part I are primarily intended as a resource 

document for organizations engaged in the development of industry standard codes and 

consensus standards for the construction of buildings intended to resist the effects of earthquake 

ground shaking. These specifications have been developed by professional engineers and 

researchers, based on the findings of a large multi-year program of investigation and research 

into the performance of steel moment-frame structures. This process included broad external 

review by practicing engineers, researchers, fabricators, and the producers of steel and welding 

consumables, including two workshops convened to obtain direct comment from these 

stakeholders on the proposed recommendations. These recommended specifications are intended 

to provide engineers, specifiers, and those involved in the development of project specifications 

with guidance in writing provisions appropriate for their particular projects. The provisions of 

this document have been established to provide a concise, detailed set of requirements for steel 

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FEMA-353 Recommended Specifications and Quality 

Chapter 1: Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

moment-frame construction in seismic applications. Currently, there are numerous and widely 

diverse requirements being specified by practicing engineers and building authorities for steel 

moment-frame construction in seismic applications. These Recommendations provide a basis for 

standardization of those requirements within the industry, consistent with design 

recommendations developed by this project. 

The recommended quality assurance guidelines contained in Part II are intended to provide 

engineers, building officials, inspection agencies and contractors with an understanding of the 

important features of a quality control and quality assurance program for steel moment-frame 

construction for seismic applications. It provides information and recommended guidelines 

relative to the appropriate qualifications and roles of the various parties engaged in the 

construction of these structures. In addition, it provides a recommended system of classification 

for welded joints in seismic applications that may be used to select and specify appropriate 

quality control and quality assurance measures for these joints. This system has been used to 

develop the recommended quality assurance categories referenced in the design criteria 

documents produced by this project, including FEMA-350, FEMA-351 and FEMA-352. This 

same classification system is used in Part I of these Recommendations to determine the 

applicable recommended quality control and quality assurance specification provisions. 

1.3 Background 

For many years, the basic intent of the building code seismic provisions has been to provide 

buildings with an ability to withstand intense ground shaking without collapse, but potentially 

with some significant structural damage. In order to accomplish this, one of the basic principles 

inherent in modern code provisions is to encourage the use of building configurations, structural 

systems, materials and details that are capable of ductile behavior. A structure is said to behave 

in a ductile manner if it is capable of withstanding large inelastic deformations without 

significant degradation in strength, and without the development of instability and collapse. The 

design forces specified by building codes for particular structural systems are related to the 

amount of ductility the system is deemed to possess. Generally, structural systems with more 

ductility are designed for lower forces than less ductile systems, as ductile systems are deemed 

capable of resisting demands that are significantly greater than their elastic strength limit. 

Starting in the 1960s, engineers began to regard welded steel moment-frame buildings as being 

among the most ductile systems contained in the building code. Many engineers believed that 

steel moment-frame buildings were essentially invulnerable to earthquake-induced structural 

damage and thought that should such damage occur, it would be limited to ductile yielding of 

members and connections. Earthquake-induced collapse was not believed possible. Partly as a 

result of this belief, many large industrial, commercial and institutional structures employing 

steel moment-frame systems were constructed, particularly in the western United States. 

The Northridge earthquake of January 17, 1994 challenged this paradigm. Following that 

earthquake, a number of steel moment-frame buildings were found to have experienced brittle 

fractures of beam-to-column connections. The damaged buildings had heights ranging from one 

story to 26 stories, and a range of ages spanning from buildings as old as 30 years to structures 

just being erected at the time of the earthquake. The damaged buildings were spread over a large 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1: 

Construction for Seismic Applications Introduction 

geographical area, including sites that experienced only moderate levels of ground shaking. 

Although relatively few buildings were located on sites that experienced the strongest ground 

shaking, damage to buildings on these sites was extensive. Discovery of these unanticipated 

brittle fractures of framing connections, often with little associated architectural damage to the 

buildings, was alarming to engineers and the building industry. The discovery also caused some 

concern that similar, but undiscovered, damage may have occurred in other buildings affected by 

past earthquakes. Later investigations confirmed such damage in a limited number of buildings 

affected by the 1992 Landers, 1992 Big Bear and 1989 Loma Prieta earthquakes. 

In general, steel moment-frame buildings damaged by the 1994 Northridge earthquake met 

the basic intent of the building codes. That is, they experienced limited structural damage, but 

did not collapse. However, the structures did not behave as anticipated and significant economic 

losses occurred as a result of the connection damage, in some cases, in buildings that had 

experienced ground shaking less severe than the design level. These losses included direct costs 

associated with the investigation and repair of this damage as well as indirect losses relating to 

the temporary, and in a few cases, long-term, loss of use of space within damaged buildings. 

Steel moment-frame buildings are anticipated to develop their ductility through the 

development of yielding in beam-column assemblies at the beam-column connections. This 

yielding may take the form of plastic hinging in the beams (or, less desirably, in the columns), 

plastic shear deformation in the column panel zones, or through a combination of these 

mechanisms. It was believed that the typical connection employed in steel moment-frame 

construction, shown in Figure 1-1, was capable of developing large plastic rotations, on the order 

of 0.02 radians or larger, without significant strength degradation. 

Figure 1-1 Typical Welded Moment-Resisting Connection Prior to 1994 

1-5
Backing bar Backing bar

Beam flange Beam flange

Fracture Fracture

Backing bar

FEMA-353 Recommended Specifications and Quality 

Chapter 1: Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

Observation of damage sustained by buildings in the 1994 Northridge earthquake indicated 

that, contrary to the intended behavior, in many cases, brittle fractures initiated within the 

connections at very low levels of plastic demand, and in some cases, while the structures 

remained essentially elastic. Typically, but not always, fractures initiated at, or near, the 

complete joint penetration groove weld between the beam bottom flange and column flange 

(Figure 1-2). Once initiated, these fractures progressed along a number of different paths, 

depending on the individual joint conditions. 

In some cases, the fractures progressed completely through the thickness of the weld, and 

when fire protective finishes were removed, the fractures were evident as a crack through 

exposed faces of the weld, or the metal just behind the weld (Figure 1-3a). Other fracture 

patterns also developed. In some cases, the fracture developed into a crack of the column flange 

material behind the complete joint penetration groove weld (Figure 1-3b). In these cases, a 

portion of the column flange remained bonded to the beam flange, but pulled free from the 

Column flange Column flange

Fused zone Fused zone

Beam flange

Backing bar

Fracture

Figure 1-2 Common Zone of Fracture Initiation in Beam-Column Connection 

a. Fracture at Fused Zone b. Column Flange "Divot" Fracture 

Figure 1-3 Fractures of Beam to Column Joints 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1: 

Construction for Seismic Applications Introduction 

remainder of the column. This fracture pattern has sometimes been termed a “divot” or “nugget” 

failure. 

A number of fractures progressed completely through the column flange, along a nearhorizontal plane that aligns approximately with the beam lower flange (Figure 1-4a). In some 

cases, these fractures extended into the column web and progressed across the panel zone (Figure 

1-4b). Investigators have reported some instances where columns fractured entirely across the 

section. 

a. Fractures through Column Flange b. Fracture Progresses into Column Web 

Figure 1-4 Column Fractures 

Figure 1-5 Vertical Fracture through Beam Shear Plate Connection 

Once such fractures have occurred, the beam-column connection has experienced a 

significant loss of flexural rigidity and strength to resist those loads that tend to open the crack. 

Residual flexural strength and rigidity must be developed through a couple consisting of forces 

transmitted through the remaining top flange connection and the web bolts. However, in 

providing this residual strength and stiffness, the bolted web connections can themselves be 

subject to failures. These include fracturing of the welds of the shear plate to the column, 

fracturing of supplemental welds to the beam web or fracturing through the weak section of shear 

plate aligning with the bolt holes (Figure 1-5). 

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FEMA-353 Recommended Specifications and Quality 

Chapter 1 Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

Despite the obvious local strength impairment resulting from these fractures, many damaged 

buildings did not display overt signs of structural damage, such as permanent drifts or damage to 

architectural elements, making reliable postearthquake damage evaluations difficult. In order to 

determine reliably if a building has sustained connection damage it is necessary to remove 

architectural finishes and fireproofing, and perform detailed inspections of the connections. 

Even if no damage is found, this is a costly process. Repair of damaged connections is even 

more costly. At least one steel moment-frame building sustained so much damage that it was 

deemed more practical to demolish the building than to repair it. 

Initially, the steel construction industry took the lead in investigating the causes of this 

unanticipated damage and in developing design recommendations. The American Institute of 

Steel Construction (AISC) convened a special task committee in March, 1994 to collect and 

disseminate available information on the extent of the problem (AISC, 1994a). In addition, 

together with a private party engaged in the construction of a major steel building at the time of 

the earthquake, the American Institute of Steel Construction (AISC) participated in sponsoring a 

limited series of tests of alternative connection details at the University of Texas at Austin 

(AISC, 1994b). The American Welding Society (AWS) also convened a special task group to 

investigate the extent that the damage related to welding practice and to determine if changes to 

the welding code were appropriate (AWS, 1995). 

In September, 1994, the SAC Joint Venture, AISC, the American Iron and Steel Institute and 

National Institute of Standards and Technology jointly convened an international workshop 

(SAC, 1994) in Los Angeles to coordinate the efforts of the various participants and to lay the 

foundation for systematic investigation and resolution of the problem. Following this workshop, 

FEMA entered into a cooperative agreement with the SAC Joint Venture to perform problemfocused studies of the seismic performance of steel moment-frame buildings and to develop 

recommendations for professional practice (Phase I of SAC Steel Project). Specifically, these 

recommendations were intended to address the following: the inspection of earthquake-affected 

buildings to determine if they had sustained significant damage; the repair of damaged buildings; 

the upgrade of existing buildings to improve their probable future performance; and the design of 

new structures to provide reliable seismic performance. 

During the first half of 1995, an intensive program of research was conducted to explore 

more definitively the pertinent issues. This research included literature surveys, data collection 

on affected structures, statistical evaluation of the collected data, analytical studies of damaged 

and undamaged buildings, and laboratory testing of a series of full-scale beam-column 

assemblies representing typical pre-Northridge design and construction practice as well as 

various repair, upgrade and alternative design details. The findings of these tasks formed the 

basis for the development of FEMA-267 – Interim Guidelines: Evaluation, Repair, Modification, 

and Design of Welded Steel Moment Frame Structures, which was published in August, 1995. 

FEMA-267 provided the first definitive, albeit interim, recommendations for practice, following 

the discovery of connection damage in the 1994 Northridge earthquake. 

In September 1995 the SAC Joint Venture entered into a contractual agreement with FEMA 

to conduct Phase II of the SAC Steel Project. Under Phase II, SAC continued its extensive 

1-8
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1 

Construction for Seismic Applications Introduction 

problem-focused study of the performance of moment resisting steel frames and connections of 

various configurations, with the ultimate goal of develop seismic design criteria for steel 

construction. This work has included: extensive analyses of buildings; detailed finite element 

and fracture mechanics investigations of various connections to identify the effects of connection 

configuration, material strength, and toughness and weld joint quality on connection behavior; as 

well as more than 120 full-scale tests of connection assemblies. As a result of these studies, and 

independent research conducted by others, it is now known that the typical moment-resisting 

connection detail employed in steel moment-frame construction prior to the 1994 Northridge 

earthquake, and depicted in Figure 1-1, had a number of features that rendered it inherently 

susceptible to brittle fracture. These included the following: 

• The most severe stresses in the connection assembly occur where the beam joins to the 

column. Unfortunately, this is also the weakest location in the assembly. At this location, 

bending moments and shear forces in the beam must be transferred to the column through the 

combined action of the welded joints between the beam flanges and column flanges and the 

shear tab. The combined section properties of these elements, for example the cross sectional 

area and section modulus, are typically less than those of the connected beam. As a result, 

stresses are locally intensified at this location. 

• The joint between the bottom beam flange and the column flange is typically made as a 

downhand field weld, often by a welder sitting on top of the beam top flange, in a so-called 

“wildcat” position. To make the weld from this position each pass must be interrupted at the 

beam web, with either a start or stop of the weld at this location. This welding technique 

often results in poor quality welding at this critical location, with slag inclusions, lack of 

fusion and other defects. These defects can serve as crack initiators, when the connection is 

subjected to severe stress and strain demands. 

• The basic configuration of the connection makes it difficult to detect hidden defects at the 

root of the welded beam-flange-to-column-flange joints. The backing bar, which was 

typically left in place following weld completion, restricts visual observation of the weld 

root. Therefore, the primary method of detecting defects in these joints is through the use of 

ultrasonic testing. However, the geometry of the connection also makes it very difficult for 

ultrasonic testing to detect flaws reliably at the bottom beam flange weld root, particularly at 

the center of the joint, at the beam web. As a result, many of these welded joints have 

undetected significant defects that can serve as crack initiators. 

• Although typical design models for this connection assume that nearly all beam flexural 

stresses are transmitted by the flanges and all beam shear forces by the web, in reality, due to 

boundary conditions imposed by column deformations, the beam flanges at the connection 

carry a significant amount of the beam shear. This results in significant flexural stresses on 

the beam flange at the face of the column, and also induces large secondary stresses in the 

welded joint. Some of the earliest investigations of these stress concentration effects in the 

welded joint were conducted by Richard, et al. (1995). The stress concentrations resulting 

from this effect resulted in severe strength demands at the root of the complete joint 

penetration welds between the beam flanges and column flanges, a region that often includes 

significant discontinuities and slag inclusions, which are ready crack initiators. 

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FEMA-353 Recommended Specifications and Quality 

Chapter 1 Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

• In order that the welding of the beam flanges to the column flanges be continuous across the 

thickness of the beam web, this detail incorporates a series of weld access holes in the beam 

web, at the beam flanges. Depending on their geometry, severe strain concentrations can 

occur in the beam flange at the toe of these weld access holes. These strain concentrations 

can result in low-cycle fatigue and the initiation of ductile tearing of the beam flanges after 

only a few cycles of moderate plastic deformation. Under large plastic flexural demands, 

these ductile tears can quickly become unstable and propagate across the beam flange. 

• Steel material at the center of the beam-flange-to-column-flange joint is restrained from 

movement, particularly in connections of heavy sections with thick column flanges. This 

condition of restraint inhibits the development of yielding at this location, resulting in locally 

high stresses on the welded joint, which exacerbates the tendency to initiate fractures at 

defects in the welded joints. 

• Design practice in the period 1985-1994 encouraged design of these connections with 

relatively weak panel zones. In connections with excessively weak panel zones, inelastic 

behavior of the assembly is dominated by shear deformation of the panel zone. This panel 

zone shear deformation results in a local kinking of the column flanges adjacent to the beamflange-to-column-flange joint, and further increases the stress and strain demands in this 

sensitive region. 

In addition to the above, additional conditions contributed significantly to the vulnerability of 

connections constructed prior to 1994. 

• In the mid-1960s, the construction industry moved to the use of the semi-automatic, selfshielded, flux-cored arc welding process (FCAW-S) for making the joints of these 

connections. The welding consumables that building erectors most commonly used 

inherently produced welds with very low toughness. The toughness of this material could be 

further compromised by excessive deposition rates, which unfortunately were commonly 

employed by welders. As a result, brittle fractures could initiate in welds with large defects, 

at stresses approximating the yield strength of the beam steel, precluding the development of 

ductile behavior. 

• Early steel moment frames tended to be highly redundant and nearly every beam-column joint 

was constructed to behave as part of the lateral-force-resisting system. As a result, member 

sizes in these early frames were small and much of the early acceptance testing of this typical 

detail was conducted with specimens constructed of small framing members. As the cost of 

construction labor increased, the industry found that it was more economical to construct 

steel moment-frame buildings by moment-connecting a relatively small percentage of the 

beams and columns and by using larger members for these few moment-connected elements. 

The amount of strain demand placed on the connection elements of a steel moment frame is 

related to the span-to-depth ratio of the member. Therefore, as member sizes increased, 

strain demands on the welded connections also increased, making the connections more 

susceptible to brittle behavior. 

• In the 1960s and 1970s, when much of the initial research on steel moment-frame 

construction was performed, beams were commonly fabricated using A36 material. In the 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Chapter 1 

Construction for Seismic Applications Introduction 

1980s, many steel mills adopted more modern production processes, including the use of 

scrap-based production. Steels produced by these more modern processes tended to include 

micro-alloying elements that increased the strength of the materials so that despite the 

common specification of A36 material for beams, many beams actually had yield strengths 

that approximated or exceeded that required for grade 50 material. As a result of this 

increase in base metal yield strength, the weld metal in the beam-flange-to-column-flange 

joints became under-matched, potentially contributing to its vulnerability. 

At this time, it is clear that in order to obtain reliable ductile behavior of steel moment-frame 

construction a number of changes to past practices in design, materials, fabrication, erection and 

quality assurance are necessary. The recommended criteria contained in this document, and the 

companion publications, are based on an extensive program of research into materials, welding 

technology, inspection methods, frame system behavior, and laboratory and analytical 

investigations of different connection details. The guidelines presented herein are believed to be 

capable of addressing the vulnerabilities identified above and providing for frames capable of 

more reliable performance in response to earthquake ground shaking. 

1.4 Application 

These Recommendations supersede the quality assurance guidelines contained in FEMA-267, 

Interim Guidelines: Evaluation, Repair, Modification and Design of Welded Steel Moment 

Frame Structures, and the Interim Guidelines Advisories, FEMA-267A and FEMA-267B. It is 

intended to be used in coordination with and in supplement to the locally applicable building 

code and those national standards referenced by the building code. Building codes are living 

documents and are revised on a periodic basis. These Recommendations have been prepared 

based on the provisions contained in the 1997 FEMA-302 NEHRP Recommended Provisions for 

Seismic Regulations for New Buildings and Other Structures, the 1997 AISC Seismic 

Specification (AISC, 1997) and the 1998 AWS D1.1 Structural Welding Code - Steel, as these 

documents form the basis for the 2000 edition of the International Building Code. Some users 

may wish to apply the recommendations contained herein to specific engineering projects, prior 

to the adoption of these recommendations by future codes and standards. Such users are 

cautioned to consider carefully any differences between the aforementioned documents and those 

actually enforced by the building department having jurisdiction for a specific project and to 

adjust these recommendations accordingly. These users are also warned that these 

recommendations have not undergone a consensus adoption process. Users should thoroughly 

acquaint themselves with the technical data upon which these recommendations are based and 

exercise their own independent engineering judgment prior to implementing these 

recommendations in practice. 

1.5 Overview 

The following is an overview of the general contents of chapters contained in these 

Recommendations, and their intended use. Many of the specification provisions contained in Part 

I are already included in industry standard specification and building code requirements. 

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FEMA-353 Recommended Specifications and Quality 

Chapter 1 Assurance Guidelines for Steel Moment-Frame 

Introduction Construction for Seismic Applications 

When this document is used as a basis for the development of project specifications, users 

should include those paragraphs specifically applicable to the individual project. This includes 

provisions of a general nature that may be necessary for the overall project, as well as specific 

provisions applicable to the connection systems and details being utilized. The recommended 

specifications contained in Part I are not intended as a stand-alone specification. They are 

intended to be used as a supplement to, and in coordination with, a complete specification for 

structural steel construction. 

The user should also review the incorporated provisions for compliance with local building 

code requirements, particularly in those jurisdictions that may not have adopted the latest model 

specifications, and those with specific provisions not found in model specifications. In some 

cases, a variance may be needed to utilize these provisions where revisions to the existing codes 

and standards are recommended. 

Recommendations for new requirements applicable to the construction of seismic-forceresisting systems are indicated in these Recommendations by underlined text. 

Part I – Recommended Specifications 

• Chapter 1: General. This chapter provides definitions for use throughout Part I. It also 

contains provisions pertaining to submittal of information regarding material, material 

certifications, procedures, personnel records, quality control plan, and samples. The use of a 

pre-fabrication, pre-erection conference is also established. 

• Chapter 2: Products. This chapter lists the applicable material specifications, both generic 

and specific, for structural steel, welding material, bolting material, and shear connectors. 

• Chapter 3: Execution. This chapter provides generic and specific recommendations for the 

fabrication and erection of the structural steel frames, bolting, and welding. Included are 

several specific recommendations regarding welding operations that are not currently in the 

welding codes. 

• Chapter 4: Welded Joint Details. This chapter provides detailing and welding 

recommendations for specific types of welded joints, including backing bars, weld tabs, 

reinforcing fillet welds, weld access holes, web connections, doubler plates, continuity plates, 

cover-plated connections, welded overlay connections, and haunched connections. 

• Chapter 5: Fabrication Details. This chapter provides detailing and quality 

recommendations for steel fabrication, welding, cutting, bolting, and repairs. Quality 

recommendations for beam-flange-to-column-flange moment-connection welds are provided 

in this chapter. 

• Chapter 6: Quality Control and Quality Assurance. This chapter lists governing 

specifications and practices, the requirements and recommendations for a Written Practice for 

quality assurance and nondestructive testing, inspector qualifications, nondestructive testing 

technician qualifications, and a detailed list of quality control and quality assurance tasks for 

welding, bolting, and shear connector inspection. Specific recommendations for 

nondestructive testing for various joints are included. 

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Assurance Guidelines for Steel Moment-Frame Chapter 1 

Construction for Seismic Applications Introduction 

• Appendices. Several appendices are provided with details for various recommended test 

procedures for welding material, welding personnel qualification, and nondestructive testing 

technician qualification. Recommended provisions for magnetic particle testing procedures 

are also provided. 

Part II – Quality Assurance Guidelines 

• Chapter 1: General. This chapter provides discussion of various terms relating to the 

process of ensuring that workmanship and materials conform to the applicable standards. In 

addition it describes the various phases of the quality process and the recommended role of 

various participants in these phases. 

• Chapter 2: Contractor Qualifications and Quality Tasks. This chapter describes 

methods for determining whether contractors have adequate qualifications to perform the 

work, and also provides recommended contractor responsibilities in the quality process. 

• Chapter 3: Quality Assurance Agency Qualifications and Quality Assurance Tasks. 

This chapter describes methods for determining whether inspection agencies and testing 

laboratories that perform quality control and assurance tasks, and their personnel engaged in 

these tasks, have adequate qualifications for this work. It also includes recommendations for 

inspection agency work scope as part of the quality process. 

• Chapter 4: Structural Steel. This chapter provides recommendations for procedures to 

ensure that structural steel materials meet the applicable standards. Checklists for assisting in 

the verification of steel quality are included. 

• Chapter 5: Welding. This chapter presents recommended methods for ensuring that welded 

joints meet the applicable materials and workmanship standards. Included in this chapter is a 

description of the basis for determining the quality assurance category for a welded joint, 

used in Part I of these Recommendations as an index to recommended quality assurance 

measures. 

• Chapter 6: Bolting. This chapter presents recommended procedures for determining 

whether bolted joints meet the applicable materials and workmanship requirements. 

• References, Bibliography, and Acronyms. 

Commentary: The Recommended Specifications and Quality Assurance 

Guidelines contained in these Recommendations are applicable to the 

construction of moment-resisting frames used as the seismic-force-resisting 

elements of buildings and other structures, designed in accordance with the 

recommendations of FEMA-350, FEMA-351 and FEMA-352. As used in these 

Recommendations, the terms “steel structure” or “steel framing” apply only to 

the structural steel elements of the seismic-force-resisting system as defined in 

FEMA-302. The quality assurance guidelines and quality control guidelines 

contained in these Recommendations could be extended to the construction of 

other types of seismic-force-resisting systems and even to elements of structures 

that are not intended to be part of the seismic-force-resisting system. However, 

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Introduction Construction for Seismic Applications 

extension of these recommendations to these other construction types and 

elements could result in significant construction cost premiums. These 

Recommendations are deemed appropriate to application to the construction, 

upgrade and repair of Special Moment Frames and Ordinary Moment Frames 

used in seismic-force-resisting systems due to the severe service conditions 

anticipated for these frames and the proven sensitivity of their performance to 

construction quality. Such determination has not been made for other elements or 

systems. Further discussion may be found in FEMA-354, A Policy Guide to Steel 

Moment-Frame Construction. 

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PART I

RECOMMENDED SPECIFICATIONS

Note: Recommendations for new requirements applicable to the construction of seismicforce-resisting systems are indicated in these Recommendations by underlined text. 

Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 1: General 

Part I: RECOMMENDED SPECIFICATIONS 

1. GENERAL 

1.1 Scope 

The provisions of Part I apply to fabrication, erection and inspection of steel moment frames 

as follows: 

• new Ordinary Moment Frames (OMF) or Special Moment Frames (SMF) designed in 

accordance with the recommended criteria of FEMA-350; 

• upgrade of existing steel moment frames designed in accordance with the recommended 

criteria of FEMA-351; or 

• repair of damaged steel moment frames designed in accordance with the recommended 

criteria of FEMA-352. 

Fabrication, erection and inspection shall be as shown on the approved drawings, including 

schedules, notes and details, and as further provided in the specifications of Part I. 

Commentary: Throughout Part I, references are made to sections in Part II of 

these Recommendations, Chapters 1 to 6, where pertinent supplemental 

information may be found. These references are provided for information only 

and the supplemental information itself should not typically be included within the 

body of specifications, nor should the references to this information. 

1.2 Governing Specifications 

Structural steel framing shall comply with the requirements of the governing specifications 

listed in the subsections that follow. 

Commentary: In some cases, several alternative specifications may apply. In 

these cases, the alternatives are preceded by a sequence letter, e.g., (a), (b), (c). 

In such cases, the specifier should select the entry appropriate to the individual 

project. Specifications without a sequence letter should always be included in 

project specifications. 

1.2.1 American Institute of Steel Construction 

(a) Load and Resistance Factor Design Specification for Structural Steel Buildings, December 1, 

1993, with Supplement No. 1, January 30, 1998; or 

(b) Metric Load and Resistance Factor Design Specification for Structural Steel Buildings, 

December 1, 1994, with Supplement No. 1, January 30, 1998; or 

(c) Specification for Structural Steel Buildings (Allowable Stress Design and Plastic Design), 

June 1, 1989. 

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• Seismic Provisions for Structural Steel Buildings, April 15, 1997, with Supplement No. 1, 

February 15, 1999; 

• Code of Standard Practice for Steel Buildings and Bridges, March 7, 2000. 

1.2.2 American Welding Society 

(a) AWS D1.1-98 Structural Welding Code – Steel, 1998; or 

(b) AWS D1.1:2000 Structural Welding Code – Steel, 2000. 

1.2.3 Research Council on Structural Connections 

(a) LRFD Specification for Structural Joints Using ASTM A325 and A490 Bolts, June 3, 1994; or 

(b) Allowable Stress Design Specification for Structural Joints Using ASTM A325 or A490 Bolts, 

November 13, 1985, reaffirmed June 3, 1994. 

1.2.4 Building Code 

(a) ICC International Building Code – 2000; or 

(b) ICBO Uniform Building Code – 1997; or 

(c) BOCA National Building Code – 1999; or 

(d) SBCCI Standard Building Code – 1997; or 

(e) the locally applicable building code. 

Commentary: In addition to referencing the above building codes, these 

Recommendations make reference to, or are referenced by, the following Federal 

Emergency Management Agency publications. Reference to the following 

publications should not normally be included in project specifications. 

FEMA-350 – Recommended Seismic Design Criteria for New Steel Moment-Frame 

Buildings 

FEMA-351 – Recommended Seismic Evaluation and Upgrade Criteria for Existing 

Welded Steel Moment-Frame Buildings 

FEMA-352 – Recommended Postearthquake Evaluation and Repair Criteria for Welded 

Steel Moment-Frame Buildings 

1.3 Definitions 

1.3.1 Building Official 

The term Building Official is applied to the regulatory agency having jurisdiction of the 

building. (See Part II, Section 1.2.9) 

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1.3.2 Contractor 

The Contractor is the firm performing the fabrication or erection of the structural steel 

framework. The Contractor may be the steel fabricator responsible for the shop fabrication of the 

structural steel, and/or the steel erector, responsible for all field erection and field welding. (See 

Part II, Section 1.2.8) 

1.3.3 Contract Documents 

The Contract Documents include the design drawings, including schedules, notes and details, 

the project specifications, and the Quality Assurance Plan. (See Part II, Section 1.2.5) 

1.3.4 Engineer 

The Engineer is the registered design professional in responsible charge of the design of the 

structural steel framing system. (See Part II, Section 1.2.7) 

Commentary: Section 202 of the International Building Code (IBC) defines a 

Registered Design Professional as being the person responsible for design. 

Throughout this specification, the term Engineer is used for this person. 

1.3.5 Heavy Structural Sections 

The following rolled sections and built-up sections shall be considered as Heavy Sections, 

subject to special notch toughness, fabrication, welding and inspection requirements as specified 

herein. 

• ASTM A6 Group 3 shapes with flanges thicker than 1-1/2 in. 

• ASTM A6 Group 4 and Group 5 shapes 

• Welded built-up members with web or flange plates exceeding 2 inches in thickness. 

Commentary: The requirements of this section as applied to Group 3 shapes with 

flanges thicker than 1-1/2 in. is contained in the AISC Seismic Provisions (AISC, 

1997, 1999). The requirement for Group 4 and 5 shapes is contained in AISC 

LRFD and the AISC Seismic Provisions. 

1.3.6 Hold Point 

A stage in the work beyond which the work shall not proceed until the designated inspector 

has completed specified inspection tasks. (See Part II, Section 1.2.16 and Table 5-5) 

1.3.7 Nondestructive Testing 

Nondestructive testing (NDT) includes magnetic particle testing (MT), penetrant testing (PT), 

radiographic testing (RT), and ultrasonic testing (UT). The terms nondestructive examination 

(NDE) and nondestructive testing (NDT) are synonymous. (See Part II, Section 1.2.13) 

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1.3.8 Observation Point 

A stage in the work beyond which the work may proceed after the workman has completed 

his or her own inspection, with special inspection provided by the designated special inspector 

through observation of the work operations on a routine, occasional, random basis. (See Part II, 

Section 1.2.17 and Table 5-5) 

1.3.9 Owner 

The Owner is the entity responsible for providing Quality Assurance. (See Part II, 

Section 1.2.6) 

1.3.10 Quality Assurance 

Quality Assurance (QA) consists of those inspection and testing services to be performed by 

an agency or firm other than the Contractor to ensure that the material and workmanship of 

structural steel construction meet the project specifications, applicable standards, and the Quality 

Assurance Plan. (See Part II, Section 1.2.2) 

1.3.11 Quality Assurance Agency 

The Quality Assurance (QA) Agency is the independent testing organization selected by the 

Owner, or Owner’s designee, to perform the Quality Assurance inspection and testing required 

by the Quality Assurance Plan, specifications and contract documents. (See Part II, 

Section 1.2.10) 

1.3.12 Quality Assurance Plan 

The Quality Assurance Plan (“Plan”) is the written requirements containing the set of 

procedures that are to be followed to confirm compliance with these requirements. The Quality 

Assurance Plan shall be part of the Contract Documents. (See Part II, Section 1.2.4) 

Commentary: QA Plans are required by IBC Section 1705.1 

1.3.13 Quality Control 

Quality Control includes those functions to be performed by the Contractor to ensure that the 

material and workmanship of structural steel construction meet the project specifications, 

applicable standards, and the Quality Assurance Plan. (See Part II, Section 1.2.1) 

1.3.14 Quality Control Plan 

The Quality Control (QC) Plan is the written statement, prepared by the Contractor, of all 

measures that will be taken to ensure that construction conforms to the applicable standards, 

project specifications, and the Quality Assurance Plan. (See Part II, Sections 1.2.3, and 2.2) 

Commentary: QC Plans are required by IBC Section 1704.2.1 

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1.3.15 Special Inspection 

Special Inspection is a Quality Assurance activity comprising inspection of the installation, 

fabrication, erection or placement of components and connections requiring special expertise to 

ensure adequacy. (See Part II, Section 1.2.12) 

Commentary: Special Inspection is defined in IBC Section 1702. Note that 

Special Inspection is one of several types of inspection that should be performed 

as part of structural steel construction. Refer to Part II of these 

Recommendations for supplemental information on the various types of inspection 

that should be performed. 

1.3.16 Special Inspector 

The Special Inspector is the individual or firm employed by the Owner, to provide the special 

inspection required. In most cases, the Special Inspector and the Quality Assurance Agency are 

the same entity. (See Part II, Section 1.2.11) 

1.3.17 Seismic-Force-Resisting System 

The Seismic-Force-Resisting System (SFRS) is defined as the assembly of structural 

elements in the building that resists seismic forces. Included in the SFRS are the columns, beams, 

girders and braces, and the connections between these elements, specifically designed to resist 

seismic forces, as designated on the contract documents. The SFRS does not include members 

that provide out-of-plane bracing to components of the SFRS, nor does it include other structural 

members designed to resist only gravity loads. 

Commentary: The construction documents should clearly identify those members 

and connections that are part of the Seismic-Force-Resisting System (SFRS) so 

that the extent of applicability of special fabrication, erection and inspection 

requirements may be fully understood by all parties. Failure to designate the 

extent of the SFRS could result in substantial construction cost premiums. 

1.3.18 Seismic Weld Demand and Seismic Weld Consequence Categories 

Structural welds that are a part of the Seismic-Force-Resisting System are identified on the 

design drawings as Seismic Weld Demand Category A, B or C, and as Seismic Weld 

Consequence Category H, M and L. (See Part II, Tables 5-1 and 5-2) 

Commentary: The required extent of inspection and special inspection of welded 

joints in this specification is keyed to the Seismic Weld Demand Category, the 

Seismic Weld Consequence Category and the primary loading direction. The 

contract documents must clearly identify the Seismic Weld Demand Category and 

Seismic Weld Consequence Category for all welded joints in the SFRS. In 

addition, each such welded joint should be identified as to whether the primary 

loading of the joint is longitudinal or transverse. If a welded joint is subjected to 

loading in both directions, it should be classified as that direction in which the 

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loading is most severe. If the loading severity in both directions is comparable, 

loading direction should be classified as transverse. 

FEMA-350, FEMA-351, and FEMA-352 provide recommended Seismic Weld 

Demand Category, Seismic Weld Consequence Category, and Loading Direction 

classifications for welds in prequalified connections and repairs. These 

classifications are of the form AH/T where the first letter (A, B, or C) represents 

the Seismic Weld Demand Category, the second letter (H, M, or L) represents the 

Seismic Weld Consequence Category and the final letter (T or L) represents the 

primary loading direction. Refer also to Part II of these Recommendations, 

Chapter 5, for additional information on this classification system. 

1.3.19 Structural Observation 

Structural Observation is the visual observation of the structural system by a registered 

design professional, for general conformance to the approved construction documents, at 

significant construction stages and at completion of the structural system. (See Part II, 

Section 1.2.14) 

Commentary: Structural Observation is defined in IBC Section 1702 and in 

FEMA-302, Section 3.5. 

1.3.20 Structural Steel Framing 

Structural steel framing shall be as defined in the AISC Code of Standard Practice, 

Section 2.1. 

1.3.21 Written Practice 

The Written Practice is the Quality Assurance Agency’s procedures for determining and 

ensuring the acceptability of the structure in accordance with the applicable codes, standards, 

specifications and procedures, including general inspection, material controls, visual welding 

inspection, and bolting inspection. The Written Practice also describes the selection and 

administration of inspection personnel, and the training, experience and examination 

requirements for qualification and certification of inspection personnel. (See Part II, 

Sections 1.2.15, and 3.4) 

1.4 Submittals 

1.4.1 Shop Drawings 

The Contractor shall submit to the Engineer detailed, coordinated and checked shop drawings 

for all structural steel for review prior to the start of fabrication and/or erection. (See Part II, 

Section 1.4) Shop drawings shall show: 

1. size and location of all structural members and connection material, 

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2. complete information necessary for the fabrication of members including cuts, copes, holes, 

doubler plates, stiffeners, and camber, 

3. type, size and location of bolts and welds, 

4. surface preparation and finishes, 

5. details of assembly, 

6. the Seismic Weld Demand Category and Seismic Weld Consequence Category of welded 

joints in the Seismic-Force-Resisting System, 

7. identification of shop-installed high-strength bolted connections as snug-tight, pretensioned 

or slip-critical, as required by the Contract Documents, and 

8. identification of Welding Procedure Specification (WPS) applicable to each shop weld. 

Welded connections shall be identified using standard AWS symbols as given in AWS A2.4, 

Standard Symbols for Welding, Brazing and Nondestructive Testing, and shall clearly distinguish 

between shop and field welds. 

1.4.2 Erection Drawings 

The Contractor shall submit to the Engineer detailed, coordinated and checked erection 

drawings for all structural steel for review prior to the start of fabrication and/or erection. (See 

Part II, Section 1.4) Erection drawings shall be submitted that show: 

1. location of all structural material, 

2. identification mark of members, 

3. orientation and relation of members to appropriate grid lines, 

4. setting elevations for column bases, 

5. standard and special details for bolted and welded field connections, 

6. Seismic Weld Demand Category and Seismic Weld Consequence Category for field-welded 

joints in the Seismic-Force-Resisting System, 

7. identification of field-installed high strength bolted connections as snug-tight, pretensioned 

or slip-critical, as required by the Contract Documents, and 

8. identification of WPS applicable to each field weld. 

Welded connections shall be identified using standard AWS symbols as given in AWS A2.4, 

Standard Symbols for Welding, Brazing and Nondestructive Testing, and shall clearly identify 

field welds. 

1.4.3 Erection Plans 

Prior to starting erection, the Contractor shall submit to the Engineer, for record purposes, a 

description of the methods, scheme of erection, sequence of erection, and type of equipment 

proposed for use in erecting the structural steel work. Included shall be design information, plans 

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and elevations showing proposed temporary bracing and shoring systems, with the magnitudes, 

locations and directionality of construction loads imposed on the permanent structure. The 

Engineer will have no responsibility to review this submittal nor to approve of the Contractors 

means and methods. 

The steel erector shall also submit for record purposes, written procedures indicating field 

welding sequences for each type of welded moment connection, and field welding sequences for 

moment connections at each level. The Engineer will have no responsibility to review this 

submittal nor to approve of the Contractors means and methods. 

Commentary: The Engineer is not obligated to review and provide comment on 

these submittals. Rather, the purpose of the submittal is to ensure that the 

Contractor actually does prepare these documents prior to performing the work. 

1.4.4 Contractor’s Statement of Responsibility 

Each Contractor responsible for the work shall submit a written Statement of Responsibility 

to the Owner and Building Official prior to commencement of the work. (See Part II, Section 

2.3) The statement shall contain the following: 

• acknowledgment of awareness of the special requirements contained in the Quality 

Assurance Plan, 

• acknowledgment that control will be exercised to obtain conformance with the construction 

documents, 

• procedures for exercising control within the Contractor’s organization, the method and 

frequency of reporting, and the distribution of reports, and 

• identification and qualifications of the persons exercising such control and their positions in 

the organization. 

Commentary: The requirement for Contractor’s Statement of Responsibility is 

contained in IBC Section 1705.3 and FEMA-302, Section 3.2.2. 

1.4.5 Certificates of Compliance 

Coincident with the submittal of manufacturer’s test reports and certifications for structural 

steel, fasteners, welding filler metals, and shear studs, the Contractor shall submit a letter stating 

that the Contractor has reviewed the submitted manufacturer’s certifications and test reports, and 

that the materials being furnished for the project are in conformance with the applicable 

standards, specifications and project documents. (See Part II, Sections 4.2, 5.2.1, and 6.2.1) 

Commentary: Requirements for Certificates of Compliance are contained in IBC 

Section 1702.1 and Table 1704.3. 

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1.4.6 Manufacturer’s Test Reports 

1.4.6.1 Structural Steel 

The fabricator shall submit, for record, copies of material test reports, commonly called mill 

test reports, for all structural steel in the Seismic-Force-Resisting System. Material test reports 

shall comply with the requirements of ASTM A6. Material test reports shall be accompanied by a 

Certificate of Compliance from the fabricator. (See Part II, Section 4.2) 

Commentary: Requirements for Manufacturer’s Test Reports for structural steel 

are contained in IBC Section 1702.1 and Table 1704.3(3). However, submittal to 

the Engineer is not required under the IBC. 

1.4.6.2 Fastening Material 

The Contractor supplying fastener products shall submit, for record, copies of all 

Manufacturer’s Certifications for all fastener components, including bolts, nuts, washers, and 

direct tension indicators, if used in the Seismic-Force-Resisting System. Fastener 

Manufacturer’s Certifications shall be accompanied by a Certificate of Compliance from the 

Contractor. (See Part II, Section 6.2.1) 

Manufacturer certifications for bolts shall contain at least the following information: 

• heat analysis, heat number, and a statement certifying that heats having prohibited elements 

intentionally added were not used to produce the bolts, 

• results of hardness, tensile, and proof load tests, as required and performed, 

• if galvanized, the results of rotational capacity tests, including the test method used (solid 

plate or tension measuring device) and the lubricant present, 

• if galvanized, measured zinc coating weight or thickness, 

• results of visual inspection for bursts, 

• statement of compliance with dimensional and thread fit requirements, 

• lot number and purchase order number, 

• complete mailing address of responsible party, and 

• title and signature of the individual assigned certification responsibility by the company 

officers. 

For A490 bolts, only the Production Lot Method of testing and certification is acceptable. 

The Shipping Lot Method is unacceptable. 

Commentary: Requirements for Manufacturer’s Test Reports for fastening 

materials are contained in IBC Section 1702.1 and Table 1704(1). The suggested 

list of information to be provided is based on the certification requirements 

contained in ASTM A325. The IBC does not require submittal of these reports. 

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1.4.6.3 Welding Material 

The Contractor supplying welding filler metal and shielding gas products shall submit copies 

of all Manufacturer’s Certifications for all electrodes, fluxes and shielding gasses to be used. 

Certifications shall satisfy the applicable AWS A5 requirements. The welding material’s 

Manufacturer’s Certifications shall be accompanied by a Certificate of Compliance from the 

Contractor supplying the materials. (See Part II, Section 5.2.1) 

The Contractor shall also submit the applicable manufacturer’s supplemental certifications 

that the product meets any additional requirements of the project beyond that required by 

standard AWS A5 specification. Should the welding material manufacturer not supply such 

supplemental certifications as required, the Contractor shall have the necessary testing performed 

and provide the applicable test reports. 

Commentary: Basic requirements for Manufacturer’s Certificates for welding 

materials are contained in IBC Section 1702.1 and Table 1704.3(4). 

1.4.6.4 Shear Connectors (Shear Studs) 

The Contractor shall submit the following items: 

• stud manufacturer’s Manufacturer’s Certification that the studs, as supplied, meet the 

requirements of AWS D1.1, Sections 7.2 and 7.3, 

• certified copies of the stud manufacturer’s test reports covering the last completed set of inplant quality control mechanical tests for the diameter supplied, and 

• certified material test reports from the steel supplier indicating diameter, chemical properties 

and grade on each heat number supplied. 

The stud manufacturer’s Manufacturer’s Certification shall be accompanied by a Certificate 

of Compliance from the Contractor. (See Part II, Sections 4.2 and 5.2) 

Commentary: Requirements for Manufacturer’s Certification of Shear 

Connectors are contained in IBC 1702.1 and AWS D1.1, Section 7.3.3. AWS D1.1 

does not require submittal of these certifications unless requested by the 

Engineer. 

1.4.7 Procedures 

Procedures shall assign responsibility to a person or position in the organization and shall 

contain enough detail to be useful to the workforce without reference to governing specifications. 

The procedures need not act as work instructions. Procedures shall be dated and indicate the 

person or position that has the authority to maintain the procedure. 

1.4.7.1 Fastener Installation Procedures 

The Contractor shall submit written procedures for the pre-installation testing, installation, 

snugging, pretensioning , and post-installation inspection of fasteners. The procedures shall meet 

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all requirements of the Research Council on Structural Connections (RCSC) Specification and 

the project documents. Procedures need be submitted only for the methods of installation to be 

used by the Contractor, which may include the turn-of-nut, calibrated wrench, twist-off type 

tension control bolt, and direct tension indicator methods. (See Part II, Section 6.2.2) 

1.4.7.2 Welding Procedure Specifications (WPSs) 

The Contractor shall submit all Welding Procedure Specifications (WPSs) to be used by the 

Contractor on the project. For WPSs that are not prequalified per AWS D1.1, the supporting 

Procedure Qualification Record (PQR) shall also be submitted with the WPS. The Contractor 

shall also submit the manufacturer’s product data sheets for all welding material to be used. The 

data sheets shall describe the product, limitations of use, recommended welding parameters, and 

storage and exposure requirements, including baking and rebaking, if applicable. (See Part II, 

Section 5.2.2) 

Welding Procedure Specifications (WPSs) shall be categorized by and specify the following 

items: 

• steel specifications and grades to be welded, 

• thickness range of material to be joined, 

• type of joint, 

• type of weld (groove, fillet, plug, slot), 

• size of weld, and 

• position of welding. 

Based upon the application, the WPS shall specify, as a minimum, the following items, as 

applicable for the welding process: 

• power supply (constant current or constant voltage), 

• welding electrode, flux, and shielding gas classifications, 

• welding electrode and flux manufacturer and trade name, 

• electrode diameter, 

• voltage (except for shielded metal arc welding), 

• current (amperage) or wire feed speed, 

• electrical stick-out or contact tube-to-work distance (wire fed), 

• travel speed, 

• minimum preheat and interpass temperatures, 

• maximum preheat and interpass temperatures (if applicable), 

• number and placement of passes, 

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• technique (stringer or weave bead), 

• shielding gas flow rate, 

• for groove welds, the joint configuration and tolerances, and 

• other pertinent information specific to the weld to be made. 

Tolerances, or the acceptable range of values, applicable to the various welding parameters 

shall also be noted in the WPS. 

Commentary: AWS D1.1 Section 4.1.1 requires WPS submittal only for 

nonprequalified procedures. The AISC Seismic Provisions, Section 7.3a requires 

submittal for all procedures. 

1.4.7.3 Welding Performance Qualification Records (WPQRs) 

The Contractor shall submit written Welding Performance Qualification Records (WPQRs) 

for all welding personnel under the Contractor’s supervision who will be performing services on 

the project. The WPQR shall document the successful completion of the appropriate welding 

personnel qualification test. All welder qualification testing shall be performed in accordance 

with the current or a previous version of AWS D1.1. The Contractor shall also submit additional 

documentation that the welder has passed all designated supplemental welder qualification 

testing required for the types of welding to be performed. (See Section Part II, 5.2.3) 

Should the WPQR testing have been performed more than six months prior to the start of the 

welding by the welder, documentation shall also be submitted showing that the welder has 

continued to use the applicable welding process on an ongoing basis since the test was 

conducted, with no lapse in service exceeding six months. 

The Welding Performance Qualification Records shall, as a minimum, provide the following 

information: 

• welding process, 

• type of weld, 

• welding position, 

• thickness of test plate, 

• thickness and nominal diameter of tubular test piece, if applicable, 

• if vertical position, whether upward or downward progression, 

• electrode group (F-number) classification (if SMAW), 

• test results, 

• signature of Contractor’s individual responsible for the test, and 

• date of test. 

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If the supplemental testing in Appendix B is required, the Contractor shall submit additional 

WPQRs for those tests. 

Commentary: AWS D1.1, Section 4.1.2 sets the requirements for WPQRs, 

although submittal is not required under that document. 

1.4.7.4 Inspector Qualifications 

The Contractor shall submit written qualifications for all inspectors to be assigned Quality 

Control functions for the structural steel work, including general inspection, bolting inspection, 

welding inspection, and nondestructive testing. (See Part II, Section 2.2) 

1.4.7.5 Contractor’s Quality Control Plan 

The Contractor shall submit the contractor’s written Quality Control Plan, including any 

required modifications to satisfy the requirements for the project, and the Quality Assurance 

Plan. (See Part II, Section 2.2) 

Commentary: IBC Section 1704.2.1 requires that the Contractor have a Quality 

Control Plan, although it does not require submittal. 

1.4.7.6 Samples 

Material samples shall be provided as requested by the Engineer or Quality Assurance 

Agency. Routine physical verification of structural steel, fastener, or welding material 

composition or mechanical properties is not required. (See Part II, Section 4.5) 

Commentary: It is not common to require submittal of sample materials of 

structural steel or connection materials. If the Engineer desires such samples, 

this requirement and the number and type of samples required must specifically 

be identified in the Contract Documents. 

1.5 Pre-Fabrication / Pre-Erection Conferences 

Prior to performing any fabrication or erection work, the Engineer, Quality Assurance 

Agency, and Special Inspector, together with Steel Fabricator personnel and Steel Erector 

personnel supervising the shop, field and Quality Control work shall hold a Pre-Fabrication and 

Pre-Erection Conference to review welding procedures, bolting procedures, and inspection 

requirements for all welding and bolting operations. (See Part II, Section 1.3) 

Commentary: Conferences between the Engineer, Special Inspector and 

fabrication and erection personnel are not required by code but are an effective 

means of ensuring that all responsible parties understand the quality 

requirements of the project and how they are to be monitored. It is advisable to 

hold this conference early in the project, before any actual construction work 

starts. In most cases, it may be appropriate to hold separate conferences with 

shop fabrication and field erection personnel. Welding Procedure Specifications, 

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Quality Control (QC) Plan and Quality Assurance (QA) Written Practice 

submittals and reviews should be made before the conferences. 

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Part I 

2. PRODUCTS 

2.1 Structural Steel 

Structural steel, of the strength and grade shown on the design drawings shall conform to the 

requirements of the following ASTM standards, as applicable. 

(a) A36 – Specification for Carbon Structural Steel 

(b) A572 – Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel 

(c) A913 – Specification for High-Strength Low-Alloy Steel Shapes of Structural Quality, 

Produced by Quenching and Self-Tempering Process 

(d) A992 – Standard Specification for Steel for Structural Shapes for Use in Building Framing 

Commentary: Project specifications should list only those material specifications 

that are actually intended to be incorporated on the project. Those specifications 

that are not applicable to a specific project should be deleted. It is recommended 

that structural shapes used in new steel moment-frame seismic-force-resisting 

systems conform either to ASTM 913, or ASTM 992. Refer to FEMA-350 for 

additional information on appropriate material specifications for various 

applications. 

2.1.1 Supplemental Requirements for Structural Steel 

2.1.1.1 Wide-Flange Structural Sections 

All wide-flange steel members comprising the Seismic-Force-Resisting System shall conform 

to ASTM A992 or ASTM A913. Shapes of ASTM A572, grade 50, mill-certified to AISC 

Technical Bulletin No. 3 requirements, may be substituted for A992 with the Engineer’s 

approval. Shapes of ASTM A913, grade 50, shall satisfy ASTM Supplementary Requirement 

S75. 

2.1.1.2 Heavy Sections 

Heavy Sections, as defined in Section 1.3.15, shall be supplied with Charpy V-notch (CVN) 

testing in accordance with ASTM A6, Supplementary Requirement S5. The test shall meet a 

minimum average absorbed energy value of 20 ft-lbf at +70oF. Testing shall be in accordance 

with the current AISC Specification. 

All Heavy Section column flanges located at welded moment connections shall be 

ultrasonically examined, prior to welding, for evidence of laminations, inclusions, or other 

discontinuities in accordance with ASTM A435, Straight Beam Ultrasonic Examination of Steel 

Plates, or ASTM A898, Straight Beam Ultrasonic Examination of Rolled Steel Structural 

Shapes, as applicable. The area to be tested is a zone 3 in. above and below each beam flange 

connection. For plates, any discontinuity causing a total loss of back reflection that cannot be 

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contained within a circle the diameter of which is 3 inches, or one-half the plate thickness, 

whichever is greater, shall be rejected. For shapes, ASTM 898 Level I criteria are applicable. 

If beams in the Seismic-Force-Resisting System are moment-connected to the weak axis of 

columns, the column web shall be similarly examined to the above criteria, if greater than 2 

inches thick. 

Commentary: This requirement is applicable to structural steel in building 

applications that are normally enclosed and heated. For applications in cold 

regions, where structural steel will be exposed to low service temperatures, 

supplemental toughness requirements may be appropriate. Additional 

information on these toughness requirements may be found in the Commentary to 

Section A.3C of the AISC LRFD Specifications. 

2.2 Fasteners 

Fasteners shall conform to the requirements of the following ASTM standards, as applicable, 

for the strength, grade and type shown on the design drawings: 

(a) A325 – Specification for Structural Bolts, Steel, Heat-Treated, 120/105 ksi Minimum Tensile 

Strength 

(b) A490 – Specification for Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile 

Strength 

(c) A563 – Specification for Carbon and Alloy Steel Nuts 

(d) F436 – Specification for Hardened Steel Washers 

(e) F959 – Specification for Compressible-Washer-Type Direct Tension Indicators for Use with 

Structural Fasteners 

(f) F1852 – Specification for “Twist-Off” Type Tension Control Structural Bolt/Nut/Washer 

Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength 

Commentary: Bolts connecting structural steel components of the Seismic-ForceResisting System should normally conform to ASTM A325, ASTM A490, or ASTM 

F1852 pretensioned as for slip-critical applications. Other bolt materials may be 

used for connection of other components of the steel structure or for connection of 

the Seismic-Force-Resisting System to the foundation. See also Section 3.2.2. 

2.3 Anchor Rods 

Anchor rods shall conform to the requirements of the following ASTM standard: 

(a) F1554 - Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi Yield Strength 

Other material may be used for anchor rods as permitted by current AISC Specifications. 

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2.4 Welding Material 

Welding materials shall conform to the following AWS specifications, as applicable: 

(a) ANSI/AWS A5.1-91, Specification for Carbon Steel Electrodes for Shielded Metal Arc 

Welding 

(b) ANSI/AWS A5.5-96, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc 

Welding 

(c) ANSI/AWS A5.17/A5.17M-97, Specification for Carbon Steel Electrodes and Fluxes for 

Submerged Arc Welding 

(d) ANSI/AWS A5.18-93, Specification for Carbon Steel Electrodes and Rods for Gas Shielded 

Arc Welding 

(e) ANSI/AWS A5.20-95, Specification for Carbon Steel Electrodes for Flux-Cored Arc 

Welding 

(f) ANSI/AWS A5.23/A5.23M-97, Specification for Low-Alloy Steel Electrodes and Fluxes for 

Submerged Arc Welding 

(g) ANSI/AWS A5.25/A5.25M-97, Specification for Carbon and Low-Alloy Steel Electrodes 

and Fluxes for Electroslag Welding 

(h) ANSI/AWS A5.26/A5.26M-97, Specification for Carbon and Low-Alloy Steel Electrodes for 

Electrogas Welding 

(i) ANSI/AWS A5.28-96, Specification for Low-Alloy Steel Electrodes and Rods for Gas 

Shielded Arc Welding 

(j) ANSI/AWS A5.29-98, Specification for Low-Alloy Steel Electrodes for Flux-Cored Arc 

Welding 

(k) ANSI/AWS A5.32/A5.32M-97, Specification for Welding Shielding Gases 

2.4.1 Supplemental Requirements for Welding Materials 

2.4.1.1 Toughness, Strength and Elongation 

All welds on members comprising the Seismic-Force-Resisting System, except as noted 

below for joining of material conforming to ASTM A913, grade 65, shall employ weld filler 

metals classified for nominal 70 ksi tensile strength, referred to as E70 electrodes, meeting the 

following minimum mechanical property requirements: 

1. CVN toughness of 20 ft-lb at 0oF, using AWS A5 classification test methods 

2. CVN toughness: 40 ft-lb at 70°F, using the test procedures prescribed in Appendix A 

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3. yield strength: 58 ksi minimum, using both the AWS A5 classification test (for E70 

classification electrodes) and the test procedures prescribed in Appendix A 

4. tensile strength: 70 ksi minimum, using both the AWS A5 classification test (for E70 

classification electrodes) and the test procedures prescribed in Appendix A 

5. elongation: 22% minimum, using both the AWS A5 classification test and the test procedures 

prescribed in Appendix A. 

Welded joints of ASTM A913, grade 65 material shall be made with weld filler metals 

classified as E80 electrodes with a minimum yield strength of 68 ksi, minimum tensile strength 

of 80 ksi, and a minimum elongation of 19%. CVN toughness requirements of (1) and (2) above 

shall apply. 

Commentary: For applications where the Seismic-Force-Resisting System is 

subjected to service temperatures below 50oF following completion of the 

construction, the CVN toughness requirement for item (2) above should be 

conducted at a test temperature not less than 20o

F above the lowest anticipated 

service temperature. 

For all other joints, welding materials shall meet the requirements of the 

designated A5 classification test. A minimum CVN toughness is not required, 

except for the specific joints and designs described in Table 2.3 in the AISC 

LRFD Specification for Structural Steel Buildings dated December, 1999. 

2.4.1.2 Hydrogen Level 

For welded joints designated as Seismic Weld Demand Category A or B, welding filler 

metals, as supplied by the manufacturer, shall meet the requirements for H16 (16 ml diffusible 

hydrogen per 100 grams deposited weld metal) as tested using the mercury or gas chromatograph 

method as specified in AWS A4.3, Standard Methods for Determination of the Diffusible 

Hydrogen Content of Martensitic, Bainitic, and Ferritic Steel Weld Metal Produced by Arc 

Welding. The manufacturer’s Certificate of Conformance shall be considered adequate proof that 

the supplied electrodes meet this requirement, and no additional testing of filler metal samples or 

of production welds is required. 

For all other welds on members of the Seismic-Force-Resisting System, the weld filler metals 

shall be considered classified as low-hydrogen under the provisions of AWS D1.1. 

Commentary: All electrodes and fluxes for FCAW, GMAW, SAW, GTAW, ESW 

and EGW processes are considered low-hydrogen. For SMAW, electrodes listed 

in AWS Table 3.1 for steels in Group II or higher are considered low-hydrogen. 

2.4.1.3 Packaging Requirements 

Packaging of weld filler metals shall conform to the requirements of AWS D.1.1. FCAW 

electrodes shall be received in moisture-resistant packages that are undamaged. They shall be 

protected against contamination and injury during shipment and storage. Electrode packages shall 

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remain effectively sealed against moisture until the electrode is required for use. When removed 

from protective packaging and installed on machines, care shall be taken to protect the electrodes 

and coatings, if present, from deterioration or damage. Modification or lubrication of an 

electrode after manufacture for any reason is not permitted, except that drying shall be permitted 

when recommended by the manufacturer. 

2.5 Shear Connectors (Shear Studs) 

Stud Shear Connectors shall be AWS D1.1 “Type B” headed studs made from ASTM A108, 

Grade 1015 or 1020, cold-finished carbon steel, with dimensions complying with AWS D1.1 for 

the type and sizes shown. 

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Part I 

3. EXECUTION 

3.1 Fabrication 

3.1.1 General 

Structural steel shall be shop fabricated in accordance with the applicable AISC Specification, 

AISC Code of Standard Practice, and AWS D1.1, as modified by the provisions of the contract 

documents. 

High-strength structural steel shall be identified according to grade. 

Members shall be marked and match-marked as needed for field assembly. Members shall be 

fabricated for delivery in a sequence that will expedite erection and minimize field handling of 

structural steel. 

Cuts, holes, and openings in structural steel members, shown on the design drawings, shall 

also be shown on the shop drawings for structural steel and shall be done in the shop. 

The Contractor shall cooperate fully with requests from inspection and testing personnel for 

access to the connections and joints to be inspected or tested. This includes beam and column 

turning in the shop, weld backing removal when nondestructive examination indicates rejectable 

conditions, and access to platforms or scaffolding as required to perform the work safely. Weld 

backing removal shall also be performed where required by the Contract Documents. When 

weld backing must be removed for test verification, the inspection must be performed in a timely 

manner so as not to hinder production nor require duplication of effort. 

The Contractor shall conduct all necessary corrections of deficiencies in material and 

workmanship. Repair procedures shall be submitted to the Engineer for review and acceptance. 

The Contractor shall comply with requests to correct deficiencies, when such corrections are 

required by the Engineer or other designated responsible party. The Quality Assurance Inspector 

and NDT Technician shall be apprised of any repairs made by the Contractor. 

3.1.2 Bolted Construction 

Standard holes shall be used, unless otherwise indicated on the Drawings. Holes shall be 

drilled or punched at right angles to the surface of the metal, not more than 1/16 inch larger than 

the fastener diameter, except where oversize holes are specified. Making or enlarging holes by 

burning is prohibited, unless hole slotting is required between two punched or drilled holes. 

Center piercing with a torch and reaming to the required diameter is permitted. Material having a 

thickness in excess of the connector diameter plus 1/8 inch shall be drilled rather than punched. 

Burrs that would prohibit solid seating of the connected parts shall be removed. 

Connections shall be assembled in accordance with the RCSC Specification, using provisions 

for pretensioned joints, unless snug-tight bolts are indicated on the Drawings. Faying surfaces of 

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pretensioned joints shall be prepared as for Class A or better slip-critical joints unless otherwise 

indicated on the Drawings. 

3.1.3 Welded Construction 

Each welder working on the project shall be assigned an identification symbol or mark. Each 

welder shall mark or stamp this identification symbol at each weldment completed. Stamps, if 

used, shall be the low-stress type. 

Welding personnel shall be qualified in accordance with AWS D1.1, Section 4, Parts A and C. 

WPQR testing performed more than six months prior to the start of the welding by the welder is 

acceptable, provided written documentation is submitted showing that the welder has continued 

to use the applicable welding process on an ongoing basis since the test was conducted, with no 

lapse in service exceeding six months. Welders whose work routinely exhibits poor 

workmanship shall be requalified before performing further welding. 

WPSs shall be available to welders and inspectors prior to and during the welding process. 

Prior to welding, joint fit-up shall be verified by the welder for conformance with the WPS and 

AWS D1.1. 

For all complete joint penetration (CJP) and partial joint penetration (PJP) groove welds 

subjected to ultrasonic testing (UT), a visible mark, “for UT,” shall be accurately placed on the 

steel a distance of 4 inches away from the root of the edge preparation. 

Welding shall be performed in accordance with the appropriate WPS for the joint. 

Groove welds shall be complete joint penetration groove welds, unless specifically 

designated otherwise on the Drawings. Groove preparation details are at the Contractor’s 

selection, subject to qualification, if required, in accordance with AWS D1.1. 

Weld tabs shall be in accordance with AWS D1.1, Section 5.31, as modified by Section 4.2 of 

this specification. End dams shall not be used. 

Backing bars shall be in accordance with AWS D1.1, Section 5.10, as modified by Section 4.1 

of this specification. 

Faces of fillet and groove welds exposed to view shall have as-welded surfaces that are 

reasonably smooth and uniform. No finishing or grinding shall be required, except where 

clearances or fit of other items may so necessitate, or as preparation for coating. 

3.1.4 Headed Shear Studs 

Shear studs shall be welded in accordance with AWS D1.1, Section 7, and the manufacturer’s 

recommendations. Shear studs shall not be attached in the area designated in Section 5.5 of this 

specification. 

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3.2 Erection 

3.2.1 General 

Structural steel shall be erected in accordance with the AISC Specification and the AISC Code 

of Standard Practice, as modified by the project documents. 

Where erection requires performing fabrication work on site, the work shall conform to the 

applicable standards of Section 3.1, Fabrication. 

The Contractor shall cooperate fully with requests from inspection and testing personnel for 

access to the connections and joints to be inspected or tested. This includes weld backing 

removal when non-destructive testing indicates rejectable conditions, and access to platforms or 

scaffolding as required to perform the work safely. When such services are required, the 

inspection must be performed in a timely manner so as not to hinder production nor require 

duplication of effort. 

The Contractor shall perform all necessary corrections of deficiencies in material and 

workmanship. The Contractor shall comply with requests to correct deficiencies, when such 

corrections are required by the Engineer or other designated responsible party. The Quality 

Assurance Inspector and NDT Technician should be apprised of any repairs to be made by the 

Contractor, prior to performance. 

3.2.1.1 Storage and Handling 

Structural steel shall be stored and handled in a manner that prevents damage or distortion. 

Do not store materials on the structure in a manner that might cause distortion or damage to 

members of the supporting structure. Store materials to permit easy access for inspection and 

identification. Keep steel members off the ground by using blocking, cribbing, platforms, or 

other supports. 

3.2.1.2 Temporary Shoring and Bracing 

Contractor’s erection scheme and temporary bracing and shoring shall provide lateral support 

and stability for all columns until permanent lateral-support systems (for example: wind bracing 

bents and horizontal deck/slab diaphragms) are in place and complete. Provide temporary shoring 

and bracing members in vertical and horizontal planes as required, with connections of sufficient 

strength to bear the imposed loads. Remove temporary members and connections when 

permanent support systems are in place and final connections are made. 

3.2.1.3 Erection Procedures 

The Contractor shall be responsible for the control of all erection procedures and sequences 

including but not limited to temperature differentials and weld shrinkage. 

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3.2.1.4 Field Work for Other Trades 

There shall be no field cutting of structural steel members in the Seismic-Force-Resisting 

System for the work of other trades without written prior approval of the Engineer. 

3.2.2 Bolted Construction 

Fasteners shall be stored in a protected place. Except for ASTM F1852 “twist-off” type 

assemblies, clean and relubricate bolts, nuts and washers that become dry or rusty before use. 

F1852 fastener components may be relubricated following the manufacturer’s written 

instructions, and must be retested after relubrication and prior to use to verify suitability for 

installation. 

Do not use flame cutting to align bolt holes except as permitted by RCSC specifications. 

Ream holes that must be enlarged to admit bolts. Do not enlarge holes by more than 

1/32 in. Additional reaming beyond 1/32 in. shall not be performed without approval of 

Engineer. When reaming beyond 1/32 in. is approved, drill or ream to the next larger hole size 

and use the next larger size bolt. 

Bolt holes may be made by punching or drilling. Bolt holes may also be made by thermal 

cutting to a smaller diameter, followed by reaming to the required diameter. 

3.2.3 Welded Construction 

See Section 3.1.3. 

3.2.4 Headed Shear Studs 

See Section 3.1.4. 

3.2.5 Corrective Work 

There shall be no field cutting or alteration of structural steel members or connections in the 

Seismic-Force-Resisting System without prior review by the Engineer. Structural elements 

having fabrication errors or which do not satisfy tolerance limits shall be repaired. Submit 

drawings showing reasons for, and details of, proposed corrective work for approval by the 

Engineer prior to performing corrective work. Corrective work shall be performed in accordance 

with the requirements of the Contract Documents. Pre-approved repair and correction 

procedures may be used when authorized by the Engineer for specific conditions. 

3.2.6 Thermal Cutting 

Thermal cutting torches may be used in the field for correcting fabrication errors in structural 

framing only with the approval of the Engineer. When thermal cutting is permitted, cutting shall 

be done only with a mechanically guided torch or a torch controlled using a guide bar, except as 

permitted below: 

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1. Thermal-cut edges that are not welded and will be free of substantial stresses, as determined 

by the Engineer, may be cut manually with an unguided torch provided the specified AISC 

edge distances to holes are maintained. 

2. Other thermal-cut edges and edges to be welded may be cut manually with an unguided torch 

to a line within 1/8 in. of the finished dimension, with final removal of material completed by 

chipping or grinding to produce a surface quality equal to that of the base metal edges. 

Cuts shall be smooth and regular in contour, and free of notches. The radius of reentrant 

corners shall be no less than one-half inch. Cuts performed to modify beam copes may be made 

with a smaller radius, but shall not be cut square. 

Commentary: Thermal cutting of main members of the seismic-force-resisting 

system in the field should be performed with caution. If members are under load, 

when thermally cut, the resulting loss of strength could result in damage or 

failure of the member. Particular caution should be exercised with regard to 

thermal cutting in areas anticipated to experience yielding or buckling during 

earthquake response as the formation of martensite or the presence of excessive 

surface roughness or nicks resulting from such cutting can serve as initiators for 

fractures under high-strain cyclic loading. If proper precautions are taken, 

including shoring of heavily loaded members, use of preheat prior to cutting, and 

grinding to remove surface defects, field thermal cutting can be safely performed. 

3.3 Supplemental Welding Requirements 

3.3.1 Welding Personnel Qualification 

3.3.1.1 Supplemental Welding Personnel Testing 

Welders and welding operators performing work on welds classified as Seismic Weld 

Demand Categories A or B shall pass Supplemental Welder Qualification Testing, as prescribed 

in Appendix B, on special test joint mock-ups. Testing shall be performed using the process to be 

used in the work, with the WPS set at the highest deposition rate to be used in the work. FCAWS and FCAW-G shall be considered separate processes for welding personnel qualification. Tack 

welders need not perform such Supplemental Testing. 

3.3.1.2 Qualification Period 

Welding personnel required to be tested using the Supplemental Welding Personnel Testing 

prescribed in Section 3.3.1.1 shall be qualified by test within 12 months prior to beginning 

welding on the project. 

Should the 12-month period elapse during welding on the project, the Supplemental Welder 

Qualification remains valid. It is not required to repeat the testing during the course of the 

project, unless the quality of the workmanship for that welder routinely fails to meet the 

applicable project weld quality standards. 

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3.3.2 Intermix of Filler Metals 

For welded joints requiring CVN toughness in Seismic Weld Demand Categories A and B , 

when FCAW-S filler metals will be used in combination with filler metals for other processes, 

including FCAW-G, supplemental toughness testing shall be conducted as prescribed in 

Appendix C. 

3.3.3 Electrode Storage and Exposure Limits 

FCAW electrodes shall be received and stored in the original, undamaged manufacturer 

packaging, until ready for use. Electrodes in packages that have had the internal plastic wrapping 

damaged shall not be used for welds in Seismic Weld Demand Category A or B. Modification or 

lubrication of an electrode after manufacture is not permitted, except that drying is permitted as 

recommended by the manufacturer. 

The exposure time limit for all FCAW electrodes shall be based upon the results of tests as 

prescribed in Appendix D. These tests may be conducted by the electrode manufacturer or 

supplier, by the Contractor, or by an independent testing agency or laboratory with suitable 

equipment. 

In lieu of testing, when welding is to be suspended for more than 8 hours, electrodes shall be 

removed from the machines and stored in an electrode wire oven maintained at a temperature 

between 250o and 550o F, or as recommended by the manufacturer. Electrodes not consumed 

within 24 hours of accumulated exposure outside closed or heated storage shall not be used for 

welds in Seismic Weld Demand Category A or B. Electrode spools shall be identified to facilitate 

monitoring of total atmospheric exposure time. FCAW electrodes that have been exposed for 

periods exceeding an accumulated 24 hours may be dried if manufacturer’s testing and 

recommendations show that drying is effective at removing moisture and restoring electrodes to 

their designated diffusible hydrogen level. 

3.3.4 Wind Velocity Limits 

In lieu of AWS D1.1-98, Section 5.12.1, GMAW, FCAW-G, GTAW and EGW shall not be 

performed when the wind velocity in the immediate vicinity of the weld exceeds three miles per 

hour. Welding performed within an enclosed area, and not subject to drafts may be deemed to 

satisfy this requirement. 

SMAW, FCAW-S, and SAW may be performed without limitation to wind velocity, 

provided the wind does not affect the appearance of the molten weld puddle. 

3.3.5 Minimum Preheat and Interpass Temperature 

Minimum preheat and interpass temperatures shall be provided for all welds, including tack 

welds, in accordance with AWS D1.1, Table 3.2. The Contractor may specify higher minimum 

temperatures, if desired, as a part of the Contractor’s WPS for a particular application. In such 

cases, the WPS minimum preheat and interpass temperatures shall be provided. For welds in 

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Seismic Demand Categories A, B, or C, preheat and interpass temperatures shall be in the range 

tested in accordance with Appendix A. 

Preheat and interpass temperatures lower than those required by AWS D1.1, Table 3.2, are 

permitted provided the WPS has been qualified by test, and the WPS and PQR have been 

accepted by the Engineer. 

Minimum preheat and interpass temperatures shall be verified at a distance of 3 in. from the 

weld, at the point of arc initiation or for materials over 3 in. in thickness, at a distance equal to 

the thickness of the part. 

3.3.6 Maximum Preheat and Interpass Temperature 

The maximum preheat and maximum interpass temperature permitted is 550oF, measured at a 

distance of 1 in. from the point of arc initiation. This maximum temperature may not be 

increased by the WPS, regardless of qualification testing. 

Commentary: Limitations on maximum preheat and interpass temperature are 

imposed because laboratory data indicates that high heat input results in 

degradation of weld toughness. Use of qualified-by-test procedures with high 

heat inputs are not permitted because standard procedure qualification tests do 

not include evaluation of CVN toughness. 

3.3.7 Nonfusible Backing 

The use of nonfusible backing materials, including ceramic and copper, is permitted only 

with satisfactory welder qualification testing performed using the type of backing proposed for 

use, using the test plate shown in AWS D1.1-98, Figure 4.21, except that groove dimensions shall 

be as provided in the WPS and PQR. Should the joint to be welded include welding a beam 

flange to a column flange through an access hole, the Supplementary Welder Qualification Test 

of Appendix B shall be performed using the type of backing proposed for use. 

For nonfusible weld tabs and short segments of nonfusible backing bars used at the ends of 

welds between shear tabs and column faces, or at the ends of continuity plate welds, special 

welding personnel and welding procedure qualification testing is not required. The welder shall 

be trained in the proper welding techniques for using such nonfusible weld tabs and backing bars 

prior to performing such welding on the project. 

3.3.8 Peening 

The use of peening is permitted at the Contractor’s option, but is not required. See AWS 

D1.1-98, Section 5.27. If the Contractor elects to use peening, a written procedure for performing 

peening shall be incorporated into the WPS for the joints to be peened. 

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Chapter 3: Execution Construction for Seismic Applications 

3.3.9 Controlled Cooling 

The use of controlled cooling is permitted at the Contractor’s option, but is not required. If 

the Contractor elects to use controlled cooling, a written procedure for controlling cooling after 

welding shall be incorporated into the WPS for the joints to receive such treatment. The 

procedure shall include the method of heating, the maximum temperature permitted, cooling rate 

range to be provided, and the method and frequency of temperature measurements. 

The use of insulating blankets after completion of welding, without the addition of heat, is 

permitted at the Contractor’s option, but is not required. For the use of insulating blankets only, a 

written procedure and temperature measurements are not required. 

3.3.10 Post Weld Heat Treatment 

The use of Post Weld Heat Treatment (PWHT) is permitted at the Contractor’s option, but is 

not required. The use of PWHT shall meet the Stress-Relief Heat Treatment limitations of AWS 

D1.1-98, Section 5.8. If the Contractor elects to use PWHT, a written procedure for performing 

PWHT shall be incorporated into the WPS for the joints to be treated. 

Controlled cooling, or the application of heat immediately following completion of a joint to 

maintain a nominal temperature at or below 550o

F, is not considered PWHT. 

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Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 4: Welded Joint Details 

Part I 

4. WELDED JOINT DETAILS 

4.1 Backing Bars 

The use of backing bars shall be in accordance with AWS D1.1-98, Section 5.10. All tack 

welds attaching backing bars to the steel prior to the welding of the joint shall be made within the 

joint. Preheat for such tack welds as required by AWS D1.1, Table 3.2, or by the WPS, as 

applicable, shall be provided. Backing bars may remain in place unless required to be removed 

by Section 4.1.1 or 4.1.2 of this specification, by AWS D1.1-98, Section 5.10.4, or by AISC 

Specification Section J1.5. 

4.1.1 Heavy Section Splices Requiring Removal of Backing Bars 

All welded tension splices of Heavy Sections, as defined in Section 1.3.5, shall have the 

backing bars removed. Where fusible backing material is used, the root pass area shall be 

backgouged after backing bar removal, and backwelded until flush or with slight reinforcement. 

The surface shall then be ground smooth, to a surface roughness not to exceed 500 microinches. 

Notches and gouges shall be repaired to the requirements of AWS D1.1-98, Section 5.15.4.4. 

4.1.2 Moment Connection Joints Requiring Removal of Backing Bars 

Backing bars shall be removed from the joint when required on the design drawings. 

Following removal of backing, the root pass shall be backgouged to sound weld metal, and 

backwelded. 

Backing bar removal may be performed by air carbon arc cutting (CAC-A), commonly 

referred to as air carbon arc gouging (ACAG), grinding, chipping, or thermal cutting. The 

process shall be controlled to minimize gouging and removal of base metal except for material 

immediately adjacent to the weld. 

Following backgouging, the root shall be backwelded. A reinforcing fillet weld with a 

minimum leg size of 5/16 inch or the root opening plus 1/16 inch, whichever is larger, shall be 

provided. The reinforcing fillet weld need not be ground. Following completion of the 

reinforcing fillet weld, MT shall be performed on the fillet weld and the immediately adjacent 

area. 

Should these joints be made with nonfusible backing, the backing material shall be removed, 

any unacceptable weld discontinuities removed by backgouging, the root backwelded as needed, 

the reinforcing fillet added as described above, and MT performed on the completed fillet weld 

and the immediately adjacent area. If visual inspection of the root shows no unacceptable 

discontinuities, no backgouging and backwelding is required. 

Commentary: Backing removal is required at the beam-bottom-flange-to-column 

joint of the following types of prequalified moment-resisting connections: Welded 

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Chapter 4: Welded Joint Details Construction for Seismic Applications 

Unreinforced Flange (WUF) connections, Reduced Beam Section (RBS) 

connections, and Free Flange (FF) connections, Welded Flange Plate (WFP) 

connections, Bolted Flange Plate (BFP) connections. In addition, backing should 

be removed from any connections subject to project-specific qualification testing, 

if the backing was removed from the qualification test specimens. 

4.2 Weld Tabs 

4.2.1 Use of Weld Tabs 

Welds shall be terminated at the end of a joint in a manner that will ensure sound welds. 

Whenever necessary, this shall be done by use of weld tabs, also called extension bars and runoff tabs. Weld tabs shall extend beyond the edge of the joint a distance equal to a minimum of 

the part thickness, but not less than one inch. Weld tabs shall be oriented parallel to the joint 

preparation and to the weld direction. No weld dams are allowed. 

Except as noted in the following sections, weld tabs shall meet the requirements of AWS 

D1.1-98, Section 5.31. Fusible weld tabs may remain in place unless their removal is required by 

the following sections, by AWS D1.1-98, Section 5.31, or by AISC Specification Section J1.5. 

Nonfusible weld tabs may be used in applications and locations where qualified in accordance 

with AWS D1.1, Section 4. 

4.2.2 Heavy Section Joint Weld Tab Removal and Finish 

All welded tension splices in Heavy Sections, as defined in Section 1.3.5, shall have the weld 

tabs removed and ground smooth to a finish of 500 microinches or better. Gouges and notches 

shall satisfy the requirements of AWS D1.1-98, Section 5.15.4.4, or shall be repaired to the 

provisions of AWS D1.1-98, Section 5.15.4.4. 

4.2.3 Moment Connection Weld Tab Removal and Finish 

Weld tabs shall be removed when required by the design drawings. Weld tab removal may 

be performed by air carbon arc cutting (CAC-A), grinding, chipping, or thermal cutting to within 

1/8 inch of the base metal surface. For weld tabs used on continuity plates, removal within 1⁄4 

inch of the plate edge is adequate. The process shall be controlled to minimize gouging and 

removal of base metal except for that material immediately adjacent to the weld. 

The edges where the weld tabs have been removed shall be finished to a surface roughness 

value of 500 microinches or better. Grinding to a flush condition is not required. Gouges and 

notches are not permitted, and must be removed by grinding. The transitional slope of any area 

where gouges and notches have been removed shall not exceed 1:5. Material removed by 

grinding that extends more than 1/16 inch below the surface of the base metal shall be filled with 

weld metal using approved weld repair procedures. 

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Construction for Seismic Applications Chapter 4: Welded Joint Details 

The contour of the weld at the ends shall provide a smooth transition, free of notches and 

sharp corners. A minimum radius at the corner need not be provided. 

Following removal and finishing to the required smoothness and contour, and the completion 

of any necessary repairs, the exposed ends of the weld shall be inspected using magnetic particle 

testing (MT). 

Commentary: Weld tabs should be specified to be removed from each end of both 

the top and bottom beam flanges for the following prequalified beam-to-column 

connections: Welded Unreinforced Flange (WUF) connections, Reduced Beam 

Section (RBS) connections, Welded Flange Plate (WFP) connections, Free Flange 

(FF) connections, Bolted Flange Plate (BFP) connections, Welded Bottom 

Haunch (WBH) connections, Welded Top and Bottom Haunch (WTBH) 

connections, Welded Cover Plated Flange (WCPF) connections, and Improved 

Welded Unreinforced Flange (IWURF) connections. Weld tabs should also be 

removed from connections subject to project specific qualification if the tabs were 

removed from the qualification test specimens. 

4.3 Weld Toes 

Weld toes, whether for groove welds or fillet welds, shall provide a smooth transition 

between the weld and base metal. The as-welded profile is adequate provided it satisfies the 

criteria of AWS D1.1, Section 5.24. No grinding is required. 

4.4 Weld Access Holes 

Weld access holes shall meet the dimensional, surface finish, and testing requirements of 

AISC LRFD Specification Section J1.6 and AWS D1.1-98, Section 5.17.1 and Figure 5.2, except 

as otherwise required by the Contract Documents. The provisions in AWS D1.1 Section 5.17.2 

and Figure 5.2, Note 1 shall apply to all Heavy Sections as defined in this document. 

The access hole shall be ground smooth to a surface roughness value not to exceed 500 

microinches, and shall be free of notches and gouges. For this purpose, a notch or gouge is any 

depression deeper than the overall surface roughness. 

Notches or gouges present from thermal cutting shall be removed by grinding, faired to a 

slope of not more than 1:5 against a straight cut surface, or to a radius of not less than 3/8 inch if 

in the curved portion of the cut surface. The depth of notches and gouges that may be repaired by 

grinding is not limited, provided the required dimensions, including tolerances, of the access hole 

are maintained. 

Notches deeper than can be repaired by grinding (as above) may be repaired by welding. Prior 

to welding, the notch or gouge shall be ground to provide a smooth contour with a radius not less 

than 3/8 inch. The repair area shall be preheated to a temperature between 400oF and 550oF, 

measured at the point of welding immediately prior to welding. Filler metal meeting the 

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Chapter 4: Welded Joint Details Construction for Seismic Applications 

requirements for Seismic Weld Demand Categories A and B shall be used. A written repair WPS 

for the application shall be followed. Following completion of welding, the area shall be ground 

smooth and flush to meet the contour and finish requirements for the access holes, with fairing of 

the welded surface to adjoining surfaces. 

Prior to acceptance, the weld access hole shall be inspected using magnetic particle testing 

(MT) or liquid penetrant testing (PT) and shall be free of cracks. If a welded repair has been 

performed, magnetic particle testing (MT) shall be performed. 

4.5 Web Weld Details 

Unless otherwise shown on the drawings, shear tabs may be welded to the column using fillet 

welds, partial joint penetration (PJP) groove welds with reinforcing fillet welds, a combination of 

fillet weld and PJP groove weld, or a CJP groove weld. 

When required by the design drawings, the beam web shall be welded to the shear tab using 

fillet welds. A minimum clear distance of 1⁄2 inch shall be provided between the weld access hole 

and the toe of the fillet weld connecting the shear tab and beam web. 

Fillet welds should terminate a distance equal to or greater than the leg size from the beam 

end. 

4.6 Doubler Plate Details 

Web doubler plates, if required, may be welded using any of the three details of the AISC 

Seismic Provisions, Figure C-9.3. 

When Figure C-9.3(a) is used, the edges of the doubler plate shall be chamfered to an 

adequate bevel to facilitate access to the root of the weld. A square-edge plate and square 

groove weld between doubler plate and column is not acceptable. No grinding of the completed 

weld is required. 

When Figure C-9.3(b) is used, the plate shall be chamfered to miss the radius of the column. 

The fillet weld, in both throat and leg size, as a minimum, shall be equal to or larger than the 

chamfer dimensions used for the doubler plate. No grinding of the completed weld is required. 

4.7 Column Continuity Plate Details 

Continuity plates, also referred to as stiffeners, shall have clips, sized to avoid interference 

with the radius of the column. Against the column flange, the size of the clip may exceed the 

radius (k1 dimension) by no more than 1/2 inch. Along the web, the clip shall extend a distance 

of approximately 1-1/2 inches beyond the published k dimension. The clip shall be detailed to 

facilitate suitable weld terminations for both the flange weld and the web weld, with a minimum 

radius of 1⁄2 inch. 

The weld between the continuity plate and the column flange, unless otherwise shown, shall 

be a CJP groove weld for the full length of the groove preparation. The joint may use backing 

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Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 4: Welded Joint Details 

bars, or may be made without backing provided the root is backgouged and backwelded. If 

backing bars are used and remain in place, they shall receive a reinforcing fillet weld between the 

backing bar and column flange. No fillet weld should be placed between backing bar and 

continuity plate. The fillet weld size need not exceed the minimum size requirements of AWS 

D1.1, Table 5.8. 

Weld terminations near the end of the column flange tips may be completed using weld tabs. 

Weld tabs, if used, may be steel or nonfusible material. After welding completion, weld tabs shall 

be removed to within 1⁄4 inch of the continuity plate edge and the surface finished to a surface 

roughness not to exceed 500 microinches. Removal or grinding to the flush condition is not 

required. Following finishing, the edge shall be inspected using magnetic particle testing. 

For column flange to continuity plate welds, weld terminations near the radius of the column 

need not be made using weld tabs. The use of small nonfusible weld tabs to assist in weld 

terminations is permitted. Weld tabs shall be removed following completion of welding, but no 

grinding is required. 

The weld between the continuity plate and column web may be made with groove welds, 

fillet welds, or a combination of the two. The weld termination should be held back from the end 

of the joint at each end a distance of approximately 1⁄4 inch. 

4.8 Welding Sequence for Moment Connection of Bottom Beam Flange 

When welding the bottom flange to the column flange of welded moment-resisting 

connections, the following sequence shall be followed: 

1. When welding from Side A (one side of the beam), the root pass shall begin beyond the 

center of the joint on Side B, reaching past the beam web (or web plate, for FF connections) 

through the weld access hole (or opening, for FF connections). After the arc is initiated, travel 

shall progress toward the edge of the Side A beam flange, and the weld shall be terminated 

on the Side A weld tab. 

2. The Side A root pass, and the root pass deposit on Side B, shall be thoroughly cleaned and 

visually inspected by the welder to ensure fusion, soundness, and freedom from cracks, slag 

inclusions and excessive porosity. The resulting bead profile shall be suitable for obtaining 

good fusion by the subsequent root pass to be initiated from Side B. If the profile is not 

conducive to good fusion, the start of the first root pass shall be ground, gouged, chipped, or 

otherwise prepared to ensure adequate profile to achieve fusion. 

3. The second half of the weld joint, from Side B, shall have the root pass applied before any 

other weld passes are performed. The arc shall be initiated in the area of the start of the first 

Side A root pass, and travel shall progress to the end of the joint, terminating on the Side B 

weld tab. 

4. The above sequence shall be repeated for subsequent weld layers, and each weld layer shall 

be completed on both sides of the joint before a new layer is deposited. The order of 

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operations (Side A, then Side B, or vice versa) is not restricted and may vary for each weld 

layer. 

Weld passes shall be placed in horizontal layers. Each pass shall be thoroughly cleaned of 

slag and wire brushed. Each pass shall be visually inspected by the welder, as described above in 

Step 2. 

Both top and bottom beam flanges should be completely welded prior to any supplemental 

welding to the beam web or shear tab, unless otherwise detailed in the approved erection plan 

and the WPS. 

Commentary: The above welding sequence is recommended for the following 

types of joints: Welded Unreinforced Flange (WUF) connections, Reduced Beam 

Section (RBS) connections, Welded Free Flange (FF) connections, Welded Bottom 

Haunch (WBH) connections, and Welded Top and Bottom Haunch (WTBH) 

connections. 

4.9 Improved Welded Unreinforced Flange Connection Details 

The following provisions are applicable to upgrading existing connections using 

improvements to the existing beam flange welds only. 

4.9.1 Existing Web Connection Materials and Details 

The existing web connection and web access holes may remain as constructed. 

4.9.2 Replacement of Beam Flange Welds 

Where required on the design drawings, the existing beam-to-column flange welds shall be 

removed by air carbon arc cutting (CAC-A), chipping or grinding until only base metal remains. 

The joint shall be prepared for new groove welding, using a joint detail that uses a backing bar. 

The actual root opening is permitted to exceed the prequalified root opening of AWS D1.1, Figure 

3.4, provided a split-layer technique is used for the placement of the root pass. The groove angle 

of the joint shall satisfy the prequalified groove angles of AWS D1.1 Figure 3.4, unless otherwise 

qualified under the provisions of AWS D1.1, Section 4. 

At the top flange, if the backing bar is left in place, a 5/16 inch reinforcing fillet shall be 

placed between the backing bar and the column. No weld should be placed between the backing 

bar and beam flange. At the bottom flange, following the provisions of Section 4.1.2 of this 

specification, the backing bar shall be removed, the weld root backgouged to solid weld metal, 

and the area backwelded until at least flush. A 5/16 inch reinforcing fillet shall be placed between 

the weld root and the column at the bottom of the bottom flange. 

Continuity plates, if added, shall conform to the requirements of Section 4.8 of this 

specification. 

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Construction for Seismic Applications Chapter 4: Welded Joint Details 

4.9.3 New Welding Material 

All new welding filler metals shall meet the requirements of Section 2.4 of this specification. 

Weld tab removal shall be as required in Section 4.2. 

4.10 Haunched Connection Welding Details 

The following provisions are applicable to upgrading existing connections with either a 

bottom haunch or a top and bottom haunch, as shown on the design drawings. 

4.10.1 Existing Web Connection Materials and Details 

The existing web connection and web access holes may remain as constructed. 

4.10.2 Flange Weld Details 

Where shown on the design drawings, the existing beam-to-column flange welds shall be 

removed by air carbon arc cutting (CAC-A), chipping or grinding until only base metal remains. 

The joint shall be prepared for new groove welding, using a joint detail that uses a backing bar. 

The actual root opening is permitted to exceed the prequalified root opening of AWS D1.1, Figure 

3.4, provided a split-layer technique is used for the placement of the root pass. The groove angle 

of the joint shall satisfy the prequalified groove angles of AWS D1.1 Figure 3.4, unless otherwise 

qualified under the provisions of AWS D1.1, Section 4. 

At the top flange, if the backing bar is left in place, a 5/16 inch reinforcing fillet shall be 

placed between the backing bar and the column. No weld should be placed between the backing 

bar and beam flange. At the bottom flange, following the provisions of Section 4.1.2 of this 

specification, the backing bar shall be removed, the weld root backgouged to solid weld metal, 

and the area backwelded until at least flush. A 5/16 inch reinforcing fillet shall be placed between 

the weld root and the column at the bottom of the bottom flange. No fillet weld should be placed 

between the backing bar and beam flange. 

4.10.3 New Welding Material 

All new welding filler metals shall meet the requirements of Section 2.4 of this specification. 

Welding shall be executed in conformance with the requirements of Chapter 3 of this 

specification. Weld tab removal shall be as required in Section 4.2 of this specification. 

4.10.4 Haunch Welding Requirements 

The groove welds between column and WT haunch may be made with or without backing, 

but if backing is used, an access hole meeting the minimum dimensional requirements of AWS 

D1.1, Section 5.17.1 and AWS D1.1 Figure 5.2 shall be used. Backing bars, if used, may remain 

in place, but if left in place, shall receive a reinforcing fillet. The weld between the WT stem and 

the beam flange shall be a CJP groove weld. Backing bars, if used, may remain in place, and no 

reinforcing fillet is required. 

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The weld between the WT stem and the column flange shall be a CJP groove weld. Backing 

bars, if used, may remain in place, but if left in place, a reinforcing fillet is required. 

4.10.5 Continuity Plates and Stiffener Welding Requirements 

New continuity plates added to the column shall meet the requirements of Section 4.7 of this 

specification. Stiffeners added to the beam web shall meet the requirements of Section 4.7 of this 

specification, except that the welds between the stiffener and the beam web may be fillet welds 

of minimum 5/16 inch leg size. 

4.11 Cover-Plated Moment-Connection Details 

The following provisions are applicable to upgrading existing connections with cover plates 

when shown on the design drawings. 

4.11.1 Existing Web Connection Materials and Details 

The existing web connection and web access holes may remain as constructed. 

4.11.2 Flange Weld Details 

Where shown on the design drawings, the existing beam-to-column flange welds shall be 

removed by air carbon arc cutting (CAC-A), chipping or grinding until only base metal remains. 

The joint shall be prepared for new groove welding, using a joint detail that uses a backing bar. 

The actual root opening is permitted to exceed the prequalified root opening of AWS D1.1, Figure 

3.4, provided a split-layer technique is used for the placement of the root pass. The groove angle 

of the joint shall satisfy the prequalified groove angles of AWS D1.1 Figure 3.4, unless otherwise 

qualified under the provisions of AWS D1.1, Section 4. 

4.11.3 New Welding Material 

All new welding filler metals shall meet the requirements of Section 2.4 of this specification. 

Welding shall be executed in conformance with the requirements of Chapter 3 of this 

specification. Weld tab removal shall be as required in Section 4.2 of this specification. 

4.11.4 Sequence of Assembly 

Following completion of the replacement groove welds between the existing beam flanges 

and the column flange, the top flange groove welds shall have the cap pass surface of the weld 

ground flush with the surface of the beam flange to enable the cover plate to fit flat against the 

beam flange. At the bottom flange, the backing bar shall be removed, the weld root backgouged 

to solid weld metal, and the area backwelded until at least flush. The weld at the bottom of the 

bottom flange shall then be ground flush with the surface of the beam flange to enable the cover 

plate to fit flat against the beam flange. Care should be used to avoid over-grinding the existing 

weld below the surface of the beam flange and creating a void between cover plate and flange. 

The weld shall be tested using UT, using the percentage testing required for Seismic Weld 

Demand Category BH/T joints, prior to placement of the cover plate. MT of the cap pass of this 

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Construction for Seismic Applications Chapter 4: Welded Joint Details 

weld is not required. After acceptance of the beam flange-to-column flange weld, the cover plate 

shall be placed and welded. The cover plate to column flange weld shall then be inspected by UT 

and MT, using the percentage testing required for Seismic Weld Demand Category BH/T joints. 

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Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 5: Fabrication 

Part I 

5. FABRICATION 

5.1 Reduced Beam Sections (RBSs) 

5.1.1 Holes and Attachments 

No holes may be drilled or punched in either flange of the beam within the length that has 

received the radius cut, or between the RBS cut and the column. Shear studs and mechanical 

deck fasteners to the beam flange within the length of the radius cut are prohibited. Spot welds 

for the attachment of metal decking are permitted. 

5.1.2 RBS Cut Tolerances 

The tolerance on the depth of each RBS cut is plus or minus 1⁄4 inch, measured at the midthickness of the flange at the narrowest point of the cut flange. The length of the cut shall be 

within plus or minus 15% of the specified length. The depth of cut on each side shall be 

balanced, with no more than 3/8 inch total variation in the depth of cut from one side to the other. 

(Example: plus 1/8 inch on one side, minus 1/4 inch on other side.) The balance of remaining 

flange width about the web of the beam is not a consideration. 

5.1.3 Cut Surface Roughness 

After thermal cutting, the RBS surface shall have a surface roughness of no more than 500 

microinches (AWS sample 3). Grinding of thermally cut edges shall be provided only as 

necessary to meet this criteria. Corners between the cut RBS surface and the top and bottom of 

the flanges shall be ground to remove sharp edges, but a minimum radius or chamfer is not 

required. 

5.1.4 Gouges and Notches 

Gouges and notches that occur in the thermal cut RBS surface may be repaired by grinding if 

not more than 1⁄4 inch deep. The gouged or notched area shall be faired by grinding so that a 

smooth transition exists, and the total length of the area ground for the transition shall be no less 

than 10 times the depth of the removed gouge. If a sharp notch exists, the area shall be inspected 

by MT after grinding to ensure that the entire depth of gouge or notch has been removed. 

Grinding may not increase the depth of the RBS cut section more than 1⁄4 inch beyond the 

specified depth of cut. 

5.1.5 Welded Repair of Notches and Gouges 

Gouges and notches that exceed 1⁄4 inch in depth, but not to exceed 1⁄2 inch in depth, and those 

notches and gouges where repair by grinding would increase the effective depth of the RBS cut 

beyond tolerance, may be repaired by welding. Notches and gouges exceeding 1⁄2 inch in depth 

may be repaired only with the approval of the Engineer. The notch or gouge shall be removed 

and ground to provide a smooth radius of not less than 3/8 inch for welding. The repair area shall 

be preheated to a temperature between 400oF and 550oF, measured at the location of the weld 

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Chapter 5: Fabrication Construction for Seismic Applications 

repair approximately one minute after removal of the heating source. Repair welding shall be 

done with notch-tough electrodes meeting the requirements in Part I, Section 2.4. A repair WPS 

is required. Following welding, the repair weld shall be ground to a smooth contour meeting the 

RBS requirements, with a surface roughness not to exceed 500 microinches. The welded repair 

area shall be inspected using magnetic particle testing. 

5.2 Heavy Sections 

5.2.1 General 

See AISC Specification sections A3.1c for materials requirements, J2.8 for preheat 

requirements, J1.6 for access hole requirements, and J1.5 for weld tab and backing bar removal 

requirements. See AISC LRFD Figure C-J1.2 for dimensional and fabrication requirements for 

standard weld access holes. See Section 4.4 of this specification for further requirements for weld 

access holes. 

5.2.2 Access Hole Requirements 

Weld access holes must be preheated to a minimum of 150oF prior to thermal cutting, ground 

to 500 microinches (bright metal), and inspected for cracks using either penetrant testing (PT) or 

magnetic particle testing (MT). Optionally, weld access holes may be made by drilling and sawcutting without grinding, but PT or MT of the cut surface is still required. 

5.2.3 Welding 

For joint welding, the minimum preheat and interpass temperature shall be 350oF. Weld tabs 

and backing bars shall be removed after completion of the joint, ground smooth to a maximum 

surface roughness of 500 microinches, with reinforcement not to exceed 1/8 inch, at a transition 

slope not to exceed 1:10. 

5.3 End Plate Moment Connections 

5.3.1 Flange Welds 

Beam-flange-to-end-plate welds shall be detailed and welded as CJP groove welds, except 

that in the area of the flange directly above and below the beam web, backgouging and 

backwelding of the weld root is not required. 

The groove weld detail shall be such that the root of the weld is located on the beam web side 

of the joint. Following backgouging and backwelding of the groove weld root, a 5/16 inch 

reinforcing fillet weld shall be placed on the inside portion of the flange weld, at the groove root. 

Alternatively, the 5/16-inch reinforcing fillet weld located on the beam web side of the beam 

flanges may serve as a backing weld. The root of the fillet must then be backgouged to solid weld 

metal, and the groove weld placed. No backing is provided in the vicinity of the beam web. 

Using either method, no MT of the backgouged area is required prior to placement of the 

backweld or the groove weld. 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 5: Fabrication 

5.3.2 Web Welds 

The beam web shall be welded full length to the end plate using fillet welds on each side of 

the beam web. Alternatively, groove welds may be substituted for the fillet welds. 

The weld detail limitations of Section 5.6 of this specification regarding the k-area are not 

applicable to this connection, but MT following completion of all welds in this area is required. 

5.3.3 Stiffener Welds 

When Bolted Stiffened End Plate (BSEP) connections are used, the stiffener shall be welded 

to the end plate and the beam flange using CJP groove welds. A stiffener clip (snipe) shall be 

provided at the intersection of beam flange and end plate. 

5.3.4 Weld Access Hole 

No weld access holes are permitted at the intersection of beam web, beam flange and end 

plate. 

5.3.5 NDT Requirements 

The beam flange to end plate welds, and the welds between stiffener and beam flange and 

end plate, shall be inspected using MT and UT as QC/QA Category AH/T and between stiffener 

and beam flange BH/L. Discontinuities located at the root of the beam flange weld, at the 

intersection of the beam web and beam flange, shall not be cause for rejection. 

Welds between the beam web and end plate shall be inspected using MT, for QC/QA 

Category BM/L, for their full length. 

5.4 Bolted Connections 

All bolts used in these connections shall be installed as in slip-critical joints with Class A 

faying surfaces. Bolts may be installed using any of the pretensioning methods prescribed in the 

RCSC Specification. 

Bolts holes shall be standard diameter, unless otherwise noted on the drawings. 

For all other bolted connections, the connection type shall be as designated on the drawings. 

Commentary: The provisions of this section are applicable to the following types 

of bolted connections: Bolted Unstiffened End Plate (BUEP) connections, Bolted 

Stiffened End Plate (BSEP) connections, Bolted Flange Plate (BFP) connections, 

Double Split Tee (DST) connections. 

5.5 Repair of Discontinuities in Main Members 

In lieu of AISC Seismic Provisions Section 7.3c, the provisions of this section shall apply to 

beams in steel moment frames and only to that portion of the beam between the column flange 

Part I: 5-3 
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Fabrication Construction for Seismic Applications 

and the following locations: 

(a) for Welded Unreinforced Flange (WUF), Welded Free Flange (FF), and Improved Welded 

Unreinforced Flange (IWURF) connections a point away from the column face located a 

distance equal to one-half the depth of the beam 

(b) for Reduced Beam Section (RBS) connections a point away from the centerline of the cut 

radius located a distance equal to one-half the depth of the beam, but no closer than the far 

edge of the radius cut 

(c) for Welded Flange Plate (WFP) connections and Welded Cover Plated Flange (WCPF) 

connections from the end of the flange plate or cover plate, away from the column face, to a 

point located away from the end of the plate at a distance equal to one-half the depth of the 

beam 

(d) for Welded Bottom Haunch (WBH) connections and Welded Top and Bottom Haunch 

(WTBH) connections from the intersection of the haunch and beam flange, to a point located 

away from haunch intersection a distance equal to the one-half the depth of the beam 

(e) for Bolted Unstiffened End Plate (BUEP) connections to a point away from the column face 

located a distance equal to five-sixths the depth of the beam, plus the thickness of the end 

plate 

(f) for Bolted Stiffened End Plate (BSEP) connections from the end of the stiffener, away from 

the column face, to a point located away from the end of the stiffener a distance equal to onehalf the depth of the beam 

(g) for Double Split Tee (DST) connections from the stem end of the tee to a point located a 

distance equal to one-half the depth of the beam 

Commentary: It is recommended that the design drawings designate these 

locations and refer to this section of the specification for specific requirements. 

5.5.1 Tack Welds 

Tack welds are permitted if made prior to beginning welding of the joint. Tack welds for 

backing bars and weld tabs must be made within the groove weld joint. Tack welds for 

attachment of parts prior to fillet welding are acceptable, provided they are covered by the 

completed fillet weld. 

Tack welds outside these locations must be removed by grinding or chipping. Air carbon arc 

gouging and thermal cutting to remove tack welds in these areas is not permitted. Following the 

removal of unacceptable tack welds, the weld area shall be ground to a depth of 1/16 inch, and 

faired to adjacent surfaces on a slope not to exceed 1:5. 

Part I: 5-4 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 5: Fabrication 

5.5.2 Erection Aids 

Unless requested by the Contractor and approved by the Engineer in advance, the use of 

welded attachments as erection aids within the designated areas is prohibited. If erection aids are 

placed within the designated area in error, or cannot be avoided, the Engineer’s approval of the 

aid’s placement, use, and the repair method is required. 

Air carbon arc gouging is permitted for the removal of welds to within 1/8 inch of the base 

metal surface. Any remaining weld deposits shall be removed by grinding to a depth 1/16 inch 

below the surface, faired to adjacent surfaces on a slope not to exceed 1:5. 

5.5.3 Air Carbon Arc Cutting and Thermal Cutting 

Air carbon arc cutting (CAC-A) and thermal cutting is permitted within the above regions 

when required for the removal of backing bars and weld tabs, as specified in these documents. 

The use of these processes for repairs to or removal of base metal or welds in the above region is 

permitted only with the prior approval of the Engineer. 

5.6 K-Area Welding Limitations 

After welding of continuity plates and doubler plates, test column webs for cracking using 

liquid penetrant (PT) or magnetic particle testing (MT) over a zone 3 inches above and below the 

continuity plate or doubler plate welds. Testing may be performed after the weld has cooled to 

ambient temperature. 

5.7 Surface Finish 

5.7.1 Flush Surfaces 

Welds in butt joints required to be flush shall be finished so as to not reduce the thicknesses 

of the thinner base metal or weld metal by more than 1/16 inch, or 5% of the material thickness, 

whichever is less. Remaining reinforcement shall not exceed 1/32 inch in height. However, all 

reinforcement shall be removed where the weld forms part of a faying or contact surface. All 

reinforcement shall blend smoothly into the plate surfaces with the transition areas free from 

undercut. 

5.7.2 Finish Methods and Values 

Chipping and gouging may be used, provided these methods are followed by grinding. Where 

surface finishing is required, surface roughness values shall not exceed 500 microinches, unless 

otherwise noted or specified in this document. Regardless of the surface finish required, the 

direction of grinding marks may be in any direction. 

Measurement of surface finish values by visual appearance or tactile comparison is 

acceptable. 

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FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Fabrication Construction for Seismic Applications 

5.8 Weld Acceptance Criteria 

5.8.1 Engineer’s Authority 

Welds or portions of welds that fail to meet the acceptance criteria of AWS D1.1 shall be 

repaired or replaced. The Contractor may request acceptance by the Engineer of a weld 

discontinuity, without repair or replacement, when it can be determined that the effect of the 

discontinuity will not be detrimental to the performance of the structure. The Engineer is the final 

authority for acceptance of such welds. 

5.8.2 Magnetic Particle Testing 

If a surface discontinuity or near-surface discontinuity, within 1/8 inch of the surface, is 

detected, the discontinuity shall be rejected and removed. If the separation from the surface 

cannot be determined, the discontinuity shall be categorized as a surface flaw, rejected and 

removed. 

Regions of welds that cannot be inspected shall be identified and recorded, and the Engineer 

shall be notified. 

5.8.3 Ultrasonic Testing - Flaw Detection 

When ultrasonic testing is required, the joint shall be scanned for flaw detection purposes 

following the procedures prescribed in AWS D1.1, Annex K, with exceptions as noted below. 

Joints that fail the acceptance criteria described below may be inspected using the Ultrasonic 

Testing - Flaw Sizing methods as prescribed in Section 5.8.4 of this specification, or, at the 

Contractor’s option, may be excavated for further investigation and repaired, then reinspected 

using these Flaw Detection procedures. 

When ultrasonic testing is required, CJP and PJP groove welds in Seismic Weld Demand 

Categories A, B and C shall be scanned for flaw detection. Acceptance criteria shall be as for 

statically loaded welds in Annex K, Table K-1, of AWS D1.1. 

Commentary: As an alternative, The engineer may elect to permit CJP and PJP 

groove welds in Seismic Weld Demand Categories A, B and C to be scanned for 

flaw detection purposes using AWS D1.1, Table 6.2 as the acceptance criteria. In 

this case, Note 3 regarding “tension welds” is not applicable. 

Joints with backing bars remaining in place shall not be rejected on the basis of indication 

ratings (db values) from the interfaces between backing bar and base metal or backing bar and 

weld. The UT Procedure shall prescribe methods for distinguishing between backing bar 

indications and root discontinuities. 

PJP groove weld joints shall not be rejected on the basis of indication ratings (db values) 

from the root area of the weld. Notches within the weld, located a distance more than 1/8 inch 

from the as-welded root, shall be scanned for acceptance using the criteria above. 

Part I: 5-6 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 5: Fabrication 

Regions of welds that cannot be inspected shall be identified and recorded, and the Engineer 

shall be notified. 

Regions of welds adjacent to cope holes may be inspected with multiple probe techniques. 

5.8.4 Ultrasonic Testing – Flaw Sizing 

Ultrasonic testing for flaw sizing shall be performed following written procedures as required 

by AWS D1.1, Annex K. When flaw-sizing techniques are implemented, the following 

acceptance criteria applies to groove welds: 

1. If a surface flaw or near-surface flaw (within 1/8 inch of the surface) is detected, the flaw 

shall be rejected and removed. If the separation from the surface cannot be measured, the 

flaw shall be categorized as a surface flaw, rejected and removed. 

2. When backing bars remain in place, the position of notch tips that extend into the weld metal 

shall be determined. The notch shall be rejected if it extends greater than 1/8-inch into the 

thickness of the weld. The weld present between the backing bar and column face shall not be 

considered a part of the weld thickness in determining the depth of notch or thickness of 

weld. 

3. Embedded flaws, defined as those that do not come within 1/8 inch of the surface, shall be 

rejected if their height exceeds 1⁄4 inch. 

4. Embedded flaws shall be rejected if their area, as calculated by multiplying the maximum 

discontinuity height by the maximum discontinuity length, exceeds the thickness of the 

thinner parent metal multiplied by the thickness of the thicker parent metal. 

5. Embedded flaws, either individually or as a group within a length of weld 12 inches or less, 

shall be rejected if they exceed a total area (the sum of the areas of individual discontinuities) 

equal to 10% of the thickness of the thinner parent metal multiplied by the weld length. The 

weld length used for this calculation shall not exceed 12 inches, with longer welds being 

evaluated in multiple parts. 

6. Aligned discontinuities of lengths L1 and L2 separated by less than (L1+L2)/2 shall be 

evaluated as continuous. 

7. Parallel discontinuities of heights H1 and H2 separated by less than (H1+H2)/2 shall be 

evaluated as continuous. 

Part I: 5-7 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

Part I 

6. Quality Control and Quality Assurance 

6.1 Specifications 

The specifications and standards listed in this Section govern the execution of Quality 

Control and Quality Assurance, including nondestructive testing, except as noted otherwise in 

this document. 

6.1.1 Codes 

Applicable local building code, including standards referenced by the code 

6.1.2 Quality Assurance Agency Practices 

ASTM E329 - Recommended Practice for Inspection and Testing Agencies for Concrete, 

Steel and Bituminous Materials as used in Construction 

ASTM E543 - Standard Practice for Agencies Performing Nondestructive Testing 

ASTM E1212 - Standard Practice for Establishment and Maintenance of Quality Control 

Systems for Nondestructive Testing Agencies 

6.1.3 Magnetic Particle Testing (MT) 

ASTM E709 - Standard Guide for Magnetic Particle Examination 

ASTM E1444 - Standard Practice for Magnetic Particle Examination 

6.1.4 Ultrasonic Testing (UT) 

ASTM E587 - Standard Practice for Ultrasonic Angle-Beam Examination by the Contact 

Method 

ASTM E114 - Standard Practice for Ultrasonic Pulse-Echo Straight-Beam Examination 

by the Contact Method 

ASTM E164 - Standard Practice for Contact Examination of Weldments 

ASTM A898 - Standard Specification for Straight Beam Ultrasonic Examination of 

Rolled Steel Structural Shapes 

ASTM A435 - Standard Specification for Straight-Beam Ultrasonic Examination of Steel 

Plates 

6.1.5 Nondestructive Testing Personnel Qualification 

(a) ANSI/ASNT CP-189-1995, ASNT Standard for Qualification and Certification of 

Nondestructive Testing Personnel; 

or 

Part I: 6-1 
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

(b) ASNT Recommended Practice No. SNT-TC-1A, Personnel Qualification and Certification 

in Nondestructive Testing, 1995 

6.2 Submittals 

The Quality Assurance Agency shall submit the following items: 

1. Qualifications of QA Agency’s management and QA personnel designated for the project, 

2. QA Agency’s Written Practice, as defined in Section 6.2.1, 

3. Qualification records for Inspector and NDT technicians designated for the project, 

4. QA Agency’s NDT procedures, equipment calibration records, and personnel training 

records, and 

5. QA Agency’s Quality Control Plan for the monitoring and control of the Agency’s 

operations. 

6.2.1 Written Practice for Quality Assurance Agencies 

The Quality Assurance Agency shall maintain a Written Practice for the selection and 

administration of inspection personnel, describing the training, experience and examination 

requirements for qualification and certification of inspection personnel. The Written Practice 

shall also describe the Agency's procedures for determining the acceptability of the structure in 

accordance with the applicable codes, standards, and specifications. The Written Practice shall 

also describe the Agency’s inspection procedures, including general inspection, material controls, 

visual welding inspection, and bolting inspection. 

Commentary: The Quality Assurance Written Practice submittals should be 

furnished to the fabricator and erector, to provide the parties performing the 

work with an understanding of the quality assurance measures that will be 

employed. 

6.2.1.1 Bolting Inspection Procedures 

Bolting inspection procedures shall meet the requirements of the RCSC Specification and the 

Quality Assurance Plan. Inspection procedures shall be written specifically for the installation 

and pretensioning methods to be used, i.e. turn-of-nut method, calibrated wrench method, twistoff bolt method, or direct tension indicator method. Written procedures shall also be prepared for 

the arbitration of disputes, to be used should a dispute arise regarding the pretension of 

previously installed fasteners. 

6.2.1.2 Welding Inspection Procedures 

Welding inspection procedures shall meet the requirements of the AWS D1.1 and the Quality 

Assurance Plan. 

Part I: 6-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

6.2.1.3 Shear Connector (Stud) Inspection Procedures 

Shear connector inspection procedures shall meet the requirements of the AWS D1.1 and the 

Quality Assurance Plan. 

6.2.2 Written Practice for Nondestructive Testing Agencies 

The NDT Agency shall maintain a Written Practice for the control and administration of 

NDT personnel training, examination and certification, describing the training, experience and 

examination requirements for each level of certification. The Written Practice shall describe the 

responsibility of each level of certification for determining the acceptability of material and 

weldments in accordance with the applicable codes, standards, specifications and procedures. 

6.3 Inspector Qualifications 

6.3.1 Special Inspector Qualifications 

Special Inspectors shall be trained and competent, to the satisfaction of the party responsible 

for the Quality Assurance Plan, to provide the assigned special inspection tasks. 

6.3.2 Welding Inspector Qualifications 

All Welding Inspectors shall have adequate visual acuity, documented by vision testing 

performed within the past three years, in accordance with AWS D1.1, Section 6.1.4.4. 

All Welding Inspectors shall be trained and thoroughly experienced in inspecting welding 

operations, and qualified in accordance with AWS D1.1, Section 6.1.4. 

For welds in Seismic Weld Demand Categories A and B, welding inspectors shall be AWS 

Certified Welding Inspectors (CWI), or Senior Certified Welding Inspectors (SCWI), as defined 

in AWS QC1, Standard and Guide for Qualification and Certification of Welding Inspectors, 

latest edition. 

For welds in Seismic Weld Demand Category C, welding inspection personnel shall be AWS 

Certified Associate Welding Inspectors (CAWI) or higher, or otherwise qualified under the 

provisions of AWS D1.1-98, Section 6.1.4, to the satisfaction of the party responsible for the 

Quality Assurance Plan. 

The use of assistants in inspection operations is permitted, provided the assistants are 

adequately trained in their responsibilities, and are under the close supervision of the inspector 

responsible for the joint or connection being inspected. 

The qualification of an inspector previously certified as a CWI is acceptable, although the 

certification may have expired, provided the inspector has remained active in the inspection of 

welded steel fabrication. 

Part I: 6-3 
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

6.3.3 NDT Personnel Qualifications 

Nondestructive testing personnel shall be qualified under either of the American Society for 

Nondestructive Testing, Inc. (ASNT) documents referenced in Section 6.1.5. 

NDT may be performed by NDT Level I personnel only under the close, direct supervision of 

an NDT Level II. 

For welds in Seismic Weld Demand Categories A and B, UT may be performed only by UT 

technicians certified as Level II by their employer, or as ASNT Level III certified by examination 

by the ASNT, and have passed the Supplementary UT Inspector examination as described in 

Section 6.3.3.1. 

6.3.3.1 Supplementary NDT Personnel Qualification Testing 

Ultrasonic testing technicians who perform flaw detection or sizing shall be trained in 

applicable UT procedure and shall demonstrate their competence through testing as prescribed in 

Appendix E. 

6.3.4 Bolting Inspector Qualifications 

Bolting inspectors shall be trained and qualified to inspect bolting operations and highstrength bolted connections for compliance with the RCSC Specification and the Quality 

Assurance Plan. Competency shall be demonstrated through the administration of a written 

examination and through the hands-on demonstration by the Inspector of the methods to be used 

for bolt installation and inspection. 

6.4 Contractor Tasks 

The Contractor shall provide the management, personnel, equipment and services necessary 

to perform the Quality Control functions required in Sections 6.6, 6.7, 6.8, and 6.9. 

6.5 Quality Assurance Agency Tasks 

The Quality Assurance Agency shall provide the management, personnel, equipment and 

services necessary to perform the Quality Assurance functions required in Sections 6.6, 6.7, 6.8, 

and 6.9. 

6.6 Welding Inspection 

The welder, QC Welding Inspector, and QA Welding Inspector, as appropriate, shall perform 

the QC and QA tasks indicated in the following list, as amplified by Tables 6-1 and 6-2. Table 

6-1 assigns a Process and Visual Inspection Welding Category for each welded joint, depending 

on the Seismic Weld Demand and Consequence Categories for the joint indicated on the design 

drawings. Table 6-2 indicates the specific actions required of the welder, QC Welding Inspector 

and QA Welding Inspector for joints of each Process and Visual Inspection Welding Category. 

Part I: 6-4 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

This list shall not be considered exclusive of any additional inspection tasks that may be 

necessary to meet the requirements of the codes or the Quality Assurance Plan. 

1. Review and understand the applicable portions of the specifications, the Contract Documents 

and the shop drawings for the project. 

2. Verify that all applicable welder qualifications, welding operator qualifications and tack 

welder qualifications are available, current and accurate. 

3. Require requalification of any welder, welding operator or tack welder who has, for a period 

of six months, not used the process for which the person was qualified. 

4. Verify welder identification and qualification. Verify that any required supplemental welder 

qualification testing, if required for the joint, has been executed and that the welder has 

passed. 

5. Verify that each welder has a unique identification mark or die stamp to identify welds. 

6. Verify that all applicable Welding Procedure Specifications (WPSs), with Procedure 

Qualification Records (PQRs) as needed, are available, current and accurate. 

7. Verify that an approved Welding Procedure Specification (WPS) has been provided and that 

each welder performing the weld has reviewed the WPS. A copy of the appropriate WPSs 

shall be available for each joint, although need not be present at each joint location. 

8. Review mill test reports for all main member and designated connection base material for 

compliance with the project requirements. 

9. Verify base material identification with the approved shop drawings and specifications. 

10. Verify the electrode, flux and shielding gas certifications for compliance with the Contract 

Documents. 

11. Verify welding consumables with the approved shop drawings and approved WPSs. 

12. Verify that electrodes are used only in the permitted positions and within the welding 

parameters specified in the WPS. 

13. Verify that electrodes and fluxes are properly stored, and that exposure limits for the welding 

materials are satisfied. 

14. At suitable intervals, observe joint preparation, assembly practice, preheat temperatures, 

interpass temperatures, welding techniques, welder performance and any postweld controlled 

cooling or heat treatment to ensure that the applicable requirements of the WPS and Code are 

satisfied. 

15. At suitable intervals, verify proper current and voltage of the welding equipment in 

application of the WPS, if needed, by using a hand held calibrated amp and volt meter. 

Current and voltage shall be measured near the arc with this equipment. 

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FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

16. Inspect the work to ensure compliance with AWS D1.1 or the specified weld acceptance 

criteria. Size and contour of welds shall be measured with suitable gauges. A strong light, 

magnifiers, or other devices as needed may be used to aid visual inspection. 

17. Schedule NDT technicians in a timely manner, after the visual inspection is complete and the 

assembly has cooled. The final NDT on a specific weld shall not be performed sooner than 24 

hours after the welding has been completed. See Section 6.7.3. 

18. Mark the welds, parts, and joints that have been inspected, and accepted, with a 

distinguishing mark or die stamp, or maintain records indicating the specific welds inspected 

by each inspector. 

19. Document the accepted and rejected items in a written report. Transmit the report to the 

designated recipients in a timely manner. 

Commentary: The Engineer must indicate the appropriate Seismic Weld Demand 

Category and Seismic Weld Consequence Category for each welded joint, on the 

design drawings. FEMA 350 and FEMA 351 specify the appropriate categories 

for welded joints in prequalified moment resisting connections. Part II of this 

document provides guidelines for assigning Seismic Weld Demand and Seismic 

Weld Consequence categories. 

Table 6-1 Process and Visual Welding Inspection Categories 

Seismic Weld 

Consequence 

Category 

Seismic Weld Demand Category 

A B C 

H 1 1 2 

M 1 2 3 

L 2 3 3 

6.7 Nondestructive Testing of Welded Joints 

6.7.1 Magnetic Particle Testing 

For welds classified into Seismic Weld Demand Categories in the design documents, 

Magnetic particle testing (MT) shall be conducted by the Quality Assurance Agency at the 

frequency designated in Table 6-3. MT shall be performed in accordance with the requirements 

of AWS D1.1, the ASTM standards referenced in Section 6.1.3 of this specification, and the 

provisions of Appendix F. 

6.7.2 Ultrasonic Testing 

For welds classified into Seismic Weld Demand Categories in the design documents, 

Ultrasonic testing (UT) shall be conducted by the Quality Assurance Agency for the percentage 

of joints designated in Table 6-3. UT shall be performed in accordance with the requirements of 

AWS D1.1, and the ASTM standards referenced in Section 6.1 of this specification. 

Part I: 6-6 
Recommended Specifications and Quality FEMA-353

Assurance Guidelines for Steel Moment-Frame Part I: 

Construction for Seismic Applications Chapter 6: 

Part I: 6-7

Table 6-2 Process and Visual Welding Inspection Tasks

Process and Visual Welding Inspection

Category:

1 2 3

Inspector

QC QA QC QA QC QA Inspection

Tasks

Welder

H O H O H O H O H O H O

Inspection Prior to Welding

Proper WPS selected for joint detail � � � � � � �

Proper welding materials selected � � � � � � �

WPS settings (voltage, polarity,

current, wire feed speed) on welding

equipment verified

� � �� � � � �

Shielding gas type (if used) verified � � � � � � �

Shielding gas flow rate setting

verified

� � � � � � �

Fit of backing bar (if used) acceptable � � � � � � �

Measure root opening � � � � � � �

Measure groove angle � � � � � � �

Verify above dimensions within joint

tolerance and WPS tolerance

� � � � � � �

Mark root edge location on beam

flange for UT inspection (if required)

� � � � � � �

Condition of steel surface acceptable � � � � � � �

Existing tack welds clean and of

adequate quality

� � � � � � �

Wind velocity within limits � � � � � � �

Weld joint surfaces free of

discontinuities

� � � � � � �

Minimum preheat required applied

and verified

� �� �� � � � �

Maximum preheat verified � �� �� � � � �

Observation of welder’s inspection � �� � � � � �

Observation of QC inspection �� � � �

See Legend and Notes at the end of the table.

Recommended Specifications

Quality Control and Quality Assurance
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

Table 6-2 Process and Visual Welding Inspection Tasks (Continued) 

Process and Visual Welding Inspection 

Category: 

1 2 3 

Inspection 

Tasks 

Welder 

Inspector 

QC QA QC QA QC QA 

H O H O H O H O H O H O 

Inspection During Welding 

WPS followed (voltage, current, wire 

feed speed, travel speed, stickout, gas 

flow rate, pass location) 

� �� �� �� � � �

Welding materials exposure control 

maintained 

� �� �� �� � � �

Minimum interpass temperature 

maintained and verified 

� �� �� �� � � �

Maximum interpass temperature 

verified 

� �� �� �� � � �

No detrimental change in 

environmental conditions 

� � � � � � �

Tack welds do not crack during 

welding 

� � � � � � �

Each pass cleaned � � � � � � �

Each pass within profile limitations � � � � � � �

Each pass meets quality requirements � � � � � � �

Proper technique used (electrode angle, 

stringer beads) 

� � � � � � �

NDT in process, when required � � � � � � �

Observation of welder’s inspection � � � � � �

Observation of QC process � � �

See Legend and Notes at the end of the table. 

Part I: 6-8 
Recommended Specifications and Quality FEMA-353

Assurance Guidelines for Steel Moment-Frame Part I: 

Construction for Seismic Applications Chapter 6: 

Part I: 6-9

Table 6-2 Process and Visual Welding Inspection Tasks (Continued)

Process and Visual Welding Inspection

Category:

1 2 3

Inspector

Inspection QC QA QC QA QC QA

Tasks

Welder

H O H O H O H O H O H O

Inspection after Welding

Welder identification legible � � � � � � �

Inspection delay period satisfied � � � � � �

Weld cleaned � � � � � � �

Weld size and length verified � � � � � � �

Weld within profile limitations � � � � � � �

Weld appearance indicates thorough

fusion

� � � � � � �

Weld craters acceptable � � � � � � �

Undercut within limitations � � � � � � �

Porosity within limitations � � � � � � �

Weld free of cracks � � � � � � �

Backing bars removed (if required) � � � � � � �

Weld tabs removed (if required) � � � � � � �

Surface finish (grind, contour) as

required

� � � � � � �

Observation of welder’s inspection � � � � � � �

Observation of QC process � � �

NDT completed � � � � � �

See Legend and Notes at the end of the table.

Recommended Specifications

Quality Control and Quality Assurance
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

Table 6-2 Process and Visual Welding Inspection Tasks (Continued) 

Legend: 

� The welder or Inspector, as noted, should perform this function, with measurements as necessary. 

�� The Inspector should observe these operations more frequently. 

H Hold – The welder shall not proceed with welding until inspection of this item is performed by the 

designated Inspector. After this inspection, the welder may proceed with welding until completion, with 

observation of welding functions on a random, periodic basis by the Inspector. For inspection after 

welding, this inspection must be performed prior to final acceptance of the item. 

O Observe – The welder may proceed with welding after completing his / her own inspection. The Inspector 

shall perform random, daily, periodic inspection and observation of these welding functions. 

Notes: 

1. The precise level and frequency of observation by either QC or QA is not specified. Inspection frequency 

shall be adequate to provide reasonable confidence in the control of the welding process and the quality of 

the completed welds. Consideration shall be made of the consistency achieved in satisfying the required 

welding parameters, and the effect of the welding parameter upon weld quality and performance. 

2. As a minimum, the observation inspection tasks listed shall be performed on a daily basis. 

3. Hold point inspections for WPS selection and welding materials need be performed only when changed by 

the welder. 

4. This list shall not be considered exclusive of any additional inspection tasks that may be necessary to meet 

the requirements of the codes or the Quality Assurance Plan. 

6.7.3 NDT Delay Periods 

Final visual inspection may take place immediately upon cooling to ambient temperature. 

Final nondestructive testing, either MT or UT, may not begin until 24 hours after the completion 

of welding. If delayed cooling such as insulating blankets or PWHT has been used, the 24-hour 

delay period shall begin after the steel has reached ambient temperature. 

At the Contractor’s option, Contractor Quality Control NDT may be performed before the 

delay period has expired, but shall not be used for final acceptance. In-process MT, such as for 

verifying the removal of cracks and other discontinuities when backgouging or repairing thermal 

cut surfaces, may be performed immediately upon completion of the welding or backgouging. No 

cooling period is necessary. Final MT and UT of the joint or repair shall not be performed until 

the 24-hour delay period is met. Final MT of weld tabs may be performed immediately upon 

completion. 

6.7.4 Nondestructive Testing Requirements 

The NDT technician shall perform all NDT, other than visual, required by the Quality 

Assurance Plan, Contract Documents and Building Code. NDT shall be performed in a timely 

manner, so as not to hinder production, and to detect welding problems soon after occurrence so 

that corrective measures may be taken by the Contractor to rectify such problems. 

Part I: 6-10 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

The NDT technician shall mark the welds, parts, or joints that have been inspected and 

accepted with a distinguishing mark or die stamp, or maintain records indicating the specific 

welds inspected. 

The accepted and rejected items shall be documented in a written report. The report shall be 

transmitted to the designated recipients in a timely manner. 

6.7.4.1 Heavy Sections 

Heavy Section column flanges located at welded moment-resisting connections shall be 

ultrasonically examined, prior to welding, for evidence of laminations, inclusions or other 

discontinuities in accordance with ASTM A435, Straight Beam Ultrasonic Examination of Steel 

Plates, or ASTM A898, Straight Beam Ultrasonic Examination of Rolled Steel Structural 

Shapes, as applicable. The area to be tested is a zone 3 inches above and below each beam flange 

connection. For plates, any discontinuity causing a total loss of back reflection that cannot be 

contained within a circle the diameter of which is 3 inches, or one-half the plate thickness, 

whichever is greater, shall be rejected. For shapes, ASTM 898 Level I criteria is applicable. 

If moment connections are made to the weak axis of a wide flange column, the column web 

shall be similarly examined to the above criteria. 

6.7.4.2 Lamellar Tearing 

After joint completion, base metal thicker than 1-1/2 inches, in Seismic Force Resisting 

System joints where subject to through-thickness shrinkage strains from welding, and where UT 

is required by Table 6-3, shall be ultrasonically tested for discontinuities behind and adjacent to 

such welds. Any lamellar tearing discontinuities shall be accepted or rejected on the basis of 

criteria established by the Engineer or designated registered design professional in responsible 

charge of the work for that specific joint. 

6.7.4.3 Column Splices 

CJP and PJP groove welded column splices that are a part of the Seismic-Force-Resisting 

System, and are subject to applied tension under lateral loading, shall be ultrasonically tested as a 

QA Category BH/T weld. Those splices not subjected to applied tension from lateral loading, 

need not be ultrasonically tested. 

Commentary: Since the Contractor can not determine which column splices may 

be subject to applied tension under lateral loading, the Engineer should indicate 

these splices on the design drawings. The determination as to whether a splice is 

under tension should be made considering load combinations with seismic loads 

amplified by the overstrength factor, W0, in accordance with FEMA-302. 

Part I: 6-11 
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

Table 6-3 Nondestructive Testing Requirements

Seismic Weld Demand Category

A B C

H CJP

MT 100% of joints, full 

length 

UT 100% of joints, full 

length 

PJP, fillets

MT 100% of joints, full 

length 

CJP

MT 100% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

UT 100% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

(Reduce UT to 25% of joints, of length as 

above, with low reject rate) 

PJP, fillets

MT 25% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

CJP

UT 10% of joints, full 

length if transversely 

loaded, partial length if 

longitudinally loaded 

PJP, fillets

MT 10% of joints, 6” spot 

at random 

M CJP

MT 100% of joints, full 

length 

UT 100% of joints, full 

length 

(Reduce UT to 25% of 

joints, full length, with 

high acceptance rate) 

PJP, fillets

MT 100% of joints, full 

length 

CJP

MT 100% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

UT 100% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

(Reduce UT to 25% of joints, of length as 

above, with low reject rate) 

PJP, fillets

MT 25% of joints, full length if transversely 

loaded, partial length if longitudinally loaded 

No NDT required 

Seismic Weld Consequence Category

L CJP

MT 25% of joints, full 

length 

UT 25% of joints, full 

length 

PJP, fillets

MT 10% of joints, 6” 

spot at random 

CJP

UT 10% of joints, full length 

PJP, fillets

MT 10% of joints, 6” spot at random 

No NDT required 

Notes: 

• UT is required only when the weld throat is 5/16” or greater. 

• Reduce the rate of UT, where noted, if after 40 welds have been inspected, an individual welder’s reject rate is 

less than 5%. 

• Partial length testing is applicable for longitudinally loaded welds when over 24 inches in length. Inspect the 

beginning and end of each weld for a 6 inch length, plus any location along the length of the weld where a start 

and restart is visually noted for a distance of 6 inches on either side of the stop/start location, and a 6 inch length 

for every 10 feet for a given weld. 

• For column splices, see Section 6.7.4.3. 

Part I: 6-12 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

6.7.4.4 Column Webs at Continuity Plates 

After welding continuity plates, test column webs for cracking using liquid penetrant testing 

(PT) or magnetic particle testing methods over a 3 inch minimum zone above and below 

continuity plates. 

6.7.4.5 Column Webs at Doubler Plates 

Doubler plates that are welded to the column at the intersection of the column web and 

flange, either on the radius or in the column “k-area”, shall have the weld termination areas and 

adjacent column web inspected using magnetic particle testing or liquid penetrant testing (PT). 

Column doubler plates that are welded only to the column flange need not have the column 

web inspected using nondestructive testing. 

6.7.4.6 Weld Access Holes 

Weld access holes shall be inspected using magnetic particle testing or liquid penetrant 

testing (PT) for base metal cracks and cracks from thermal cutting if the member is a part of the 

Seismic Force Resisting System framing, regardless of member size, or designated as a Heavy 

Section. 

If a welded repair has been performed, magnetic particle testing shall be performed in the 

area immediately adjacent to the welded repair area. 

6.7.4.7 Reduced Beam Section Repairs 

If repairs to the Reduced Beam Section cut surface are performed by welding, the repair weld 

and immediately adjacent area shall be inspected using magnetic particle testing. 

Commentary: This section only applies to moment-resisting connections 

employing prequalified Reduced Beam Section details. Refer to FEMA-350 for 

prequalification details. 

6.8 Bolting Inspection 

The Bolting Inspector, whether designated QC or QA, shall complete the following items: 

1. Review and understand the applicable portions of the specifications, contract drawings, shop 

detail drawings and erection plans for the project. 

2. Review all manufacturer certifications for material compliance with the project requirements. 

3. Verify bolting material identification. 

4. Verify suitable, controlled storage conditions. 

5. Verify that all applicable bolt installation procedures are available, current and accurate. 

Part I: 6-13 
FEMA-353 Recommended Specifications and Quality 

Part I: Recommended Specifications Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Quality Control and Quality Assurance Construction for Seismic Applications 

6. Verify that the appropriate bolt installation procedure has been provided and reviewed by 

each bolting crew member performing the work. 

7. Observe the pre-installation testing performed at the start of the work for each assembly lot. 

8. For the calibrated wrench method of installation, observe calibration of the wrench(s) at the 

start of each work shift. 

9. Verify the suitability of the bolted joints, such as bolt hole size and condition, prior to 

assembly. Check for unfair reaming or slotting of poorly aligned holes. 

10. For slip-critical joints, verify that the required faying surface conditions are met. 

11. Prior to pretensioning, verify that all bolts have been installed and the joint brought to the 

snug tight condition. 

12. For pretensioned joints, routinely observe, at suitable intervals, the pretensioning operations 

to verify the proper application of the bolting procedures. 

13. Arbitrate any disputes regarding achieved bolt pretension immediately upon installation of 

the bolts in dispute. 

14. Complete a written report recording the joints observed, inspected, and accepted. The report 

shall be transmitted to the designated recipients in a timely manner. 

6.9 Shear Stud Welding Inspection 

Periodically, the stud welding shall be inspected and tested in accordance with AWS D1.1 

Section 7, including the following: 

1. Witness or review stud base qualification testing, as needed. 

2. Witness welding operator qualification testing. 

3. Witness or review pre-production testing and qualification. 

4. Periodically, inspect welding and perform verification inspection and testing. 

6.10 Special Inspection 

The Special Inspector shall perform the following inspection tasks, if so designated in the 

Quality Assurance Plan. 

1. Ascertain that all material complies with the Contract Documents, either by material and 

product certifications and/or by testing. 

2. Evaluate the Contractor’s QC program and its effectiveness. 

3. Verify that the fabricator is properly implementing the fabrication procedures and quality 

control procedures. 

4. Verify the qualifications of the QC and QA Inspectors and the NDT technicians. 

Part I: 6-14 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Recommended Specifications 

Construction for Seismic Applications Chapter 6: Quality Control and Quality Assurance 

5. Inspect the steel frame to verify compliance with the details shown on the approved 

construction documents, such as bracing, stiffening, member locations and proper application 

of joint details at each connection. 

6. Verify that all fabrication and erection, including welding and bolting, is performed in 

accordance with the Contract Documents. 

7. Keep written records of the inspections performed. 

8. Distribute copies of written records to the Owner, Engineer, Contractor and/or Building 

Official, as specified in the Quality Assurance Plan. Records documenting correction of 

nonconformance shall be distributed to the same organizations as those receiving reports of 

nonconformance. 

9. Upon completion of the Inspector’s tasks, issue a written report stating that all work 

inspected under the Inspector’s charge meets the applicable codes and specifications, and that 

nonconformances have been corrected or resolved to the satisfaction of the Engineer or other 

persons in responsible charge. 

Part I: 6-15 
FEMA-353 

Recommended Specifications and Quality Part I: Appendix A 

Assurance Guidelines for Steel Moment-Frame Weld Metal / Welding Procedure 

Construction for Seismic Applications Specification Toughness Verification Test 

Part I

APPENDIX A. WELD METAL / WELDING PROCEDURE

SPECIFICATION TOUGHNESS VERIFICATION TEST

Scope 

This appendix supplements Part I, Section 2.4.1, and provides a standard method for 

qualification testing of weld filler metals required to have specified notch toughness for service 

in steel moment frames for seismic applications. The WPS Toughness Verification Test may be 

performed by the filler metal manufacturer or by the Contractor. 

Testing and certification of each lot to be used in production shall be performed on each filler 

metal manufacturer’s production lot, as defined in AWS A5.01, Filler Metal Procurement 

Guidelines, as follows: 

1. Class C3 for SMAW electrodes, 

2. Class S2 for GMAW-S and SAW electrodes, 

3. Class T2 for FCAW and GMAW-C, or 

4. Class F2 for SAW fluxes. 

Alternatively, filler metal manufacturers approved for production of products meeting the 

above requirements, under a program acceptable to the Engineer, need not conduct the 

mechanical A5 tests or the Weld Metal / WPS Toughness Verification Test for each lot, and may 

rely upon the Manufacturer’s certifications that the product meets the specified performance 

requirements. 

Test Conditions 

Tests shall be conducted at the range of heat inputs for which the weld filler metal will be 

qualified under the WPS. It is recommended that tests be conducted at the Low Heat Input Level 

and High Heat Input Level indicated in Table A-1. Alternatively, the filler metal manufacturer or 

Contractor may elect to test a wider or narrower range of heat inputs and interpass temperatures. 

The range of heat inputs and interpass temperatures tested shall be clearly stated on the test 

reports and user data sheets. Regardless of the method of selecting test heat input, the WPS, as 

used by the Contractor, must fall within the range of heat inputs and interpass temperatures 

tested. 

Table A-1 WPS Toughness Verification Test 

Welding and Preheat Conditions 

Cooling Rate Heat Input Preheat oF Interpass oF 

Low Heat Input Test 30 kJ/in. 70 +/- 25 200 +/- 50 

High Heat Input Test 80 kJ/in. 300 +/- 25 500 +/- 50 

Part I: A-1 
FEMA-353

Part I: Appendix A Recommended Specifications and Quality

Weld Metal / Welding Procedure Assurance Guidelines for Steel Moment-Frame

Specification Toughness Verification Test Construction for Seismic Applications

Test Specimens 

Two test plates shall be used for each heat input level and five CVN test specimens shall be 

made per test plate. Each plate shall be steel, of any AISC-listed structural grade. The test plate 

shall be 3⁄4-inch thick with a 1⁄2-inch root opening and 45� included groove angle. The test plate 

and specimens shall be as shown in Figure 2A in AWS A5.20-95, or as in Figure 5 in AWS 

A5.29-89R. A minimum of two passes per layer shall be used to fill the width. 

All test specimens shall be taken from near the centerline of the weld at the mid-thickness 

location, in order to minimize dilution effects. CVN specimens shall be prepared in accordance 

with AWS B4.0-92, Standard Methods for Mechanical Testing of Welds, Section A3. The test 

assembly shall be welded in the flat position and shall be restrained during welding, or preset at 

approximately 5 degrees to prevent warpage in excess of 5 degrees. A welded test assembly that 

has warped more than 5 degrees shall be discarded. Welded test assemblies shall not be 

straightened. 

The test assembly shall be tack welded and heated to the specified preheat temperature, 

measured by temperature indicating crayons or surface temperature thermometers one inch from 

the center of the groove at the location shown in the figures cited above. Welding shall continue 

until the assembly has reached the interpass temperature prescribed in Table A-1. The interpass 

temperature shall be maintained for the remainder of the weld. Should it be necessary to interrupt 

welding, the assembly shall be allowed to cool in air. The assembly shall then be heated to the 

prescribed interpass temperature before welding is resumed. 

No thermal treatment of weldment or test specimens is permitted, except that machined 

tensile test specimens may be aged at 200oF to 220oF for up to 48 hours, then cooled to room 

temperature before testing. 

Acceptance Criteria 

All test samples shall meet the strength requirements for the electrodes as provided in Part I, 

Section 2.4.1.1. The lowest and highest values obtained from each of five specimens from a 

single test plate shall be disregarded. Two of the remaining three values shall equal, or exceed, 

the specified toughness of 40 ft-lbf energy level at the testing temperature. One of the three may 

be lower, but not lower than 30 ft-lbf, and the average of the three shall not be less than the 

required 40 ft-lbf energy level. 

Part I: A-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Appendix B 

Construction for Seismic Applications Supplemental Welder Qualification Testing Procedure 

Part I

APPENDIX B. SUPPLEMENTAL WELDER QUALIFICATION 

TESTING PROCEDURE 

Scope 

This appendix supplements Part I, Section 3.3.1 and provides for qualification testing of 

welders required to perform critical welds in steel moment frames designed for seismic 

applications. 

Test Plate 

The test plate thickness shall be 1-1/2 inch. The web plate thickness shall be 1 inch. The 

access hole and groove angle shall be as indicated in Figure B-1. The groove angle shall be 30o

, 

with a root opening of 3/8 inch. Steel backing shall be 3/8 inch thick and at least 1 inch wide. 

Weld tabs 3/8 inch thick and 1-1/2 inches long shall be attached at each end of the joint. The 

column plate, representing the column flange and tack welded to the test plate, shall be a 

minimum 3/8 inch thick, and shall be separated from the test plate by 1⁄4 inch. The length of test 

weld shall be 12 inches minimum, not including weld tabs. See Figure B-1. 

Welding Operation 

The welder shall fit and tack weld the test assembly from prefabricated parts, and shall 

perform all the groove welding. Backgouging, cutting, tack weld removal, and grinding 

operations listed in this paragraph may be performed by another welder. Following welding, the 

backing bar shall be removed by air carbon arc cutting, the joint root backgouged to solid weld 

metal, and the root backwelded until flush. The weld tabs shall be removed by thermal cutting or 

air carbon arc cutting, then ground smooth and flush with the test plate. The vertical restriction 

plate and web shall then be removed, tack welds ground to a depth 1/8 inch below the surface, 

and the weld surface ground smooth. Should another procedure be used on the project for the 

removal of the backing bar or weld tabs, then that procedure shall be used for this testing. 

Testing 

Either radiographic testing (RT) in accordance with AWS D1.1, Section 4.30.3 or side-bend 

tests in accordance with this section may be performed. When side-bend tests are to be 

performed, the flat test plate shall be cut to prepare three transverse side-bend tests, with each 

test specimen 3⁄4 inch thick. Two side-bend specimens shall be from near the middle of the joint 

at the web, and one side-bend specimen shall be from near either end of the joint. Testing shall 

be in accordance with AWS B4.0-92, Standard Methods for Mechanical testing of Welds, 

Section A1. 

Part I: B-1 
FEMA-353 Recommended Specifications and Quality 

Part I: Appendix B Assurance Guidelines for Steel Moment-Frame 

Supplemental Welder Qualification Testing Procedure Construction for Seismic Applications 

Alternatively, radiographic testing may be performed for the full length of the weld in 

accordance with AWS D1.1, Section 4.30.3. 

Acceptance 

All three test specimens must pass the transverse side-bend tests. If radiographic testing is 

used, the specimen must satisfy AWS D1.1, Section 4.30.3.1. 

Test Plate Test Plate Test Plate Test Plate

Attachment Attachment

Plate

1−1/2ˆ 3/8ˆ

Root Opening Root Opening

1−1/2ˆ

3/8ˆ

4−1/2ˆ

Beam Web Interface Beam Web Interface

Backing Bar Backing Bar

30o

weld

1−1/8ˆ

Figure B-1 Supplemental Welder Qualification Test Assembly 

Part I: B-2 
FEMA-353 

Recommended Specifications and Quality Part I: Appendix C 

Assurance Guidelines for Steel Moment-Frame Supplemental Charpy V-Notch Toughness 

Construction for Seismic Applications Testing for Combinations of Filler Metals 

Part I

APPENDIX C. SUPPLEMENTAL CHARPY V-NOTCH TOUGHNESS

TESTING FOR COMBINATIONS OF FILLER METALS

Scope 

This appendix supplements Part I, Section 3.3.2 and specifies provisions for testing to 

confirm adequate Charpy V-Notch (CVN) toughness of weldments when the Flux-Cored Arc 

Welding – Self-Shielded welding process is combined with any other welding process, including 

Flux-Cored Arc Welding – Gas Shielded, and the weld is subject to CVN toughness 

requirements. 

Test Specimens 

One test plate as described below shall be used. Five CVN tests shall be made from the test 

plate. The sequence of weld layers from the different processes shall be the same as that to be 

employed in production. Approximately one-third the thickness of the test joint shall be welded 

with the welding material to be used first, or the existing welding material. The balance of the 

joint shall be welded with the welding material to be used following the first. 

A single test plate, which may be of any AISC-listed structural grade, shall be used. The test 

plate shall be 3⁄4 inches thick with a 5/8-inch root opening and 20� included groove angle. The 

test plate and specimens shall be as shown in Figure 5.1 in AWS D1.5-95, except that only an 

adequate length needed to provide the CVN test specimens, but not less than six inches, is 

necessary. 

All test specimens shall be taken from near the centerline of the weld at the mid-thickness 

location, in order to minimize base metal dilution effects. CVN specimens shall be prepared in 

accordance with AWS B4.0-92, Standard Methods for Mechanical Testing of Welds, Section A3. 

Acceptance Criteria 

The lowest and highest values obtained for the five specimens shall be disregarded. Two of 

the remaining three values shall equal, or exceed, the specified toughness of 40 ft-lbf energy level 

at the testing temperature. One of the three may be lower, but not lower than 30 ft-lbf, and the 

average of the three shall not be less than the required 40 ft-lbf energy level. 

Part I: C-1 
FEMA-353 

Recommended Specifications and Quality Part I: Appendix D 

Assurance Guidelines for Steel Moment-Frame Supplemental Testing for Extended Exposure 

Construction for Seismic Applications Limits for FCAW Welding Filler Metals 

Part I

APPENDIX D. SUPPLEMENTAL TESTING FOR EXTENDED EXPOSURE

LIMITS FOR FLUX-CORED ARC WELDING FILLER METALS

Scope 

This appendix supplements Part I, Section 3.3.3 and specifies provisions for test procedures 

for use in qualifying the extended exposure time for flux-cored arc welding filler metals. 

Test Specimens 

The electrode shall be exposed to an environment of 80oF (+ 5oF, - 0oF) and 80% (+5%, 

- 0%) relative humidity for the period of time desired to be approved for accumulated exposure. 

No conditioning of the electrode after exposure and prior to testing is permitted. The 

environmental chamber shall meet the requirements of AWS A5.5-96, Section 15.4, except for 

Section 15.4(3). Exposure time shall begin when the environmental chamber has reached the 

required temperature and humidity. Time, temperature, and humidity shall be continuously 

recorded for the period that the electrodes are in the chamber. 

All testing for diffusible hydrogen levels shall be performed in accordance with AWS A5.20-

95, Section 15, – Diffusible Hydrogen test, modified as follows: 

1. The diameter of the electrode that will be used shall be tested. 

2. Welds shall be made at a wire feed rate (or welding current) that is at least 75% of the 

manufacturer’s maximum recommended wire feed rate (or welding current) for the electrode 

type and size being tested. The contact tip-to-work distance (TTW) shall be at the minimum 

recommended by the manufacturer. 

Specification Limits 

Based upon test results, the manufacturer of the electrode, or a consultant approved by the 

Engineer for such purposes, shall provide recommendations for storage and atmospheric 

exposure to ensure that the diffusible hydrogen level will not exceed the limits prescribed in 

Part I, Section 2.4.1.2. Such recommendations may take the form of fixed exposure periods, 

varying exposure limits using temperature-humidity charts similar to those provided in AWS 

D1.1-98, Annex VIII, and may include provisions for heated storage and baking of electrode 

wire. Rebaking of wire shall be included only when documented by testing the wire after baking 

to verify that the baking procedure returns the electrode to the diffusible hydrogen level 

prescribed in Part I, Section 2.4.1.2. 

Part I: D-1 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Appendix E 

Construction for Seismic Applications Supplementary Ultrasonic Technician Testing 

Part I 

APPENDIX E. SUPPLEMENTARY ULTRASONIC TECHNICIAN TESTING 

Scope 

This appendix supplements Part I, Section 6.3.3 and provides procedures to be used to 

demonstrate proficiency in ultrasonic testing. The Quality Assurance (QA) Agency shall require 

ultrasonic testing (UT) personnel to demonstrate proficiency by satisfactory performance in a 

prequalification examination. The examination shall consist of practical tests that have been 

developed by the Agency’s UT Level III Specialist, or an organization approved by the Agency, 

and shall incorporate the specific requirements of the Agency’s procedures and the acceptance 

standards contained in Part I, Sections 5.8.3 and 5.8.4 as applicable. The practical examination 

shall also test the ability of UT personnel to complete correctly the relevant reports associated 

with the examination. 

Test Specimens 

The QA Agency shall have test coupons prepared that are of the type and number required to 

represent the details of the steel moment frame welded joints to be examined. Suitable test pieces 

should be full mock-ups of welded joints, with and without backing bars. Typical joint 

geometries of butt, corner and tee configurations shall be utilized. A minimum of 20 flaws shall 

be embedded in the test samples to provide an adequate test of ability. 

Test coupons may contain natural discontinuities, artificial reflectors consisting of nonmetallic inserts in the weld deposit, slots or holes machined in the weld, or thin steel inserts 

welded to bevel preparations to simulate incomplete fusion. 

Test specimens to be employed in repetitive examinations shall be fabricated to produce 

intentional reflectors and to minimize natural flaws. These test pieces shall subsequently be 

examined by an ultrasonic specialist to confirm the detectability of the implant and the absence 

of unintentional reflectors. The UT Level III Specialist should characterize each reflector in the 

test plates into one of the categories defined herein. The characterization, size, and placement of 

the reflectors may be discussed with the candidate following completion of the examination. If 

the test pieces are to be used for later examinations, the examiner shall not reveal the exact 

details of the individual test pieces to avoid compromising the results of the subsequent 

examinations. 

All materials to be employed for test specimen fabrication shall be examined by longitudinal 

wave techniques to ensure the absence of lamination and/or inclusions that might render the test 

pieces unacceptable for test purposes. Materials with laminations and inclusions may 

intentionally be incorporated into selected coupons to evaluate the candidate’s performance on 

these imperfections. Plates for tee joints should be produced from steels with enhanced throughthickness properties to minimize lamellar tearing within the test coupon. 

Part I: E-1 
FEMA-353 Recommended Specifications and Quality 

Part I: Appendix E Assurance Guidelines for Steel Moment-Frame 

Supplementary Ultrasonic Technician Testing Construction for Seismic Applications 

The size of discontinuities inserted or induced into the test coupons shall be consistent with 

the range of flaw size acceptance criteria set forth in Part I, Sections 5.8.3 and 5.8.4, as 

appropriate. 

Candidate Scoring – Flaw Detection 

Candidates shall submit a written report of all detected discontinuities found during the 

examination. The report shall include the characterization of each flaw type (spherical, 

cylindrical, or planar), the size (length and width, but not height unless flaw sizing is to be 

employed), the location along the weld, and the relative position within the weld cross-section. 

For UT technicians who will perform flaw detection in accordance with Part I, Section 5.8.3, 

the following numerical system shall be employed in evaluating the UT technician candidate: 

The rate of flaws detected, based upon reporting of the flaw and its location, irrespective of 

the indication rating recorded, is: 

D = detected flaws / total flaws 

The rate of false indications, based upon a recorded indication that also exceeds the 

indication rating defined in Part I, Section 5.8.3, is: 

F = false indications / total indications 

The UT technician rating R is: 

n - 2 R = 

2(n -1)

(1 + D - F )·100% (E-1) 

where n is the total number of flaws in the test specimens. 

For technicians who will perform flaw detection in accordance with Part I, Section 5.8.3, the 

minimum UT technician rating is 80. 

Candidate Scoring – Flaw Sizing 

For technicians being qualified to perform flaw sizing in accordance with Part I, Section 

5.8.4, the UT technician rating is established by the following equations: 

Lc P = ·100% (E-2) La 

L � Lf � c R = 

Li 

�

�

Ł 

1 - Li ł

�

�·100% (E-3) 

Part I: E-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Appendix E 

Construction for Seismic Applications Supplementary Ultrasonic Technician Testing 

where: 

P = percentage of actual reflectors correctly detected and sized.

R = overall rating including penalty for false alarms, 0 to 100.

La = length of actual reflector contained in the test specimen.

Lc = indicated length of actual discontinuities that have been correctly sized and

located. (Credit is given for the lesser of the reported length or actual length of the 

reflector). 

Li = total length of call by the candidate, right or wrong. 

Lf = length of call to where discontinuity exists. 

For flaw sizing ratings, each linear inch of test specimen weld shall be considered 

independently in the compilation of the candidate’s performance. Identification of the 

discontinuity is considered correct when the size and location of the reflector have been 

determined with sufficient accuracy to rate the discontinuity in accordance with the acceptance 

criteria. For ultrasonic examination, a dimension indicated within a factor of two of true 

dimensions (one-half to twice the actual dimension) is considered accurate within the limits of 

the examination technique. 

Equation E-2 indicates the ability of the candidate to locate and size discontinuities that exist 

in the test pieces. A candidate must achieve a score of 70 or above on Equation E-2 as minimum 

performance. 

Equation E-3 indicates the ability of the candidate to accept the areas of welds in the test 

pieces where no flaws exist. A low score indicates the candidate may call for a large number of 

unnecessary repairs during the course of the actual construction work. The Agency should 

consider, in evaluating the required performance, the consequences of unnecessary repairs, 

including the fact that weld repairs are made under less-favorable conditions than the original 

weld, thereby increasing the potential for a defective repair weld. Consequently, a score of 50 or 

above on Equation E-3 is minimum performance. 

Reexamination 

Previously qualified personnel shall be reexamined when they have not performed 

nondestructive UT examination of steel moment frame construction for a period not to exceed 

six months, when a specific cause to question performance arises, or more frequently when 

required by the QA Agency as a part of their Written Practice. Technicians shall be tested under 

this system, as a minimum, every three years. 

Part I: E-3 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Appendix F 

Construction for Seismic Applications Supplementary Magnetic Particle Testing Procedures 

Part I

APPENDIX F. SUPPLEMENTARY MAGNETIC PARTICLE

TESTING PROCEDURES

Scope 

This appendix supplements Part I, Section 6.7.1 and provides guidelines for preparation of 

procedures for magnetic particle testing (MT). 

Written Procedures 

Written MT examination procedures shall be prepared by the Quality Assurance Agency 

responsible for nondestructive testing, and approved by the designated party responsible for the 

Quality Assurance Plan. The procedures shall be developed considering the geometry of the 

work to be inspected, yoke application, light levels, accessibility, and safety. 

The following items shall be detailed in the written procedure: 

1. type of weld to be examined, 

2. type of magnetizing equipment, including type of current employed, 

3. surface preparation, 

4. examination sequence, 

5. magnetization plan, 

6. magnetic field direction, 

7. magnetic field strength at inspection location, 

8. magnetic particle type and color, 

9. interpretation of indications, 

10. acceptance criteria, and 

11. reporting forms and procedures. 

Procedure Evaluation 

An evaluation of the system performance and sensitivity shall be demonstrated prior to the 

beginning of any testing work. A magnetic particle test bar shall be used to verify sensitivity to a 

depth of 1/8 inch. This requirement shall be included within the written procedure. 

Part I: F-1 
FEMA-353 Recommended Specifications and Quality 

Part I: Appendix F Assurance Guidelines for Steel Moment-Frame 

Supplementary Magnetic Particle Testing Procedures Construction for Seismic Applications 

Method 

Prior to MT, the weld shall be inspected visually for detection of gross imperfections. The 

inspected surface shall be cleaned where necessary. 

The continuous method, using an alternating current (AC) electromagnetic yoke (double leg 

or single leg configuration) with dry white-light-visible magnetic particles, may be used as a 

preliminary examination. Rectified AC (that is, DC) and residual induction methods may also be 

employed for preliminary examination. 

Final examination shall use DC current of the strength required to achieve a depth of 

examination of 1/8 inch. The examination shall take place while the magnetizing current is on, 

including application of particles, removal of excess particles, and indication interpretation. 

Yoke 

The yoke shall be of the articulating-leg rectified AC (DC) type to allow for the inspection of 

various geometries. A single-leg yoke may be used in areas of tight access. Fixed-leg yokes are 

not permitted. Rectified AC (DC) yokes shall have a minimum lifting power of 40 pounds when 

the legs are spaced at the inspection distance. Yokes shall be routinely tested to ensure that the 

required magnetization performance and sensitivity levels are met during inspection. 

Magnetization 

A magnetizing current at 50 to 60 Hertz AC electromagnetization may be used for detection 

of surface-breaking discontinuities. System sensitivity shall be checked with a suitably located 

pie gauge. The current shall then be changed from AC to rectified AC (DC) for deeper 

penetration of the magnetizing field into the part. 

Particles 

The magnetic particles shall be dry, finely divided high-permeability ferromagnetic material 

with low retentivity and a suitable size range. The particles shall have 75 percent (by weight) 

particles finer than a 120 ASTM sieve mesh, a minimum of 15 percent (by weight) dry particles 

being finer than a 325 ASTM sieve mesh. Their color shall provide high contrast to the 

background on which applied. Particles shall be free from rust, fillers, or other material that 

could interfere with their use. Magnetic particle materials shall be used only once. 

Particle application and removal equipment (powder bulbs, aerosol sprays) shall be such that 

fine indications are not removed by excessive force. 

Part I: F-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part I: Appendix F 

Construction for Seismic Applications Supplementary Magnetic Particle Testing Procedures 

Lighting 

Adequate light shall be present for observation of particle indications. A minimum of 100 

foot-candles (1000 lux) shall be present at the inspection location, measured with a calibrated 

light meter. 

Surface Condition 

The surface shall be cleaned to bare metal prior to magnetic particle testing by grinding, wire 

brushing, hand scraping, or a combination of these. Welds shall be dry and free from foreign 

materials such as dirt, grease, rust, and excessive weld spatter. A thin, light coating of contrasting 

paint may be applied to assist in the detection of smaller imperfections. 

Equipment Performance Checks 

The performance and sensitivity of the magnetic particle inspection system and procedures 

shall be checked at regular intervals. The following parameters shall be checked each day, prior 

to performing any examination, and shall be documented: 

1. yoke magnetizing strength, 

2. sensitivity to imperfections at a depth of 1/8 inch, using a test bar, 

3. yoke set-up, 

4. magnetizing field direction, 

5. magnetic particle performance, and 

6. particle removal force, using standard samples with discontinuities. 

Yoke Placement 

Examination shall be conducted with sufficient overlap to ensure 100% coverage. However, 

if the geometry of the piece does not permit 100% evaluation of the piece, this shall be stated on 

the test report. 

For inspection for discontinuities in the longitudinal direction, the yoke shall be placed 

astride and perpendicular to the weld. The yoke legs shall be positioned such that they are 

approximately 1⁄2 inch from the toe of the weld. The effective area of inspection is between the 

yoke legs, with a lateral area of approximately 1-1/2 inches on either side of the centerline 

between the yoke legs. The total length weld coverage for one position of the yoke is 

approximately 3 inches. Sufficient overlap should be used to ensure 100% coverage when 

moving along the weld length. Yoke movement in 2-inch intervals should ensure adequate 

overlap. 

Part I: F-3 
FEMA-353 Recommended Specifications and Quality 

Part I: Appendix F Assurance Guidelines for Steel Moment-Frame 

Supplementary Magnetic Particle Testing Procedures Construction for Seismic Applications 

For inspection for discontinuities in the transverse direction, the yoke shall be oriented so that 

the yoke legs are approximately parallel to the weld, approximately 1⁄2 inch from the toe of the 

weld. If the yoke has to be placed on top of the weld to gain access, the technician should ensure 

the best contact possible of the yoke legs to the weld. The effective area of inspection is between 

the yoke legs, with a 4-inch leg spacing recommended. Sufficient overlap may be achieved by 

moving the yoke to a position which overlaps the last position by at least 1 inch. 

Particle Application and Removal 

Dry particles shall be applied in such a manner that a light, uniform, dust-like coating of 

particles settles on the part while it is being magnetized. Particle indications shall be observed 

when being formed as the particles are being applied, and while the excess particles are being 

removed. 

Sufficient air velocity for particle removal must be directed at the area of inspection to 

remove the excess particles entrapped in areas such as weld undercuts, while retaining the 

particles held by magnetic flux leakage from any discontinuities. 

Interpretation and Evaluation of Indications 

Relevant magnetic particle testing indications are those that result from magnetic flux 

leakage fields formed by discontinuities that attract and hold magnetic particles. False indications 

are those held primarily by nonmagnetic means such as mechanical entrapment in the toe of a 

weld. Nonrelevant indications are those particles held in place by magnetic attraction, but not 

originating from a structural discontinuity such as the boundary of two steels having significantly 

different magnetic properties or the boundary at the hardened heat-affected zone of a weld. 

Testing personnel shall verify indications by performing the following steps: 

1. Retest with the yoke field perpendicular to the discontinuity indication, if not already 

perpendicular. 

2. Retest, confirming that excess particles are removed. If the suspect indication is removed 

during the retest, the indication is interpreted as nonrelevant or as a false indication. 

3. If the indication has a light particle buildup and weak particle adhesion, and if doubt exists as 

to whether the indication is relevant or false, the area of the indication shall be lightly 

surface-ground and retested. 

Part I: F-4 
PART II

RECOMMENDED QUALITY ASSURANCE

GUIDELINES

Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 1: General 

Part II: RECOMMENDED QUALITY ASSURANCE GUIDELINES 

1. GENERAL 

1.1 Scope 

Part II of these Recommendations is to provide information relevant to the quality control 

(QC) and quality assurance (QA) of the seismic-force-resisting systems of steel moment-frame 

buildings, in regions subject to potential damaging earthquake ground motion. It is intended to be 

used in coordination with, and in supplement to, locally applicable building codes and those 

national standards referenced by the building code. Included are discussions on: 

• the various terms used regarding inspection functions (Part II, Chapter 1), 

• basic quality control and quality assurance issues (Part II, Chapter 1), 

• recommended Contractor (fabricator or erector) qualifications and Quality Control Program 

for the control of the quality of fabricated and erected structural steel (Part II, Chapter 2), 

• recommended Quality Assurance (inspection and testing) Agency qualifications and the 

qualifications and duties of individual inspection and testing personnel (Part II, Chapter 3), 

• recommended requirements and practices for structural steel material (quality, control, and 

inspection) (Part II, Chapter 4), 

• recommended requirements and practices for welding material (quality, control, and 

inspection); and welding operations (quality and inspection) (Part II, Chapter 5), 

• recommended requirements and practices for bolting material (quality, control, and 

inspection); and bolting operations (quality and inspection) (Part II, Chapter 6). 

Commentary: These Recommended Quality Assurance Guidelines apply to the 

construction of steel moment frames used as the seismic-force-resisting elements of 

buildings and other structures. As used in these Recommendations, the terms 

“steel structure” or “steel framing” apply to the structural steel elements of the 

seismic-force-resisting system as defined in FEMA-302. The quality assurance 

and control guidelines contained in these Recommendations could be extended to 

the construction of other types of seismic-force-resisting systems and even to 

elements of structures that are not intended to be part of the seismic-force-resisting 

system. However, extension of these Recommendations to these other construction 

types and elements could result in a significant construction cost premium. These 

Recommendations are deemed appropriate to application to the construction of 

steel moment frames used in seismic-force-resisting systems due to the severe 

service conditions anticipated for those frames and the proven sensitivity of frame 

performance to construction quality. Specifically, investigations of damaged steel 

moment-frame connections following the 1994 Northridge earthquake revealed 

numerous instances of construction that did not conform to the applicable 

standards. Common deficiencies included the use of improper weld tabs, welded 

Part II: 1-1 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 1: General Construction for Seismic Applications 

joints with excessive bead size and, frequently, large zones at the roots of critical 

welded joints with lack of fusion and with slag inclusions. These defects 

contributed directly to the initiation of fractures in these joints. Further, 

investigations performed as part of this project confirm the following: the 

importance of weld quality and toughness to connection performance; the 

sensitivity of welded joint toughness to welder technique; and the general inability 

of inspection practices commonly employed in the past to provide adequate control 

to obtain reliable performance. The Quality Assurance Guidelines recommended 

herein are intended to address these issues directly. Although quality control of 

other construction systems is also important, it has not been demonstrated that the 

specific recommendations contained herein are either appropriate or necessary to 

obtaining reliable performance of those other construction systems. 

1.2 Terms 

This section describes some of the basic elements of a program necessary to ensure that 

construction meets the required standards. It also describes the recommended roles and 

responsibilities of key project participants in this process. 

1.2.1 Quality Control 

Quality Control (QC) includes those functions to be performed by the Contractor to ensure 

that the material and workmanship of construction meet the Quality Requirements. QC includes 

inspection and testing of fabrication and erection, as defined by AWS D1.1-2000, unless otherwise 

provided for in the Quality Assurance Plan or the Contract Documents. Fabrication and erection 

inspection includes routine welding inspection items such as personnel control, material control, 

dimensional control, preheat measurement, monitoring of welding procedures, visual inspection 

and nondestructive testing when specified. 

Commentary: QC functions vary considerably between shop and field operations. 

For field work, less QC is typically provided, and there is a higher reliance upon 

Quality Assurance. Nonetheless, field QC is necessary to ensure quality in field 

operations, and must be provided by the Contractor performing field welding, field 

bolting, and related steel construction work. 

1.2.2 Quality Assurance 

Quality Assurance (QA) consists of those inspection services to be performed by an agency or 

firm other than the Contractor. QA is performed at the prerogative of the Owner, and may be 

mandated by the building code. QA includes monitoring the performance of the Contractor in 

implementing the Contractor’s QC Program, ensuring that designated QC functions are performed 

properly by the Contractor on a routine basis. To ensure compliance, QA may also include 

performance of specific inspection tasks that may be similarly included in the Contractor’s QC 

Plan, including the performance of nondestructive testing. Quality Assurance is termed 

“Verification Inspection” in AWS D1.1-2000. 

Part II: 1-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 1: General 

1.2.3 Quality Control Plan 

The Quality Control Plan is a written statement, prepared by the Contractor, of all measures 

that will be taken to ensure that steel moment-frame construction conforms to the applicable 

standards, project specifications, and the Quality Assurance Plan. Key parts of the QC Plan should 

include a description of the organizational structure, responsibilities, practices, procedures, 

processes, and resources for implementing and maintaining the project quality requirements, and 

ongoing efforts to monitor the effectiveness of the Plan. The Contractor’s QC Plan should ensure 

that all parties understand what is to be constructed and the standards that apply. 

1.2.4 Quality Assurance Plan 

The Quality Assurance Plan is a written statement of the quality requirements for the project, 

prepared by the Engineer and typically containing two components: (1) the set of material and 

workmanship standards that the finished construction must meet, and (2) the set of procedures that 

are to be followed to confirm compliance with these requirements. 

Elements in an acceptable Quality Assurance Plan must meet or exceed the requirements of 

the building code. 

The Quality Assurance Plan should include: 

• identification of the seismic force resisting system elements subject to the Plan, 

• required Contractor Quality Control procedures, 

• required services of the Engineer, including but not limited to the following: 

- review of required Contractor submittals, 

- monitoring of required inspection reports and test results, 

- construction consultation as required by the Contractor on the intent of the construction 

documents, 

- procedures for modification of the construction documents to reflect the demands of 

unforeseen field conditions discovered during construction, 

• a listing of all Special Inspections and testing required by the building code, supplemental 

inspections and testing required by the Engineer, as well as the reference standards and the 

project standards, 

• the type and frequency of Special Inspections, including a schedule for any periodic 

inspections, 

• the type and frequency of testing, 

• the frequency and distribution of special inspection and testing reports, 

• the structural observations to be performed, and 

• the frequency and distribution of structural observation reports. 

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Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 1: General Construction for Seismic Applications 

The Quality Assurance Plan is typically prepared using reference to building code 

requirements and approved national standards, and supplemented by individual project 

specifications. 

Commentary: A Quality Assurance Plan is required under the provisions of IBC 

Section 1705. The minimum requirements for the Plan are provided in IBC Section 

1705.2. 

A registered design professional must prepare the Quality Assurance Plan. See 

IBC Section 1705.2. Commonly, the Owner contracts with the engineer in responsible charge of the design for the preparation of the Quality Assurance Plan for the 

structural system. It is recommended in FEMA-302 that this engineer prepare the 

Quality Assurance Plan for the structural system, as this person is most familiar 

with the critical features of the designs that are important to its performance. 

1.2.5 Contract Documents 

The Contract Documents are all those drawings, specifications, notes and other documents 

prepared by the Engineer or other registered design professional, that define the structural system 

and quality requirements. The Contract Documents should include the specification of: 

• the Quality Assurance Plan, 

• the construction material, 

• the requirements for Contractor material controls, 

• if necessary, special material inspection requirements beyond standard practice or those 

designated in ASTM, AISC or AWS requirements, 

• quality acceptance criteria, 

• fabrication, erection, and installation tolerances, by reference to industry standards, and 

supplemented as needed for project-specific conditions, and 

• the method of resolution of disputes regarding structural integrity. 

The basic code requirements for structural welding of steel structures are contained in AWS 

D1.1 - Structural Welding Code – Steel. AWS D1.1 uses the term “Fabrication/Erection 

Inspection” synonymously with the Quality Control function. The term “Verification Inspection” 

is used to describe the Quality Assurance function. AWS D1.1 requires inspection for many items 

in Section 6, Part A, but does not specify whether the inspection is performed as either QC or QA. 

For this reason, distinction between QC and QA must be provided in the Quality Assurance Plan 

and Contract Documents. 

Fabrication/Erection Inspection (or Quality Control), Verification Inspection (or Quality 

Assurance), and Nondestructive Testing should be performed at the same time whenever possible, 

to ensure that the Contractor's QC program is meeting the requirements of the Contract 

Documents. 

Part II: 1-4 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 1: General 

1.2.6 Owner 

Construction is performed on behalf of the owner. The Owner is responsible for providing 

Quality Assurance. The Owner must ensure that a suitable Quality Assurance Plan is established 

and implemented. The Owner should employ one or more Special Inspectors to observe the 

construction for compliance with the applicable standards and project specifications. The Owner 

may also direct the Engineer or other registered design professional to oversee the Quality 

Assurance function. 

Commentary: Should the Owner have insufficient expertise or knowledge related 

to construction, the Owner should retain a qualified Engineer or other registered 

design professional to advise the Owner, prepare the Quality Assurance Plan, and 

oversee the QA program. 

1.2.7 Engineer 

The Engineer is the registered design professional in responsible charge of the design of the 

structural steel framing system. The Owner may select other registered design professionals for 

other related functions, including the preparation of the Quality Assurance Plan. 

Commentary: The Engineer or other registered design professional may assist the 

Owner in: 

• establishing the Quality Requirements for the project, including the standards 

that the construction must meet and the QC and QA measures that are to be 

followed, 

• establishing the Quality Assurance Plan for the project, 

• establishing the necessary qualifications of the Contractor, 

• establishing the necessary qualifications of the Quality Assurance Agency or 

firm, 

• establishing the necessary qualifications of the individuals responsible for 

inspection and testing, 

• evaluating the Contractor’s Quality Control Plan, and 

• evaluating the Quality Assurance Agency’s Written Practice. 

The Engineer should additionally review Contractor submittals and prepare revisions to the 

structural drawings when necessitated by changes in the work. 

1.2.8 Contractor 

For the purposes of these Recommendations, the Contractor is the firm performing the 

fabrication or erection of the structural steel framework. 

Part II: 1-5 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 1: General Construction for Seismic Applications 

1.2.9 Building Official 

As used in these Recommendations, the term Building Official is applied to the regulatory 

agency having jurisdiction of the building. 

The Building Official should: 

• require that construction documents, including the Quality Assurance Plan with at least the 

following items, be submitted prior to the issuance of a building permit: 

- a complete list of material and work requiring special inspections, 

- the inspections to be performed, and 

- a list of the individuals, approved agencies or firms intended to be retained for conducting 

such inspections; 

• approve the final selection of Special Inspectors; 

• maintain files of inspection reports for a defined length of time following completion; 

• ascertain that all reported noncompliances have been rectified, or accepted by the Engineer as 

acceptable; and 

• issue a certificate of occupancy. 

Commentary: Section 1704.1.1 of the International Building Code requires the 

listed items to be submitted prior to issuance of a building permit. Section 1704.1 

requires the approval of the Special Inspector by the Building Official. 

1.2.10 Quality Assurance Agency 

The Quality Assurance (QA) Agency is the independent testing organization selected by the 

Owner, or Owner’s designee, to perform the Quality Assurance inspection and testing required by 

the Quality Assurance Plan, the specifications and the Contract Documents. 

1.2.11 Special Inspector 

The Special Inspector, as required by International Building Code (IBC) Section 1704.1, must 

be “a qualified person who shall demonstrate competence, to the satisfaction of the Building 

Official, for inspection of the particular type of construction or operation requiring special 

inspection.” The Special Inspector is employed by the Owner, to provide the special inspections 

required. “Employed” in this case may be through a contractual relationship. 

1.2.12 Special Inspection 

Special Inspection is a Quality Assurance activity mandated by the Building Code. Special 

Inspection is defined by the IBC Section 1702.1 as “inspection as herein required of the materials, 

installation, fabrication, erection or placement of components and connections requiring special 

expertise to ensure compliance with approved construction documents and referenced standards.” 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 1: General 

Special Inspection is the detailed and specific inspection to ensure compliance with the Building 

Code. The duty of a Special Inspector is defined in IBC Section 1704. 

1.2.12.1 Continuous Special Inspection 

Continuous Special Inspection is the full-time observation and inspection of work requiring 

Special Inspection by an approved Special Inspector who is present in the area where the work is 

being performed. 

1.2.12.2 Periodic Special Inspection 

Periodic Special Inspection is the part-time or intermittent observation of work requiring 

Special Inspection by an approved Special Inspector who is present intermittently in the area 

where the work is being performed and who is present at the completion of the work. 

1.2.13 Nondestructive Testing 

Nondestructive testing (NDT) includes magnetic particle testing (MT), liquid dye penetrant 

testing (PT), radiographic testing (RT) and ultrasonic testing (UT). For the purpose of these 

Recommendations, the terms nondestructive examination (NDE) and nondestructive testing 

(NDT) are identical. 

Commentary: The purpose of NDT is to serve as a backup to Visual Inspection (VI) 

and to detect flaws and defects in base metals and welds that are not otherwise 

visible. NDT is not a replacement for an adequate program of QC, QA and VI, and 

should not be used as such. 

1.2.14 Structural Observation 

Structural Observation is defined by the IBC in Section 1702.1 as “the visual observation of 

the structural system by a registered design professional for general conformance to the approved 

construction documents at significant construction stages and at completion of the structural 

system.” 

Structural Observation should also include review of testing and inspection reports for general 

compliance with the construction documents. Observed deficiencies should be reported in writing 

to the Owner’s representative, Special Inspector, Contractor, and Building Official. A report to the 

same parties should be made at the completion of the structural work regarding the observations 

that have been made. 

Structural Observation does not replace or waive Special Inspection, nor does it serve the 

same function. Requirements for Structural Observation are contained in IBC Section 1709. A 

recommended checklist for structural observation is included in Figure 1-1. 

Part II: 1-7 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 1: General Construction for Seismic Applications 

Structural Observation Checklist 

(Steel Moment Frames for Seismic Application) 

Perform Structural Observation upon completion of the first few moment connections and 

column splices, prior to placement of decking, covering by fireproofing, encasement in concrete 

or placement of other finishes. After verification of these moment connections, conduct 

Structural Observation on a periodic basis or when structural details or requirements change, and 

also upon completion of the structural framing. 

Observation of welded joints is for general configuration of the joint only (for example, 

placement of components, weld type, backing presence, joint finishing), not for weld quality. 

Measurement of members, connection material and welds is not a part of Structural 

Observation, as this is performed as a part of inspection. 

Checklist 

� Orientation and placement of connected components

� Removal of backing bars, as required

� Placement of reinforcing fillets, as required

� Removal and finishing of runoff tabs, as required

� Presence of continuity plates, as required

� Welding of continuity plates, as required

� Presence and type of doubler plates, as required

� Welding of doubler plates, as required

� Configuration and finish of access holes

� Placement of beam stiffeners, as required

� Contour and finish of RBS profile, if applicable

� Placement of welds for web connection, as required

� Type and placement of bolts

� Inaccessible conditions

Figure 1-1 Structural Observation Checklist 

Commentary: Structural Observation, when required, must be performed by a 

registered design professional, typically the Engineer or the Engineer’s designated 

representative. 

1.2.15 Written Practice 

The Written Practice is a document prepared by the Quality Assurance Agency describing its 

procedures for determining and ensuring the acceptability of the structure in accordance with the 

applicable codes, standards, specifications and procedures, including general inspection, material 

controls, visual welding inspection, and bolting inspection. 

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Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 1: General 

The Written Practice should describe the selection and administration of inspection personnel, 

and the training, experience and examination requirements for qualification and certification of 

inspection personnel. 

1.2.16 Hold Point 

A Hold Point is a stage of interim construction completion, beyond which the work should not 

proceed until the designated inspector has completed the inspection tasks specified for this stage. 

1.2.17 Observation Point 

An Observation Point is a stage of interim construction completion, beyond which work may 

proceed after the worker has completed the worker’s own inspection, with further inspection 

provided by the designated inspector through observation of the work operations on a routine, 

occasional, random basis. 

1.3 Pre-Job Meeting 

It is recommended that a pre-job meeting or series of meetings be held with the Owner’s 

representative responsible for the preparation and administration of the Quality Assurance Plan, 

the Fabricator’s and Erector’s Quality Control personnel, and the Quality Assurance Agency’s 

personnel to plan and discuss the project, fabrication procedures, erection procedures, and 

inspection procedures. Topics of discussion at such meetings should include: 

• overall scope of work for the project, 

• any special construction required by the Contract Documents, 

• inspection responsibilities, including the duties of welding, bolting and other fabrication and 

erection personnel, the Fabricator’s and Erector’s QC personnel, and the QA Agency’s 

personnel, 

• the use of hold and observation points, 

• any specific nondestructive testing requirements that apply to the project, particularly those 

exceeding Code requirements or typical practice, 

• method of notification and approval relative to determining correction of nonconforming 

work, 

• locations and production schedules for off-site work, 

• schedule and application of any approved periodic inspection, 

• conditions requiring notification of the Engineer or Building Official, or both, and 

• reporting procedures and frequency. 

Either through a meeting or by direct dissemination of the information, inspection personnel 

should also be provided information regarding project-specific requirements. 

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Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 1: General Construction for Seismic Applications 

1.4 Fabrication and Erection Drawings 

The Contract Documents should require submittal of erection and shop drawings for the work. 

Shop drawings should provide sufficient information to allow fabrication to be performed. The 

erection drawings should identify piece marks for each fabricated element to be incorporated into 

the work, coordinated with the individual shop drawings. Any special erection sequence or 

erection instructions should be included on the erection drawings. The Engineer should review the 

shop and erection drawings to ensure that the overall structural configuration and detailing 

requirements conform to the design intent. 

Part II: 1-10 
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Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 2: Contractor Qualifications and Quality Tasks 

Part II 

2. CONTRACTOR QUALIFICATIONS AND QUALITY TASKS 

2.1 Scope 

This chapter outlines the general qualifications and quality responsibilities of the Contractor. 

As used in this chapter, the “Contractor” is the steel fabricator, responsible for the shop 

fabrication of the structural steel, or the steel erector, responsible for all field erection and field 

welding. The general contractor or construction manager is not the “Contractor” as used in this 

section, unless performing some or all of the duties of fabricator or erector. 

The Owner should ensure that the Contractor has established and put into practice an 

adequate Quality Control Plan (QCP). The Quality Assurance Plan should provide oversight to 

the Contractor's QCP. This may range from simple records and report reviews to a full testing 

and inspection program, depending upon the effectiveness of the Fabricator’s or Erector’s QCP, 

and the requirements of both the Quality Assurance Plan and the Building Code. 

The Owner should be involved in the selection or approval of the Contractor. In order to 

establish the necessary level of Quality Control (QC) and Quality Assurance (QA) for a particular 

project, it is necessary to establish the level of experience and competence of the Contractor. 

Adjustments to the QA Plan may be appropriate after the Contractor has been selected. 

Commentary: Although Section 1702.2 of the IBC exempts work performed by 

“Approved Fabricators” from some inspections, the use of “certified” or 

“qualified” fabrication shops, in lieu of requiring independent Quality Assurance 

provided by the Owner, is not recommended. However, a fabrication shop that is 

certified or qualified by a recognized program, such as the American Institute of 

Steel Construction (AISC) Quality Certification Program, does provide a level of 

assurance that the fabricator has the capability of providing good fabrication 

performance. 

2.2 Contractor Quality Control Plan 

The Contractor must establish, implement and maintain a suitable QCP for in-process quality 

control of the work. 

The Contractor’s QCP should, as a minimum, include the following: 

• designation and qualifications of project QC personnel, 

• designation and qualifications of personnel responsible for supervision of the work, 

• Contractor’s written QC and procedures manual, 

• Contractor’s written weld repair procedures, and 

• Contractor’s Nondestructive Testing (NDT) procedures and NDT personnel training records. 

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The Contractor’s QCP must be in writing, enabling others to make an effective evaluation of 

its adequacy. The Contractor should also make periodic reviews, at least annually, of the QCP to 

verify its adequacy and to determine that it is being followed at all levels of the Contractor’s 

operations. 

The Contractor’s QC function should be isolated from the production department, and the 

QC Manager should report directly to a high level company officer to avoid conflicts of interest 

with production. 

2.3 Contractor’s Statement of Responsibility 

Prior to the commencement of work on the structural system, the Contractor should submit to 

the Owner, and the authority having jurisdiction, a written statement of responsibility containing 

the following: 

• acknowledgment of awareness of the special requirements contained in the Quality 

Assurance Plan, 

• acknowledgment that control will be exercised to obtain conformance with the Contract 

Documents approved by the authority having jurisdiction, 

• procedures for exercising control within the Contractor’s organization, the method and 

frequency of reporting, and the distribution of reports, and 

• identification and qualifications of the persons exercising such control and their positions in 

the organization. 

Commentary: In many cases, one firm performs fabrication, defined as work 

performed in a fabricating shop, and another firm performs erection, defined as 

work performed at the jobsite. Often, the fabrication and erection are under one 

contract, but the erection portion is sublet to an erection specialty subcontractor. 

When a single firm directly performs both functions, the management of each 

operation is often separate, and therefore the fabrication and erection operations, 

and the statement of responsibility, should be evaluated as though coming from 

separate organizations. 

This Section 2.3 is similar to that recommended in FEMA-302, Section 3.2.2, 

and adopted as IBC Section 1705.3. 

2.4 Certification Programs 

To assist in evaluating the adequacy of a Contractor’s qualifications, Contractor certification 

under one or more of the programs indicated in this section may be considered. 

2.4.1 AISC Quality Certification 

The American Institute of Steel Construction, Quality Certification Program, is a voluntary 

program under which owners, engineers and building officials can evaluate the quality of steel 

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fabricators. Steel fabricators are evaluated on the basis of their overall quality control program, 

judging the general management, engineering and drafting, purchasing, shop operations and 

quality control functions of the individual plant. Fabricating companies having more than one 

plant are certified on a plant-by-plant basis. The AISC Quality Certification Program is used to 

determine if the plant “has the personnel, organization, experience, procedures, knowledge, 

equipment, capability and commitment to produce fabricated steel of the required quality for a 

given category of structural steel work.” 

There are two categories of certification for steel buildings, plus two categories for steel 

bridge structures. Conventional Steel Building Structures, previously known as Category I, 

include, but are not limited to: 

• small public service and institutional buildings (for example, schools), 

• shopping centers, 

• low-rise truss and beam / column structures, 

• light manufacturing plants, 

• miscellaneous and ornamental iron fabricated to AISC Specifications, 

• warehouses, and 

• sign structures. 

Complex Steel Building Structures, previously known as Category II, include, but are not 

limited to: 

• large public service and institutional buildings, 

• high rise buildings, 

• stadiums, 

• auditoriums, 

• heavy manufacturing plants, 

• power plants (fossil, non-nuclear), 

• metal producing and metal rolling facilities, 

• crane girders, 

• bunkers and bins, 

• chemical processing plants, and 

• petroleum processing plants. 

Fabricating plants certified for Complex Steel Building Structures are automatically certified 

for Conventional Steel Building Structures. 

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The AISC Quality Certification Program, Category MB - Metal Building Systems, refers to 

pre-engineered metal buildings. This category of certification includes a review of the design 

procedures used by the manufacturer of the building system in designing the structure, as well as 

the manufacturer’s fabrication capabilities and systems. 

2.4.2 AISC Erector Certification 

The American Institute of Steel Construction, Erector Certification Program, is a voluntary 

program under which the construction industry can evaluate the quality of steel erectors. Steel 

erectors are evaluated on the basis of their overall quality control program, judging the 

management and operations of the erector. 

The AISC Erector Certification Program is used to determine if the erector “has the 

personnel, organization, experience, procedures, knowledge, equipment, capability and 

commitment to erect fabricated steel of the required quality for a given category of structural 

steelwork.” 

There are two categories of certification for structural steel erectors. These are Certified 

Steel Erectors and Certified Advanced Steel Erectors. 

A Certified Steel Erector may provide services on the same types of structures included under 

fabricator certification for Conventional Steel Building structures, as described in Part II, Section 

2.4.1. In addition, a Certified Steel Erector may provide services for steel frame buildings up to 

ten stories in height. 

A Certified Advanced Steel Erector may provide services on the same types of structures for 

fabricator certification for Complex Steel Building Structures, under Part II, Section 2.4.1. In 

addition, Certified Advanced Erectors may provide services for repair and upgrade of existing 

steel buildings. 

2.4.3 Building Code Evaluation Services 

The International Conference of Building Officials (ICBO) Evaluation Services, Inc. and 

Building Officials and Code Administrators (BOCA) Evaluation Services, Inc. provide 

evaluations of various manufacturers and products. Under ICBO Evaluation Services, steel 

fabricators are listed as Fabricators of Prefabricated Buildings and Components (064). BOCA 

Evaluation Services listings of steel fabricators and steel fabrications are contained in Division 5, 

but no specific category exists for structural steel fabricators. 

2.4.4 Alternatives to Certification 

2.4.4.1 International Standardization Organization (ISO) 9000 

The use of ISO 9000 or related credentials of the steel fabricator may be considered as an 

alternative to certification programs such as the AISC Quality Certification Program or ICBO 

Evaluation Services, as described above. A review of the fabricator’s program and the audits 

conducted is advisable. 

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Construction for Seismic Applications Chapter 2: Contractor Qualifications and Quality Tasks 

Commentary: Few fabricators have presently sought such ISO certification. 

2.4.4.2 Jurisdiction Evaluation 

Some local jurisdictions, such as the cities of Los Angeles and Houston, have programs in 

place to evaluate steel fabricators. Before relying on such evaluation programs, the Owner or 

Owner’s designated representative should review the adequacy of such programs to qualify the 

Contractor for the type of work being undertaken. 

Commentary: Although some jurisdictions exempt from inspection work 

performed in approved shops, this practice is not recommended. 

2.4.4.3 Individual Evaluation 

The Owner or a designated representative may evaluate the fabricator and erector individually 

to ascertain their levels of experience and skill, and to evaluate their Quality Control Plans. Such 

evaluations should be undertaken by personnel experienced in the field of structural fabrication 

or erection, including material control, welding, and bolting. Recommended checklists for 

evaluation of fabricators and erectors are presented in Figures 2-1 and 2-2, respectively. 

When inspection or Nondestructive Testing (NDT) is performed by the Contractor (the 

fabricator or erector) as a part of the Quality Control function, the qualifications of the 

individuals performing such inspection or NDT should meet the same standards as the 

individuals performing Quality Assurance. It is not expected that the Contractor, as a firm, has 

the same qualifications or certifications as a Quality Assurance Agency performing such work, 

but it is important that the actual work be done in a satisfactory manner. 

2.5 Contractor Obligations 

The Contractor should cooperate fully with requests from inspection and testing personnel for 

access to the connections and joints to be inspected or tested. This includes beam and column 

turning in the shop, weld backing removal when NDT indicates a rejectable condition, and access 

to platforms or scaffolding as required to perform the work safely. When such services are 

required, the inspection must be performed in a timely manner so as not to hinder production or 

require duplication of effort. 

The Contractor is responsible for all necessary corrections of deficiencies in material and 

workmanship. The Contractor should comply with requests of the Inspector to correct 

deficiencies, when such corrections are required by the Engineer or other designated responsible 

party. The NDT Technician should be apprised of any repairs made by the Contractor. Disputes 

regarding acceptance, rejection, repair and replacement of welds should be resolved by the 

Engineer or designated design professional. 

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Chapter 2: Contractor Qualifications and Quality Tasks Construction for Seismic Applications 

Fabricator Evaluation Checklist 

Note: This list is adapted from AISC Quality Certification for Complex Steel Building Structures. 

A more complete checklist is available from AISC, upon request. 

Management 

1. Does management review project quality requirements prior to production? 

2. Does management assign or contract for project activities to suitably qualified personnel? 

3. Does management select or create necessary quality procedures for the work? 

4. Are special project quality requirements (for example, material controls, weld restrictions) 

communicated to plant departments? 

5. Are fabrication and erection requirements (adjustment needs, erection aids, sequencing of 

NDT) and priorities reviewed prior to production? 

6. Is shop supervision conversant with current provisions of AWS and AISC specifications? 

7. Has the fabricator previously fabricated structures of similar complexity? 

8. If fabrication is subcontracted to another fabricator, is the subcontractor evaluated and 

approved in a similar manner? 

Page 1 

Figure 2-1 Fabricator Evaluation Checklist 

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Fabricator Evaluation Checklist 

Engineering and Detailing 

1. Is there a qualified person supervising in-house detailing, and evaluating and coordinating 

outside detailing? 

2. Does the company have capable in-house staff or consultants qualified by registration or 

experience? 

3. Are requests for information documented? 

4. Are detailed drawings checked by qualified personnel? 

5. Are all detail drawings reviewed or approved by the Engineer? 

6. Is there a current library of standards and specifications? 

• AISC 

o Manual of Steel Construction, including Volume II Connections 

o Seismic Provisions for Structural Steel Buildings 

o Code of Standard Practice 

o Quality Criteria and Inspection Standards 

• ANSI/AWS 

o D1.1 – Structural Welding Code – Steel 

o A5.xx – specifications for electrodes and shielding gases being used 

• ASTM 

o Volume 1.04 – Steel-Structural, or separate specifications for the material used 

o Volume 1.08 or 15.08 – Fasteners, or separate specifications for the material used 

• RCSC 

o Specification for Structural Joints Using ASTM A325 or A490 Bolts 

• Applicable building codes 

Page 2 

Figure 2-1 Fabricator Evaluation Checklist (continued) 

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Fabricator Evaluation Checklist 

Structural Steel 

1. Are controls established to ensure adequate identification of incoming purchased items? 

2. Are mill test reports kept on file? 

3. Is material inspected for conformance to ASTM A6? 

4. Is a written procedure used to provide identification of steel grade, and where required, heat 

numbers and material test reports for special requirements? 

5. Is the grade of material and marking verified prior to fabrication, during fabrication, and 

restocking? 

Welding 

1. Are all electrodes, fluxes and shielding gases checked upon receipt for conformance to 

purchasing documents? 

2. Are manufacturer’s certifications of conformance kept on file? 

3. Are welding electrodes, flux, and shielding gases stored properly and identified? 

4. Are flux and rod ovens adequate and operating according to AWS specifications? 

5. Are wire-feed welding machines (FCAW, GMAW, SAW) periodically checked to ensure 

correct current and voltage readings, and is a record kept? 

6. Is SMAW welding equipment in use in acceptable operating condition? 

7. Does the fabricator have mechanically-guided burning equipment? 

8. Have welding personnel been qualified to AWS requirements? 

9. Is a welder identification system in place and used? 

10. Do welders inspect their welds to AWS workmanship provisions? 

11. Are approved written WPSs in close proximity to, and used by, the welders? 

12. Is a check made to ensure that approved WPSs are disseminated and followed in the shop? 

13. Does the fabricator have a competent welding technician, supervisor or consultant available 

on call to resolve welding problems? 

Page 3 

Figure 2-1 Fabricator Evaluation Checklist (continued) 

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Fabricator Evaluation Checklist 

Bolting 

1. Are all bolts, nuts and washers checked upon receipt for conformance to purchasing documents? 

2. Are manufacturer’s certificates of conformance kept on file? 

3. Are fasteners suitably stored and identified by production lot? 

4. Does the fabricator have adequate and accurate punching equipment, drilling equipment, or both? 

5. Is a bolt tension calibration device available for pre-installation testing and wrench calibration? 

6. Are written bolt installation and tightening procedures available and used? 

General Fabrication 

1. Does the fabricator have adequate and accurate material cutting and finishing equipment? 

2. Does the fabricator have material handling equipment, including cranes, to move material without 

damage? 

3. Is fabrication in accordance with approved shop detail drawings? 

4. Is fabrication in accordance with Contract Documents and specifications? 

Page 4 

Figure 2-1 Fabricator Evaluation Checklist (continued) 

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Fabricator Evaluation Checklist 

Quality Control 

1. Is there a written Quality Control Plan? 

2. Is workmanship checked throughout the fabrication process? 

3. Are Quality Control procedures followed? 

4. Is inspection in accordance with the company inspection procedure? 

5. Is a record kept of all inspections, such as by noted detail drawings? 

6. Do all pieces receive a final inspection, and is a record kept of this inspection? 

7. Are shop inspectors trained and qualified to perform inspection? 

8. Do inspectors have the following equipment available: 

system? 

9. Are there adequate procedures for coordination with outside inspectors and NDT 

technicians? 

10. Is there a separation of responsibility between production and Quality Control? 

11. Does Quality Control have the authority to stop the work, and the responsibility to inform 

the operating supervisor of non-conforming work? 

12. Is there a functioning, written procedure for the disposition of non-conforming material or 

work? 

Page 5 

tapeline, welding gages, tag 

Figure 2-1 Fabricator Evaluation Checklist (continued) 

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Construction for Seismic Applications Chapter 2: Contractor Qualifications and Quality Tasks 

Erector Evaluation Checklist 

Note: This list is adapted from AISC Quality Certification for Complex Steel Building Structures 

and from the AISC Erector Certification Program. 

Management 

1. Does management review project quality requirements prior to erection? 

2. Does management select or create necessary quality procedures for the work? 

3. Are special project quality requirements (for example, material controls, weld restrictions) 

communicated to purchasing and field supervision? 

4. Does management assign or contract for project inspection to suitably qualified personnel? 

5. Are erection requirements (adjustment needs, erection aids, sequencing of NDT) and 

priorities reviewed prior to erection? 

6. Are field superintendents and foremen conversant with the current provisions of AWS and 

AISC specifications? 

7. Has the erector previously erected structures of similar complexity? 

8. If erection or inspection is subcontracted to another firm, is the subcontractor evaluated and 

approved in a similar manner? 

Page 1 

Figure 2-2 Erector Evaluation Checklist 

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Erector Evaluation Checklist 

Project Engineering 

1. Is there a qualified person supervising in-house project engineering and coordinating outside 

engineering services? 

2. Are requests for information, and responses, documented? 

3. Is there a current library of standards and specifications? 

• AISC 

o Manual of Steel Construction, including Volume II Connections 

o Seismic Provisions for Structural Steel Buildings 

o Code of Standard Practice 

o Quality Criteria and Inspection Standards 

• ANSI/AWS 

o D1.1 – Structural Welding Code – Steel 

• RCSC 

o Specification for Structural Joints Using ASTM A325 or A490 Bolts 

• Applicable building codes 

Fabricated Structural Steel 

1. Are controls established to ensure adequate identification of delivered items? 

Page 2 

Figure 2-2 Erector Evaluation Checklist (continued) 

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Erector Evaluation Checklist 

Welding 

1. Are all electrodes, fluxes and shielding gases checked upon receipt for conformance to 

purchasing documents? 

2. Are welding material manufacturer’s certifications of conformance kept on file? 

3. Are welding electrodes, flux, and shielding gases stored properly and identified? 

4. Are electrode ovens adequate and operating according to AWS specifications? 

5. Are electrode ovens placed in reasonable proximity to the welding operations? 

6. Are wire-feed welding machines (FCAW, GMAW, SAW) periodically checked to ensure 

correct current and voltage readings, and is a record kept? 

7. Is SMAW welding equipment in use in acceptable operating condition? 

8. Does the erector have suitable thermal cutting, air arc gouging, grinding and hole-reaming 

equipment? 

9. Have welding personnel been qualified to AWS requirements? 

10. Is a welder identification system in place and used? 

11. Do welders inspect their welds to the workmanship provisions of the applicable AWS 

specifications? 

12. Are approved written weld procedures in close proximity to and used by the welders? 

13. Is a check made to ensure that approved welding procedures are disseminated and 

followed? 

14. Does the erector have a competent welding technician, supervisor or consultant available 

on call to resolve welding problems? 

Page 3 

Figure 2-2 Erector Evaluation Checklist (continued) 

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Erector Evaluation Checklist 

Bolting 

1. Are all bolts, nuts and washers checked upon receipt for conformance to purchasing or 

shipping documents? 

2. If supplied by the erector, are manufacturer’s certificates of conformance kept on file? 

3. Are fasteners suitably stored and identified by production lot? 

4. Is a bolt tension calibration device available for pre-installation testing and wrench 

calibration? 

5. Are written bolt installation and tightening procedures available and used? 

General Erection 

1. Does the erector have erection equipment, including cranes, to move material without 

damage? 

2. Is a complete set of erection drawings and shop detail drawings maintained at the jobsite? 

3. Are project specifications or summaries of specifications and special instructions kept at 

the jobsite? 

4. Is a complete set of erection procedures maintained at the jobsite? 

5. Is erection in accordance with approved erection plans and procedures? 

6. Is erection in accordance with Contract Documents and specifications? 

Page 4 

Figure 2-2 Erector Evaluation Checklist (continued) 

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Erector Evaluation Checklist 

Quality Control 

1. Is there a written Quality Control system? 

2. Is workmanship checked throughout the erection process? 

3. Are Quality Control procedures followed? 

4. Is inspection in accordance with the company inspection procedure? 

5. Is a record kept of all inspections, such as by noted detail drawings or erection drawings? 

6. Do all connections receive a final inspection, and is a record kept of this inspection? 

7. Are field inspectors trained and qualified to perform inspection? 

8. Do inspectors have the following equipment available: 

system? 

9. Are there adequate procedures for coordination with outside inspectors and NDT 

technicians? 

10. Is there a separation of responsibility between production and Quality Control? 

11. Does Quality Control have the authority to stop the work, and the responsibility to inform 

the field superintendent of non-conforming work? 

Page 5 

tapeline, welding gages, tag 

Figure 2-2 Erector Evaluation Checklist (continued) 

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Construction for Seismic Applications Chapter 3: QA Agency Qualifications and QA Tasks 

Part II

3. Quality Assurance Agency Qualifications and 

Quality Assurance Tasks 

3.1 Scope 

This section defines the appropriate qualifications for organizations and individuals 

performing Quality Assurance (QA) of steel construction, the systems to be used, and the tasks to 

be performed by those Quality Assurance firms and individuals. 

3.2 Evaluation of Quality Assurance Agencies 

The firm or agency responsible for the Quality Assurance function, whether an independent 

testing laboratory or an individual, must be capable of performing the work, and should be 

evaluated and approved by the Owner, with the assistance of the Engineer or other qualified 

designated design professional, regarding the capability to perform such functions. The Building 

Official may also have requirements regarding the qualification of firms or individuals who will 

be performing the work. The level of expertise and experience necessary to perform such 

functions depends upon the specific role of the Inspector, namely as a Special Inspector, Welding 

Inspector, or NDT (nondestructive testing) technician. 

3.3 Quality Assurance Agency Qualifications 

The submittal of the Quality Assurance Agency’s qualifications should be required. The 

submittal should include: 

• qualifications of QA Agency’s management and QA personnel designated for the project, 

• QA Agency’s written inspection procedures manual, and operations Quality Control manual 

(Written Practice), 

• qualification records for Inspector and NDT technicians designated for the project, and 

• QA Agency’s NDT procedures, equipment calibration records, and personnel training 

records. 

The review of QA Agency qualifications should be performed in a timely manner. 

Each agency performing welding-related Quality Assurance should employ an individual 

qualified as an ASNT NDT Level III for the type of Nondestructive Testing to be performed. 

This individual should specify and oversee equipment calibration, inspection procedures, 

personnel certification, and training for the project. 

3.3.1 Testing Laboratory Accreditation Programs 

There are several accreditation programs available to independent testing laboratories to 

demonstrate, to third parties, the expertise of the QA Agencies in a particular field. Such 

programs include: 

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3.3.1.1 National Voluntary Laboratory Accreditation Program (NVLAP) 

NVLAP is administered by the National Institute of Standards and Technology (NIST), and 

accredits public and private laboratories based upon evaluation of their technical qualifications 

and competence, following ISO/IEC Guide 25, General Requirements for Accreditation of 

Laboratories, and ISO 9002. Laboratories are reviewed in the following areas: accommodation 

and environment, calibration and test methods, certificates and reports, complaints, equipment 

and reference material, handling of calibration and test items, measurement traceability and 

calibration, organization and management, outside support services, personnel, quality system, 

audit and review, records, and subcontracting. Fields of accreditation include Construction 

Material Testing, and Fasteners and Metals. 

Commentary: Fewer than 20 agencies are currently accredited for Construction 

Material under the NVLAP. 

3.3.1.2 American Association for Laboratory Accreditation (A2LA) 

A2LA is a membership organization that offers accreditation in a variety of fields, including 

Construction Material and Nondestructive Testing. A2LA follows ISO/IEC Guide 25 in its 

accreditation process. 

Commentary: Approximately 100 agencies are accredited for Construction 

Material under A2LA. 

3.3.1.3 International Conference of Building Officials Evaluation Services, Inc. 

(ICBO ES) 

ICBO ES conducts evaluations and issues reports on a variety of material and services, 

including Testing Laboratories (268). Specific areas of testing are listed in bi-monthly Evaluation 

Reports listings. However, published reports for Testing Laboratories are not made available. 

3.3.1.4 Building Officials and Code Administrators Evaluation Services, Inc. 

(BOCA-ES) 

BOCA-ES conducts evaluations and issues reports on a variety of material and services, 

including Testing Laboratories (Section 01410) and Inspection Services (Section 01420). Testing 

Laboratories are typically facilities performing product testing such as physical testing or fire 

testing. Inspection Services are typically firms providing product manufacturers with QC 

services, although some firms offer jobsite services. 

3.3.1.5 Southern Building Code Congress International, Public Safety Testing, and 

Evaluation Services, Inc. (SBCCI PST & ESI) 

SBCCI PST & ESI conducts evaluations and issues reports on a variety of materials and 

services, including “Testing Laboratories” and “Quality Assurance and/or Inspection Agencies.” 

Inspection Services are typically firms providing product manufacturers with QC services, 

although some firms offer jobsite services. 

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Construction for Seismic Applications Chapter 3: QA Agency Qualifications and QA Tasks 

3.3.1.6 National Evaluation Service (NES) 

NES, operated jointly by BOCA and SBCCI, conducts evaluations and issues reports on a 

variety of materials and services, including “Testing Laboratories” and “Compliance Assurance 

and/or Inspection Agencies”. National Evaluation Reports are identified as NER-TL for a 

“Testing Laboratory”, and NER-QA for a “Compliance Assurance and/or Inspection Agency”. 

Inspection Services are typically firms providing product manufacturers with QC services, 

although some firms offer jobsite services. 

3.3.1.7 American Welding Society (AWS) 

The AWS offers an accreditation program for testing laboratories that wish to conduct AWS 

Certified Welder Program tests. AWS does not evaluate inspection services beyond the scope of 

welding personnel testing. 

3.3.1.8 American Council of Independent Laboratories (ACIL) 

ACIL is a membership organization of approximately 350 firms in various disciplines, 

operating approximately 1500 facilities. No accreditation program is currently offered. 

3.3.2 Alternatives to Certification 

The Owner and Owner’s representative may refer to the following ASTM standards for 

guidelines and assistance in evaluating inspection and testing agencies. 

• ASTM E329 - Standard Specification for Agencies Engaged in the Testing and/or Inspection 

of Material Used in Construction 

• ASTM E543 - Standard Practice for Agencies Performing Nondestructive Testing 

• ASTM E548 - Standard Guide for General Criteria Used for Evaluating Laboratory 

Competence 

• ASTM E994 - Standard Guide for Laboratory Accreditation Systems 

• ASTM E1212 - Standard Practice for Establishment and Maintenance of Quality Control 

Systems for Nondestructive Testing Agencies 

• ASTM E1359 - Standard Guide for Surveying Nondestructive Testing Agencies 

Figure 3-1 is a checklist that may be used in the evaluation of Quality Assurance agencies. 

3.4 Written Practice 

3.4.1 Written Practice for Quality Assurance Agencies 

The Quality Assurance Agency should maintain a Written Practice for the selection and 

administration of inspection personnel. The Agency's Written Practice should describe the 

training, experience and examination requirements for qualification and certification of 

inspection personnel. 

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The Written Practice should describe the Agency's procedures for determining the 

acceptability of the structure in accordance with the applicable codes, standards, specifications 

and procedures, including general inspection, material controls, visual welding inspection, and 

bolting inspection. 

3.4.2 Written Practice for Nondestructive Testing Agencies 

The NDT Agency should maintain a Written Practice for the control and administration of 

NDT personnel training, examination and certification. The Agency’s Written Practice should 

describe the training, experience and examination requirements for each level of certification. 

The Agency’s written practice should describe the responsibility of each level of certification for 

determining the acceptability of material and weldments in accordance with the applicable codes, 

standards, specifications and procedures. 

Commentary - The NDT Agency’s Written Practice should be based upon either of 

two documents: ASNT Recommended Practice No. SNT-TC-1A (1996), Personnel 

Qualification and Certification in Nondestructive Testing; or ANSI/ASNT CP189-95, ASNT Standard for Qualification and Certification of Nondestructive 

Testing Personnel. 

3.5 Qualification of Inspection Personnel 

Inspectors responsible for acceptance or rejection of material and workmanship shall be 

qualified to perform such inspection whether acting in a QC or QA role. The necessary level of 

expertise of the individual inspector depends upon the specific inspection role assigned and the 

complexity of the project. Inspectors are selected by the Agency responsible for the work, 

although the Engineer has the authority to verify the qualification of welding inspectors (AWS 

D1.1 Section 6.1.4.5), and the Building Official has the right of approval of inspectors (IBC 

Section 1704.1). 

The Inspector may use assistants who are formally designated, made aware of their assigned 

responsibility and the acceptance criteria, and work under the direct supervision and monitoring 

of a qualified Inspector. 

General Welding Inspector qualifications are defined by AWS D1.1 in Section 6.1.4. For 

nondestructive testing, ANSI/ASNT CP-189 defines the education, skills, training, knowledge, 

and experience required for personnel to perform properly to a specified NDT Level. ASNT SNTTC-1A defines the demonstrated skill, demonstrated knowledge, documented training, and 

documented experience required for personnel to perform properly the duties of a specific job. 

AWS defines certification as the act of determining, verifying, and attesting in writing to the 

qualification of personnel in accordance with specified requirements. ASNT defines certification 

in ANSI/ASNT CP-189 as written testimony that an individual has met the applicable 

requirements of the standard; ASNT defines certification in ASNT SNT-TC-1A as written 

testimony of qualification. 

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3.5.1 Special Inspector Qualification and Certification 

The requirements for qualification of the Special Inspector must be established by the 

organization responsible for the Special Inspection, whether the Owner or the Owner’s 

representative. The qualifications and selection of the Special Inspector must be approved by the 

Building Official, as a part of the issuance of the building permit (IBC Section 1704.1.1). The 

Special Inspector may be either an individual or a firm. If a firm, the individuals performing the 

Special Inspection function should meet the minimum qualifications to perform such work as 

established by the Quality Assurance Plan. 

The Owner, the Owner’s designated representative, or the Building Official may require the 

Special Inspector to maintain certification by an outside agency, such as International Conference 

of Building Officials/International Code Conference (ICBO/ICC), American Welding Society 

(AWS), or another independent accreditation agency. 

3.5.1.1 ICBO Certified Special Inspector for Structural Steel and Welding 

ICBO maintains a certification program for inspectors of steel-framed structures. This 

program consists of a test of an inspector’s knowledge of the steel and special inspection related 

sections of the Uniform Building Code, AISC Specification for Structural Steel Buildings, AISC 

Manual of Steel Construction, AWS D1.1, D1.3 and D1.4 Structural Welding Codes, AWS A2.4 

Standard Symbols for Welding, Brazing and Nondestructive Testing, and the inspector’s ability to 

read and interpret structural steel erection drawings. No experience is required to take the test or 

to receive certification. 

Commentary: Building Officials may elect to take certification exams relative to 

their respective model building code. Such exams cover the broad extent of the 

entire code, and may not deal with the specific provisions and inspection 

procedures or issues directly related to steel construction. Additional education 

and training relative to steel construction and inspection is generally needed. 

3.5.2 Welding Inspector Qualification and Certification 

Visual welding inspection personnel shall be qualified in accordance with AWS D1.1, Section 

6.1.4. The basis of qualification should be specified in the Quality Assurance Plan. Acceptable 

qualification bases under AWS D1.1 are: 

• current or previous certification as an AWS Certified Welding Inspector (CWI) in accordance 

with the provisions of AWS QC1, Standard for AWS Certification of Welding Inspectors, or 

• current or previous qualification by the Canadian Welding Bureau (CWB) to the 

requirements of the Canadian Standard Association (CSA) Standard W178.2, Certification of 

Welding Inspectors, or 

• an engineer or technician who, by training or experience, or both, in metals fabrication, 

inspection and testing, is competent to perform inspection work. 

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The qualification of an inspector remains in effect indefinitely, provided the inspector 

remains active in the inspection of welded steel fabrication, or unless there is a specific reason to 

question the inspector's ability. 

Although AWS D1.1 allows inspector qualification without the CWI certification, it is 

recommended that the welding inspection personnel for critical welding be AWS QC1 certified 

(or previously certified) by experience and written examination. 

All Welding Inspectors must have adequate visual acuity, documented by vision testing 

performed within the past three years. See AWS D1.1, Section 6.1.4.4. 

Commentary: The American Welding Society offers certification to welding 

inspectors in the form of Certified Welding Inspectors, Certified Associate 

Welding Inspectors, and Certified Senior Welding Inspectors. ANSI/AWS QC-1-

96, Standard for AWS Certification of Welding Inspectors, governs the 

requirements and testing of such inspectors, including experience level. The CWI 

examination tests the inspector’s knowledge of welding processes, welding 

procedures, welder qualification, destructive testing, nondestructive testing, 

terms, definitions, symbols, reports, records, safety and responsibilities. Although 

assumed to be competent to inspect welded construction, the AWS Certified 

Welding Inspector may not have the background or expertise in other areas of 

steel construction such as general fabrication and erection, bolted connections, 

steel bar joists, and metal decks, and additional education and training relative to 

these areas may be needed to perform inspections of those elements. 

It should also be verified that the AWS Certified Welding Inspector is familiar 

with the AWS D1.1 Structural Welding Code. It is permitted to take the AWS 

examinations using AWS D1.1, American Petroleum Institute (API) 1104 Welding 

of Pipelines and Related Facilities, or American Society of Mechanical Engineers 

(ASME) Boiler and Pressure Vessel Code, and the required welding inspection 

experience may be in any area of welding. 

AWS D1.1 does not recognize the AWS Certified Associate Welding Inspector 

(CAWI) as qualified to perform the work solely based upon this certification. 

Typically, a CAWI has passed the same accreditation examination as the CWI, but 

has less experience, with two years minimum experience rather than five years, in 

the field of welding inspection. A CAWI may also have the required experience, 

but may not have achieved the test score required for CWI status, but adequate 

for CAWI status. A CAWI could be considered qualified under the third condition 

listed above. The Senior Certified Welding Inspector is a relatively new program 

offered by the AWS, and this recent certification option has not been specifically 

included in the D1.1 code. A SCWI should at present be considered the equivalent 

of a CWI. 

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3.5.3 NDT Personnel Qualification and Certification 

Certification of all levels of NDT personnel is the responsibility of the employer of the NDT 

technician. The certification of NDT personnel should be administered by an ASNT NDT Level 

III in the specific area of NDT. 

Commentary: The term “ASNT NDT Level III” identifies individuals who have 

taken and passed a specific examination administered by ASNT. It is also possible 

to be “self-certified” as an NDT Level III under the SNT-TC-1A Recommended 

Practice. Such individuals are not permitted to use the acronym “ASNT” prior to 

“NDT Level III”. 

Nondestructive testing personnel should be qualified under the American Society for 

Nondestructive Testing, ANSI/ASNT CP-189, ASNT Standard for Qualification and Certification 

of Nondestructive Testing Personnel, or ASNT Recommended Practice No. SNT-TC-1A, 

Personnel Qualification and Certification in Nondestructive Testing. 

Certification of NDT personnel should be based on demonstration of satisfactory 

qualification in accordance with Sections 4, 5 and 6 of ANSI/ASNT CP-189, as modified by the 

employer's Written Practice, or in accordance with Sections 6, 7 and 8 of ASNT SNT-TC-1A. 

Personnel certifications must be maintained on file by the employer and a copy should be carried 

by the technician. 

Employers may rely upon outside training and testing for NDT personnel for certification, 

however, the employer should supplement such certification testing with a review of the 

technician’s experience and skill levels. As an example, the technician may have successfully 

passed the NDT Level II examination for that NDT process as administered by either the AWS or 

ASNT. 

3.5.3.1 NDT Level Requirements 

AWS D1.1, Section 6.14.6 requires that nondestructive testing be performed by NDT Level II 

technicians, or by NDT Level I technicians only when working under the direct supervision of an 

NDT Level II technician. 

Commentary: Inspection by an NDT Level III technician is not recognized, as the 

NDT Level III may not perform actual testing regularly enough to maintain the 

special skills required to set up or to conduct the tests. AWS D1.5-96 requires 

similar qualification, except in the case of Fracture Critical Members. Under 

AWS D1.5 Section 12.16.1.2, testing of fracture critical members must be done by 

either a qualified NDT Level II under the supervision of a qualified NDT Level 

III, or by an ASNT NDT Level III (certified by ASNT examination), unless the 

Engineer accepts other forms of qualification. 

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3.5.3.2 Levels of NDT Qualification 

ASNT identifies four qualification levels, as defined in ANSI/ASNT CP-189: 

3.5.3.2.1 Trainee 

A person who is not yet certified to any level. Trainees must work with a certified person, 

under the direction of an NDT Level II or NDT Level III, and should not independently conduct 

any tests or write a report of test results. 

3.5.3.2.2 NDT Level I 

An NDT Level I individual should have the skills to properly perform specific calibrations, 

specific NDT, and with prior written approval of the NDT Level III, perform specific 

interpretations and evaluations for acceptance or rejection and document the results. The NDT 

Level I should be able to follow approved nondestructive testing procedures and should receive 

the necessary guidance or supervision from a certified NDT Level II or NDT Level III individual. 

3.5.3.2.3 NDT Level II 

An NDT Level II individual should have the skills and knowledge to set up and calibrate 

equipment, to conduct tests, and to interpret, evaluate, and document results in accordance with 

procedures approved by an NDT Level III. The Level II should be thoroughly familiar with the 

scope and limitations of the method to which certified and should be capable of directing the 

work of trainees and NDT Level I personnel. The NDT Level II should be able to organize and 

report nondestructive test results. 

Commentary: The NDT Level II technician may have taken written and practical 

tests as administered directly by either the ASNT or the AWS. Such independent 

testing of the NDT Level II technician is not required of a Level II. 

3.5.3.2.4 NDT Level III 

An NDT Level III individual should have the skills and knowledge: to establish techniques; 

to interpret codes, standards, and specifications; to designate the particular technique to be used; 

and to verify the accuracy of procedures. The individual should also have general familiarity with 

the other NDT methods. The NDT Level III should be capable of conducting or directing the 

training and examining of NDT personnel in the methods for which the NDT Level III is 

qualified. 

Commentary: Additional provisions from SNT-TC-1A include: The NDT Level III 

should be responsible for the NDT operations for which qualified and assigned 

and should be capable of interpreting and evaluating results in terms of existing 

codes, standards, and specifications. The NDT Level III should have sufficient 

practical background in applicable material, fabrication, and product technology 

to establish techniques and to assist in establishing acceptance criteria when 

none are otherwise available. 

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The NDT Level III technician may have taken written and practical tests 

administered directly by either the ASNT or the AWS. Such independent testing of 

the NDT Level III technician is not required for an NDT Level III under SNT-TC1A. Such independent testing of NDT Level III technicians is highly 

recommended. It is required under CP-189. 

3.5.3.3 Recertification of NDT Personnel 

Under ANSI/ASNT CP-189, NDT Level I and II personnel must be recertified by written and 

practical examination in accordance with Section 6. Individual certifications expire at the end of 

three years. NDT Level III personnel must be recertified by the employer every five years by 

verifying that the individual’s ASNT NDT Level III certificate is current in each method for 

which recertification is sought. Should the ASNT NDT Level III certificate expire prior to the 

five years, the individual must retest for that certificate. 

Under ASNT SNT-TC-1A, all levels of NDT personnel should be recertified periodically, with 

evidence of continuing satisfactory performance, or by re-examination in those portions of the 

examinations in Section 8 deemed necessary by the employer's NDT Level III. The maximum 

recommended recertification intervals are three years for Levels I and II, and five years for Level 

III. 

The employer's Written Practice should include rules covering the duration of an interruption 

to service that triggers re-examination and recertification. 

3.5.3.4 Suspension of Certification 

The employer should suspend an individual’s certification if: 

• the vision examination interval exceeds one year, with certification reinstated concurrently 

with passing the vision examination, or 

• the individual has not performed the duties in the methods for which certified during the 

previous twelve months, or 

• the individual’s performance is determined to be deficient in the method or technique for 

specific documented reasons, or 

• for ASNT NDT Level III personnel, when the ASNT Level III certificate has not been 

renewed. 

3.5.3.5 Revocation of Certification 

The employer should revoke an individual’s certification when: 

• the individual has not performed the duties in the methods for which certified within the past 

24 months, or 

• for NDT Level III personnel, the ASNT NDT Level III certificate has been revoked, or 

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• an individual’s conduct is deemed by the employer to be, or to have been, unethical or 

incompetent. 

3.6 Inspection Tasks – General 

The Quality Assurance Plan should clearly define the roles and responsibilities of Quality 

Control inspectors, Quality Assurance inspectors, and the other individuals involved in the QA 

function. 

Commentary: The definitions of these roles can directly affect the project 

structure and associated budgets. To alleviate this dilemma, the Owner must 

tightly specify the requirements for both the QC and QA programs. 

Depending upon the structure of the QC and QA functions for the particular 

project, the role of the visual inspector may vary considerably. Ideally, the QC 

Inspector is an employee of the Contractor and answers to a department head 

who is not connected with production. If this is not the case, an inherent conflict 

of interest may be present. 

The level of involvement required of the QA Agency is highly dependent upon 

the requirements for the Contractor's QC program. If the Contractor's QC Plan is 

well organized, has competent inspection and testing personnel, and will be truly 

independent of production, the outside QA function can be designated to operate 

as an overseer where random spot inspection and testing will be sufficient. In the 

opposite case, where the QC department is permitted to be less competent or is 

managed by production, more thorough QA may be appropriate. In any case, QA 

must meet the minimum requirements of the building code. 

3.7 Special Inspector Tasks 

3.7.1 Quality Assurance Plan 

The specific tasks of the Special Inspector should be defined in the Quality Assurance Plan 

and Contract Documents. The Special Inspector may be assigned all QA responsibilities, or may 

be assigned the task of supervising or monitoring QA performed by specific Welding Inspectors, 

NDT technicians or other Inspectors. Special Inspection may also include monitoring QC 

inspection performed by the Contractor. 

Commentary: See IBC Section 1704 for specific tasks assigned to the Special 

Inspector. 

3.7.2 Material 

The Special Inspector should ascertain that all materials comply with the Contract 

Documents, by mill and product certifications, by testing, or by both. 

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3.7.3 Contractor’s QC Program 

The Special Inspector may be assigned the task of evaluating the Contractor’s QC program 

and its effectiveness. If so assigned, the Special Inspector should verify that the fabricator is 

properly implementing the fabrication and Quality Control procedures outlined. 

Requirements for Special Inspection of the fabricator’s Quality Control Program are waived 

when the fabricator maintains an agreement with an approved independent inspection or quality 

control agency to conduct periodic in-plant inspections at the fabricator’s plant, at a frequency 

that will ensure the fabricator’s conformance to the requirements of the inspection agency’s 

approved Quality Control program. 

3.7.4 Inspector Qualifications 

The Special Inspector should verify the qualifications of the QC and QA Inspectors and the 

NDT technicians. 

3.7.5 Steel Frame 

The Special Inspector should inspect the steel frame to verify compliance with the details 

shown on the approved construction documents, such as bracing, stiffening, and member 

locations, and the joint details at each connection. 

3.7.6 Welding and Bolting 

The Special Inspector should verify that all fabrication and erection, including welding and 

bolting, is performed in accordance with the Contract Documents. 

3.7.7 Records 

All individuals performing Special Inspection, regardless of classification, should keep 

written records of the inspections performed. Copies of these records should be distributed to the 

parties designated in the Quality Assurance Plan. Documents reporting nonconformance should 

be distributed to the Owner, Engineer, Contractor and Building Official as specified in the Plan. 

Records documenting correction of nonconformance should be distributed to the same parties as 

those receiving reports of nonconformance. 

3.7.8 Reports 

Upon completion of the Special Inspector’s tasks, the Special Inspector shall issue a written 

report stating that all work inspected under the Inspector’s charge is in accordance with the 

approved Construction Documents and meets the applicable codes and specifications, and that 

instances of nonconformance have been corrected to the satisfaction of the Engineer or other 

persons in responsible charge. 

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Quality Assurance Agency Evaluation Checklist 

Note: This list is adapted from ISO/IEC Guide 25-1990, “General Requirements for the 

Competence of Calibration and Testing Laboratories,” and ASTM E1359, “Standard Guide for 

Surveying Nondestructive Testing Agencies.” 

Organization and Management 

1. Does the Agency have managerial staff with the authority and resources needed to discharge 

their duties? 

2. Does the Agency have arrangements to ensure that its personnel are free from any 

commercial, financial and other pressures that might adversely affect the quality of their 

work? 

3. Is the Agency organized in such a way that confidence in its independence of judgement and 

integrity is maintained at all times? 

4. Does the Agency specify and document the responsibility, authority, and interrelation of all 

personnel who manage, perform or verify work affecting the quality of inspections and tests? 

5. Does the agency provide supervision by persons familiar with the inspection disciplines in 

which it employs inspectors? 

6. Does the Agency provide supervision by persons familiar with the test methods and 

procedures, the objectives of the testing and the assessment of the results? 

7. Does the Agency have a technical manager who has overall responsibility for the technical 

operations? 

8. Does the Agency have a quality manager who has responsibility for the quality system and 

its implementation? 

9. Is the quality system reviewed at least once a year by the management to ensure its 

continuing suitability and effectiveness? 

10. When the Agency procures outside services and supplies, does the Agency use only those 

outside support services and supplies that are of adequate quality? 

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Figure 3-1 Quality Assurance Agency Evaluation Checklist 

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Quality Assurance Agency Evaluation Checklist 

Quality Control Manual 

1. Does the Agency maintain a Quality Control Manual containing, as a minimum, the 

following: 

a. a quality policy statement, including objectives and commitments, by top management, 

b. the organization and management structure of the Agency, 

c. the relationship between management, technical operations, support services and the 

quality system, 

d. procedures for control and maintenance of documentation, 

e. job descriptions of key staff and reference to the job descriptions of other staff, 

f. identification of the Agency’s approved signatories, 

g. the Agency scope of laboratory and field tests, 

h. the Agency’s scope of inspection services, 

i. arrangements for ensuring that the Agency reviews all new work to ensure that the 

Agency has the appropriate facilities and resources before commencing such work, 

j. reference to the test procedures used, 

k. reference to procedures for calibration, verification and maintenance of equipment, 

l. list of codes and standards maintained for reference by the Agency, and 

m. procedures for audit and review? 

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Figure 3-1 Quality Assurance Agency Evaluation Checklist (continued) 

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Quality Assurance Agency Evaluation Checklist 

Personnel 

1. Does the Agency have sufficient personnel, with the necessary education, training, technical 

knowledge and experience for their assigned functions? 

2. Are records on the relevant qualifications, training, skills and experience of the technical 

personnel maintained by the laboratory? 

3. Is there a written practice for personnel certification? 

4. Is there a training program described in the Agency’s written practice? 

5. Are all personnel certified by examination for all levels of certification in each discipline for 

which they perform inspection or testing? 

6. Are eye examinations required for all inspection and NDT personnel? 

7. Are all personnel certifications available for review? 

8. Are the minimum American Society for Nondestructive Testing recommendations of 

ASNT-TC-1A met for all NDT personnel for: 

a. training hours, 

b. experience, and 

c. test questions? 

9. Are outside agencies used to train and examine NDT personnel? 

Facilities and Equipment 

1. Are the facilities, equipment, instructions, and specifications adequate for the type of work 

to be performed? 

2. Are adequate procedures in effect to control the maintenance, calibration, and use of 

equipment including applicable tools, gages, and other instrumentation? 

3. Is equipment (tools, gages, and other instruments) identified to reflect: 

a. date last calibrated, 

b. date of next calibration, and 

c. identification or serial number? 

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Figure 3-1 Quality Assurance Agency Evaluation Checklist (continued) 

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Quality Assurance Agency Evaluation Checklist 

Project Administration 

1. Are contract requirements reviewed to ensure NDT specification compliance with applicable 

codes, standards and NDT specifications? 

2. Are NDT specification or contract requirements passed on to NDT Level I and II personnel 

by written procedures and instructions approved by an NDT Level III? 

3. Are inspection and test results documented and reported as required? 

4. Does the Agency have a documented system for uniquely identifying the work to be tested? 

5. Are the results of each test, or series of tests, reported accurately, clearly, unambiguously 

and objectively? 

6. Does the Agency have experience with work of similar size and complexity? 

7. Does the Agency have sufficient staff with relevant experience and qualifications to meet 

the needs of the project? 

8. Does the Agency have the ability to provide inspection services at offsite fabrication 

facilities? 

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Figure 3-1 Quality Assurance Agency Evaluation Checklist (continued) 

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Construction for Seismic Applications Chapter 4: Structural Steel 

Part II

4. STRUCTURAL STEEL 

4.1 Specification of Material 

The Contract Documents should specify the American Society for Testing and Materials 

(ASTM) specification and grade of steel used for all structural steel elements of the building. 

Any Supplementary Requirements to the ASTM steel specifications, including identification of 

the members of the steel frame subjected to such requirements, should be clearly defined in the 

construction documents. 

4.2 Submittals 

The Contract Documents should contain requirements for the submittal of certified material 

test reports for all main members of the steel frame. These reports should identify the 

manufacturer, size, heat number, chemistry, yield strength, and ultimate tensile strength, plus any 

other properties required. These properties may include Charpy V-Notch toughness or other 

Supplementary Requirements listed in the Contract Documents and supplied by the mill. Main 

members include beams, girders, columns and bracing elements. 

Mill test reports for material used in the connections of the seismic-force-resisting system, 

including web doubler plates, stiffeners (continuity plates), and beam web connection material 

should be submitted to, and should be reviewed by, the designated inspector. Test reports for 

other connection material such as clip angles, single plate framing connections (shear tabs), 

gusset plates, beam web stiffeners, need not be submitted. Material used by the fabricator for 

such connection material may be drawn from fabricator stock of known grade, provided the stock 

has had material test reports previously received and reviewed by the fabricator. 

4.3 Material Control 

The Contract Documents should specify requirements for fabrication material control, if 

controls beyond the specification of the grade of steel are required. 

The Fabricator should establish written procedures for fabrication material control. The 

minimum acceptable level of control is for steel grade identification. 

4.4 Quality Control - Structural Steel 

The Fabricator’s Quality Control Plan for material quality control should include, as a 

minimum: 

• procedures for visual inspection of steel material upon receipt, 

• procedures for verification of heat numbers and material test reports upon receipt, 

• an adequate system of material control by grade, and also by heat number when required, 

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• review procedures for material test reports for project requirements, and 

• a filing system for material test reports for all structural steel. 

A sample checklist form is provided in Figure 4-1 to assist in the development of a suitable 

document for use in a fabricator’s QC activities. 

4.5 Extent of Steel Inspection 

The Quality Assurance Plan and Contract Documents should clearly identify the extent of 

steel material inspection to be performed by the Contractor and by the Inspector or NDT 

Technician. QA mill inspection, prefabrication steel inspection, testing, or verification of 

chemistry or mechanical properties, if required, must be designated in the Contract Documents. 

Steel material inspection is generally limited to visual inspection of the surface condition of the 

steel, as well as visual inspection of thermal cut surfaces for indications of laminations. 

Requirements for additional physical sampling and testing are discouraged. 

4.6 Structural Steel Inspection Tasks 

Prior to fabrication, the Inspector should review submitted certified material test reports. 

The QA Inspector, whether a Special Inspector or other Inspector, should verify that the 

Contractor follows the prescribed Quality Control Plan for structural steel. Verification of the 

system for maintaining steel grade and heat number identification, when required, should be 

performed. This includes random spot checks verifying material controls by grade identification, 

and specific verification, including traceability when required, of material grade and any other 

special requirements for those elements of the structure identified by the Quality Assurance Plan 

as needing QA verification. 

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Construction for Seismic Applications Chapter 4: Structural Steel 

Structural Steel Material Inspection Checklist 

Project _____________________________________________________________________ 

Inspector Name _______________________________ Date of Inspection _____/_____/ _____ 

Producing Mill _______________________________ Member Size_____________________ 

ASTM Grade Identification 

� A36 

� A992 

� A572, grade ________________ 

� A913, grade ________________ 

� Other ______________________ 

Heat Number______________________(Required for specified main members only) 

Piece Mark(s) _______________________________________________________________ 

� ASTM A6 tolerances satisfied 

� Straightness (camber, sweep) 

� Flanges out-of-square 

� Member depth 

� Flange tilt 

� Web off-center 

Description and location of any unacceptable conditions _____________________________

___________________________________________________________________________

� Surface quality adequate – seams, laps, tears, nicks

Description and location of any surface discontinuities ______________________________

___________________________________________________________________________

If UT of section is required for laminations check, prior to assembly or use, provide UT

inspection report.

Number _________________________

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Figure 4-1 Structural Steel Material Inspection 

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Structural Steel Material Inspection Checklist 

MATERIAL TEST REPORT (MTR) REVIEW 

Inspector Name ____________________________ Date of MTR Review _____/_____/ _____ 

� Material test report on file

� Material test report satisfactory

� Yield Strength

� Tensile strength

� Elongation

� Chemical analysis

� Supplementary requirements (if required)

� Technical Bulletin #3 compliance (A572, grade 50 only)

� Maximum Tensile Strength (S18)

� Carbon equivalent (weldability)(S74)

� CVN toughness (S5)

� Ultrasonic Examination (S8)

� Maximum Yield Point and Yield-to-Tensile Ratio (S75)

� Charpy V-Notch Impact Test for Group 4 and 5 Structural Shapes – All Grades (S76)

� Fine austenitic grain size (S91)

� Other ____________________________________________________________________

(On the back of this form, or below, provide information on unacceptable ASTM A6 tolerances,

and a description of unacceptable surface defects and acceptance levels.)

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Figure 4-1 Structural Steel Material Inspection (continued) 

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Construction for Seismic Applications Chapter 5: Welding 

Part II 

5. WELDING 

5.1 Specifications 

5.1.1 Welding Material 

All electrodes, fluxes and shielding gases should conform to the latest American Welding 

Society (AWS) A5-series specifications. 

The Contract Documents should specify the appropriate AWS specifications for welding 

material to be used. Any special requirements, including identification of the joints of the steel 

frame subjected to such requirements, must be clearly defined in the Contract Documents. Such 

requirements may include control of CVN toughness, diffusible hydrogen levels, and additional 

manufacturer or contractor testing. Where specified CVN toughness for filler metal is required 

for designated joints, the minimum CVN toughness value(s), testing temperature(s), and special 

testing parameters if required, shall be specified. 

5.1.2 Weld Acceptance Criteria 

The Contract Documents should establish the level of welding quality required for the 

project. Quality requirements for members of the seismic-force-resisting system may be different 

from the requirements for other members. Such criteria may be those established in AWS D1.1, or 

other suitable criteria as suggested in the technical literature. The use of acceptance criteria other 

than that prescribed in AWS D1.1 is permitted by AWS D1.1, Section 6.8. 

Welds executed by welding personnel who do not satisfy the personnel performance 

qualifications, and welds not executed in conformance with the approved Welding Procedure 

Specification (WPS), may be considered rejectable and require evaluation by a qualified 

Engineer or welding consultant. 

5.2 Submittals 

5.2.1 Welding Material 

The Contract Documents should require the submittal of certifications for all welding 

material, including electrodes, fluxes and shielding gases. The manufacturer’s certification 

should state that the welding electrodes, fluxes and shielding gases, as supplied, meet the 

applicable AWS A5 specifications. The manufacturer’s data sheets for the welding materials 

should also be submitted. A copy should be provided to the appropriate Inspectors for review. 

Commentary: Manufacturer’s certifications are for compliance with the 

appropriate AWS A5 Specification, and are not a material test report taken from 

the specific lot of material being used. Such lot-specific tests are not required. 

Part II: 5-1 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

5.2.1.1 Supplemental CVN Toughness Verification Tests 

The Contract Documents should require the submittal of results of specified tests conducted 

to verify the CVN toughness achieved using the filler metal selected for joints with special 

toughness requirements. The test protocol should follow that specified in Part I of these 

Recommendations for such purpose. Tests may be conducted by the filler metal manufacturer, 

contractor, or by a third party laboratory or agency. Testing by production lot is required unless a 

manufacturer testing and certification program acceptable to the Engineer is in use for the filler 

metal. 

5.2.2 Welding Procedure Specifications 

The Contract Documents should require the submittal of Welding Procedure Specifications 

(WPSs) for each weld to be made on the project. For shop welds, the Fabricator is responsible for 

developing and supplying the WPSs. For field welds, the Erector is responsible for developing 

and supplying the WPSs. The WPSs may also be developed and prepared by other competent 

sources, but remain the responsibility of the Fabricator or Erector. 

Procedure Qualification Records (PQRs) shall be supplied for all non-prequalified WPSs. 

The Contract Documents should require submittal of the WPSs to the Engineer for review. 

The WPSs should also be distributed to the Inspectors responsible for welding inspection. 

The Engineer should review the WPSs for general suitability and adequacy, but need not take 

responsibility for the suitability or quality of the welds made using such procedures. Such 

responsibility remains with the Contractor responsible for the welding. 

Commentary: WPSs, as with other Contractor-developed documents such as shop 

drawings, erection drawings and product data, should be reviewed by the 

Engineer to confirm conformance with the Contract Documents and design intent. 

Historically, Engineers and other design professionals routinely reviewed and 

approved Contractor submittals and recent editions of AISC and AWS 

specifications and codes have required that the Engineer approve such submittals. 

For example: 

• AISC Seismic Provisions for Structural Steel Buildings, Section 7.3a states: 

“Welding shall be performed in accordance with a Welding Procedure 

Specification (WPS) as required in AWS D1.1 and approved by the 

Engineer of Record.” 

• AWS D1.1, Section 6.3.1 (1998 edition) states: 

“The Inspector shall verify that all WPSs have been approved by the 

Engineer in accordance with 4.1.1.” 

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Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 5: Welding 

• AWS D1.1, Section 4.1.1 states: 

“Except for prequalified WPSs, a WPS for use in production welding shall 

be qualified ... and approved by the Engineer.” 

However, over the past 20 years, there has been an evolution in design 

practice with design professionals refusing to approve submittals, and instead, 

reviewing submittals for general conformance and either taking exception or not. 

The 2000 edition of AWS D1.1 acknowledges this changing practice and in 

Section 6.3.1, replacing the earlier Section 6.3.1, states: 

“The Inspector shall review all WPSs to be used in the work and shall 

make certain that the procedures conform to the requirements of this 

code.” 

This revision is not intended to preclude critical Contractor submittals, such 

as WPSs to the design professional, but rather is intended to acknowledge that the 

Engineer’s review of such submittals does not constitute an approval. 

5.2.3 Other Submittals 

The Contractor should maintain at the jobsite and make available to the Engineer, Inspector 

and NDT Technician all drawings, project specifications, material certifications, welder 

qualification records, WPSs and PQRs applicable to the project. 

Commentary: As used in this section, jobsite applies both to the fabrication shop 

while fabrication work is being performed, and the construction site during 

erection. 

5.3 Material Control 

Identification of welding material should be maintained. Control should be exercised to 

verify that welding material with adequate notch toughness is used. Special welding material 

control requirements such as lot traceability are not required for standard welding material. Lot 

control may be advisable for welding material with special notch toughness requirements, should 

significant variations between lots, as established by tests, result in samples failing to achieve the 

required toughness. 

Commentary: Manufacturer certifications document the overall quality of all 

welding material supplied, and variation from lot to lot is generally not 

significant. 

5.3.1 Storage 

The Contract Documents should specify special storage or material control requirements, if 

necessary. Welding material storage controls, such as requiring rod storage ovens and having 

limited atmospheric exposure times for SMAW low-hydrogen electrodes, must be as prescribed 

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Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

in AWS D1.1, Section 5. Supplemental storage requirements for FCAW electrodes may be 

advisable for certain conditions and electrodes as well. 

5.4 Quality Control and Quality Assurance 

The Quality Assurance Plan should contain a list of all welding inspections required and 

designate the party responsible for each task. Inspections may be provided by the Contractor (the 

Fabricator or the Erector), by the Special Inspector, by the Welding Inspector, or by the 

Nondestructive Testing Technician. 

The Contract Documents should specify the type and location of any joints requiring NDT 

other than visual. The extent of NDT, whether full length, partial length, or spot testing should be 

clearly stated. See AWS D1.1, Section 6.15. 

In the series of design criteria and specification documents developed under this project, 

Quality Control and Quality Assurance tasks are recommended depending on the severity of 

loading (Seismic Weld Demand Categories) on a weld and the consequences of adverse welded 

joint performance (Seismic Weld Consequence Categories). Figure 5-1 provides a recommended 

checklist for prefabrication inspection for welding, applicable to all elements of the seismic force 

resisting system. Table 5-1 defines three Seismic Weld Demand Categories and provides 

guidance as to which welded joints should be assigned to each category. Table 5-2 defines three 

Seismic Weld Consequence Categories and provides guidance as to which consequence category 

various welded joints should be assigned. Table 5-3 assigns each type of welded joint to a 

Process and Visual Inspection class, depending on the Seismic Weld Demand Category and 

Seismic Weld Consequence Category for the joint. Table 5-4 provides recommendations for 

Nondestructive Testing for each class of welded joint. Table 5-5 is a checklist summarizing all 

recommendations for process and visual inspection for the various classes. 

Commentary: The basic code requirements for structural welding of steel 

structures are contained in AWS D1.1 - Structural Welding Code - Steel. AWS 

D1.1 uses the term "Fabrication/Erection Inspection" synonymously with the 

"Quality Control" function. The term “Verification Inspection” is used to 

describe the “Quality Assurance” function. AWS D1.1 requires inspection for 

many items in Section 6, Part A, but does not specify whether the inspection is 

performed as either QC or QA. Such distinction must be provided in the Contract 

Documents. 

In these Recommendations, the extent of inspection and other Quality Control 

and Quality Assurance measures recommended for a specific joint is dependent 

on the severity of joint loading or demand and the consequences of adverse joint 

performance. FEMA-350 – Recommended Seismic Design Criteria for New Steel 

Moment-Frame Buildings, FEMA-351 – Recommended Seismic Evaluation and 

Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings and FEMA352 – Postearthquake Evaluation and Repair Criteria for Steel Welded MomentFrame Buildings, indicate the required quality control and quality assurance 

Part II: 5-4 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 5: Welding 

classes for welded joints in steel moment frames, using prequalified connections. 

The criteria shown in the Tables 5-1 through 5-3 may be used to select 

appropriate inspection classes for joints that are not prequalified under these 

companion publications. 

5.5 Quality Control Tasks 

5.5.1 Welding Quality Control Program 

The Contractor’s QC program for welding should, as a minimum, include: 

• Welders must be qualified for the work in accordance with AWS D1.1, Section 4, Parts A and 

C. 

• Welding personnel should be knowledgeable regarding the use of Welding Procedure 

Specifications (WPSs), basic workmanship provisions, and in the use of weld gages and 

temperature measurement devices such as temperature indicating crayons. 

• Suitable WPSs must be provided for all welding to be performed, and must be available to 

welding personnel at the place of work. 

• Welding equipment must be adequate and functioning properly, and calibrated for accuracy 

within the past year. 

• Welding material storage equipment such as rod ovens and flux ovens must be available and 

functional, if required by the process, the filler metal or the flux. 

• Welding inspectors must be qualified in accordance with AWS D1.1, Section 6.1.4 to perform 

QC inspection. 

• If not provided by the Contractor’s QC personnel, outside NDT services must be available to 

the Contractor on an as-needed basis. 

Table 5-5 provides recommendations for QC in-process inspections for a variety of welded 

joint classifications. 

Commentary: The Contractor should require and ensure that welders meet 

established minimum requirements. Execution of critical welds requires skilled 

welders who will follow the project welding requirements. 

5.6 Extent of Welding Inspection and Nondestructive Testing 

The Quality Assurance Plan, the information furnished for bidding, and the Contract 

Documents should clearly identify the extent of inspection and Nondestructive Testing (NDT) to 

be performed by the Contractor and by the Quality Assurance Agency’s Inspector or NDT 

Technician. Any approved periodic inspection should clearly be identified by type and frequency. 

Weld joints for which the Contract Documents require NDT should be tested for their full length, 

unless partial or spot testing is specified. When partial or spot testing is specified, the location 

and lengths of welds or categories of weld to be tested should be clearly designated in the 

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Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

Contract Documents, or identified using NDT symbols in conjunction with the welding symbols 

on the design drawings. See AWS D1.1, Section 6.15. 

Tables 5-1, 5-2, 5-3, 5-4, and 5-5 provide recommendations for the classification of welded 

joints, NDT requirements and in-process welding inspection requirements. Refer also to the 

Quality Control and Quality Assurance requirements specified in FEMA-350, FEMA-351 and 

FEMA-352 for prequalified moment-resisting connections. 

On projects where a sliding sampling scale is used, the Inspector should keep records on each 

welder or welding operator. These records may be used as a basis for sampling rate reduction. 

Commentary: See Notes to Table 5-4 for an illustration of a sampling scale 

method for UT inspection. 

5.7 Welding Inspector Tasks 

The duties of the Welding Inspector, whether designated as QC or QA, should include the 

following items. 

a. Review and understand the applicable portions of the specifications, the Contract Documents 

and the shop drawings for the project. 

b. Review material test reports for all main member and designated connection base material for 

compliance with the project requirements, prior to shop fabrication. 

c. Verify that all applicable welder, welding operator and tack welder qualifications are 

available, current and accurate. 

d. Require requalification of any welder, welding operator or tack welder who has, for a period 

of six months, not used the process for which the welder was qualified. 

e. Verify welder identification and qualification. Verify that any required supplemental 

qualification tests have been passed, and joint mock-ups, if required by the Contract 

Documents, have been executed. 

f. Verify that each welder has a unique identification mark or die stamp to identify his or her 

welds. 

g. Verify that all applicable Welding Procedure Specifications, with Procedure Qualification 

records as needed, are available and current. 

h. Verify that an approved Welding Procedure Specification (WPS) has been provided and that 

each welder performing the weld has reviewed the WPS. A copy of the appropriate WPSs 

should be available for each joint. 

i. Verify base material identification checks against approved shop drawings and specifications. 

j. Verify the electrode, flux and shielding gas specification sheets for compliance with the 

Contract Documents. 

k. Verify welding consumables comply with approved shop drawings and the approved WPSs. 

Part II: 5-6 
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Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 5: Welding 

l. Verify that electrodes are used only in the permitted positions and within the welding 

parameters specified in the WPS. 

m. At suitable intervals, observe joint preparation, assembly practice, preheat temperatures, 

interpass temperatures, welding techniques, welder performance and any postweld heat 

treatment to ensure that the applicable requirements of the WPS and Code are satisfied. 

n. At suitable intervals, verify that the current and voltage of the welding equipment are in 

accordance with the WPS, if needed, by using a hand-held, calibrated, amp and volt meter. 

With this equipment, current and voltage should be measured near the arc. 

o. Inspect the work to ensure compliance with AWS D1.1 or the specified weld acceptance 

criteria. Size and contour of welds should be measured with suitable gauges. A strong light, 

magnifiers, or other devices, as needed, may be used to aid visual inspection. 

p. Schedule NDT technicians in a timely manner, after the visual inspection is complete and the 

assembly has cooled. A delay period may be required by the Contract Documents for final 

QA acceptance. For repair welding, the Nondestructive Testing should not be performed 

sooner than 24 hours after the repair welding has been completed and cooled to ambient 

temperature. 

q. Mark those welds, parts, and joints, that have been inspected and accepted, with a 

distinguishing mark or die stamp, or alternatively, maintain records indicating the specific 

welds inspected by each person. 

r. Document the accepted and rejected items in a written report. The report should be 

transmitted to the designated recipients in a timely manner. 

Table 5-5 may be used as a guide for in-process welding inspection tasks. The sample 

checklists and forms in Figure 5-1 and Tables 5-1 through 5-5 are provided to assist in the 

development, understanding, and reporting of welding inspection tasks. 

5.8 NDT Technician Tasks 

The NDT technician should coordinate the NDT work with the Welding Inspector. The NDT 

technician must perform all NDT, other than visual, required by the Quality Assurance Plan, 

Contract Documents or Building Code. NDT should be performed in a timely manner, so as not 

to hinder production, and to detect welding problems soon after occurrence so that corrective 

measures may be taken by the Contractor to rectify such problems. 

The NDT technician should mark those welds, parts, and joints, which have been inspected 

and accepted, with a distinguishing mark or die stamp, or alternatively, maintain records 

indicating the specific welds inspected. 

The accepted and rejected items should be documented in a written report. The report should 

be transmitted to the designated recipients in a timely manner. 

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FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

Checklist for Prefabrication Inspection for Welding 

Project _____________________________________________________________________ 

Fabricator/Erector ____________________________________________________________ 

Welding Systems Verification 

� Welding personnel qualification records available 

� Audit of welding personnel performed Date____/____/____ By _________ 

� List of needed WPSs prepared for project 

� WPSs for project complete 

� WPSs reviewed and approved by Engineer Date____/____/____ By _________ 

� WPSs available to welding personnel 

� WPSs available to QC/QA personnel 

(Note: prepare separate WPS log if needed) 

� Welding equipment calibration records available 

� Audit of welding equipment operation performed Date____/____/____ By _________ 

� Filler metal storage systems in place 

� Filler metal storage systems followed 

� SMAW electrode ovens 

� Temperature verified 

� Continuous operation verified 

� SAW flux ovens 

� Temperature verified 

� Continuous operation verified 

� FCAW wires suitably protected 

� GMAW wires suitably protected 

� SAW wires suitably protected 

Page 1 

Figure 5-1 Checklist for Prefabrication Inspection for Welding 

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Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 5: Welding 

Checklist for Prefabrication Inspection for Welding 

Project Material Verification (Welding) 

Welding Electrodes 

SAW Flux 

Page 2 

Process (SMAW, FCAW, GMAW, SAW) 

Electrode class (A5 designation) 

Manufacturer 

Trade name 

Diameter 

Packaging type (for example, can, box, oven) 

Packaging condition (good, damaged, open) 

Certification papers available (yes, no) 

Certification papers reviewed (date) 

Shielding Gas 

Supplier 

Type (for example, CO2 ) 

Certification papers available (yes, no) 

Certification papers reviewed (date) 

Manufacturer 

Trade Name 

Type (active, neutral, alloy) 

Packaging type (for example, bag, oven) 

Packaging condition (good, damaged, open) 

Certification papers available (yes, no) 

Certification papers reviewed (date) 

Figure 5-1 Checklist for Prefabrication Inspection for Welding (continued) 

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Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

Table 5-1 Seismic Weld Demand Categories 

Demand Examples 

A 

High 

Welds in which service stresses are anticipated to be at 

or beyond the yield level, with some inelastic strain 

demand into the strain hardening region anticipated. 

Beam-flange-to-column-flange CJP groove 

welds in: 

• unreinforced connections, 

• RBS connections, with “weak” panel 

zones, 

• free-flange connections. 

B 

Medium 

Welds in which service stresses are anticipated to be 

near or slightly exceed yield level, but for which 

negligible inelastic strain demand is anticipated. 

Beam-flange-to-column-flange CJP groove 

welds in: 

• RBS connections with “strong” panel 

zones, 

• haunched connections, 

• cover-plated connections, 

• “Overlay” connections. 

In haunched connections, haunch-to-beamflange and haunch-flange-to-columnflange CJP groove welds. 

Fillet welds in cover-plated and haunched 

connections. 

Web welds (shear tab or direct welded) in 

all moment connections. 

Doubler plate and continuity plate welds 

(both groove and fillet welds). 

CJP and PJP groove welded splices in butt 

joints with applied tension. 

In braced frames, all CJP and PJP groove 

welds between brace and beam or column 

(but not including gusset plates). 

C 

Low 

Welds in which service stresses are anticipated to 

remain below stresses permitted for design, or will 

remain in compression. 

Note: For LRFD, permitted design stress is defined as 

using (fFw as 0.80(0.6FEXX) ) or lower as the design 

strength. For ASD, permitted design stress is defined as 

using an allowable stress of 0.3FEXX. 

All other CJP and PJP groove welds in 

shear or compression, or a combination of 

shear and compression. 

All other fillet welds. 

All plug and slot welds. 

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Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 5: Welding 

Table 5-2 Seismic Weld Consequence Categories 

H 

High 

Steel moment frames with low redundancy (4 or fewer beams per floor resisting lateral forces in 

principal direction). 

Any shear joint supporting gravity loads from two or more floors. 

Splices resisting applied tension. 

M 

Medium 

Joints in steel moment frames, with redundancy. 

Joints in steel moment frames with a designed secondary system for lateral loading. 

Any shear joint supporting gravity loads from more than one member at a given floor level. 

Splices resisting only shear or compression or both. 

L 

Low 

Shear, compression and tension joints supporting single members only, and not part of the lateralforce-resisting system. 

Joints not required to carry gravity loads. 

Table 5-3 Process and Visual Inspection Categories 

Consequence 

Demand 

A B C 

H 1 1 2 

M 1 2 3 

L 2 3 3 

Note: Refer to Table 5-5 Welding Inspection Checklist 

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Chapter 5: Welding Construction for Seismic Applications 

Table 5-4 Nondestructive Testing 

Consequence 

Demand 

A B C 

H 

CJP 

MT 100% of joints, full 

length 

UT 100% of joints, full 

length 

PJP, fillets 

MT 100% of joints full 

length 

CJP 

MT 100% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

UT 100% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

(Reduce UT to 25% of joints, of length 

as above, with high acceptance rate) 

PJP, fillets 

MT 25% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

CJP 

UT 10% of joints, full 

length if transversely 

loaded, partial length if 

longitudinally loaded 

PJP, fillets 

MT 10% of joints, 6” 

spot at random 

M 

CJP 

MT 100% of joints, full 

length 

UT 100% of joints, full 

length 

(Reduce UT to 25% of 

joints, full length, with high 

acceptance rate) 

PJP, fillets 

MT 100% of joints full 

length 

CJP 

MT 100% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

UT 100% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

(Reduce UT to 25% of joints, of length 

as above, with high acceptance rate) 

PJP, fillets 

MT 25% of joints, full length if 

transversely loaded, partial length if 

longitudinally loaded 

No NDT required 

L 

CJP 

MT 25% of joints, full 

length. UT 25% of joints, 

full length 

PJP, fillets 

MT 100% of joints full 

length 

CJP 

UT 10% of joints, full length 

PJP, fillets 

MT 10% of joints, 6” spot at random 

No NDT required 

Notes: 1. CJP, complete joint penetration; PJP, partial joint penetration; MT, magnetic particle testing; UT, 

ultrasonic testing. 

2. UT only when weld throat is 5/16” or greater. 

3. Reduce rate of UT and MT when an individual welder’s reject rate is less than 5%, after 40 welds have 

been inspected. 

4. Partial length testing for longitudinally loaded welds is applicable for welds over 24” in length, and 

includes the beginning and end of each weld for a 6” length, plus any location along the length of the 

weld where a start and restart is visually noted for a distance of 6” on either side of the stop/start 

location, and a 6” length every 10’ for a given weld. 

5. CJP and PJP groove welded column splices that are a part of the seismic-force-resisting system and are 

subject to applied tension shall be ultrasonically tested as BH/T 

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Construction for Seismic Applications Chapter 5: Welding 

Table 5-5 

Process and Visual Welding Inspection 

Category 

Welding Inspection Checklist 

1 2 3 

Inspection 

Tasks 

Welder 

QC QA QC QA QC QA 

H O H O H O H O H O H O 

Inspection Prior To Welding 

Proper WPS selected for joint detail � � � � � � �

Proper welding materials selected � � � � � � �

WPS settings (voltage, polarity, 

current, wire feed speed) on welding 

equipment verified 

� � �� � � � �

Shielding gas type (if used) verified � � � � � � �

Shielding gas flow rate setting 

verified 

� � � � � � �

Fit of backing bar (if used) acceptable � � � � � � �

Measure root opening � � � � � � �

Measure groove angle � � � � � � �

Verify above dimensions within joint 

tolerance and WPS tolerance 

� � � � � � �

Mark root edge location on beam 

flange for UT inspection (if required) 

� � � � � � �

Condition of steel surface acceptable � � � � � � �

Existing tack welds clean and of 

adequate quality 

� � � � � � �

Wind speed within limits � � � � � � �

Weld joint surfaces free of 

discontinuities 

� � � � � � �

Minimum preheat required applied 

and verified 

� �� �� � � � �

Maximum preheat verified (if 

specified) 

� �� �� � � � �

Observation of welder’s inspection � �� � � � � �

Observation of QC inspection �� � � �

See Legend and Notes at end of Table 

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Chapter 5: Welding Construction for Seismic Applications 

Table 5-5 Welding Inspection Checklist (page 2) 

Process and Visual Welding Inspection 

Category 1 2 3 

Inspection 

Tasks 

Welder 

QC QA QC QA QC QA 

H O H O H O H O H O H O 

Inspection During Welding 

WPS followed (voltage, current, wire 

feed speed, travel speed, stickout, gas 

flow rate, pass location) 

� �� �� �� � � �

Welding materials exposure control 

maintained 

� �� �� �� � � �

Minimum interpass temperature 

maintained and verified 

� �� �� �� � � �

Maximum interpass temperature 

verified (if specified) 

� �� �� �� � � �

No detrimental change to 

environmental conditions 

� � � � � � �

Tack welds do not crack during 

welding 

� � � � � � �

Each pass cleaned � � � � � � �

Each pass within profile limitations � � � � � � �

Each pass meets quality requirements � � � � � � �

Proper technique used (electrode 

angle, stringer beads) 

� � � � � � �

NDT in process when required � � � � � � �

Observation of welder’s inspection � � � � � �

Observation of QC process � � �

See Legend and Notes at end of Table 

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Construction for Seismic Applications Chapter 5: Welding 

Table 5-5 Welding Inspection Checklist (page 3) 

Process and Visual Welding Inspection 

Category 1 2 3 

Inspection 

Tasks 

Welder 

QC QA QC QA QC QA 

H O H O H O H O H O H O 

Inspection After Welding 

Welder identification legible � � � � � � �

Inspection delay period satisfied � � � � � �

Weld cleaned � � � � � � �

Weld size and length verified � � � � � � �

Weld within profile limitations � � � � � � �

Weld appearance indicates 

thorough fusion 

� � � � � � �

Weld craters acceptable � � � � � � �

Undercut within limitations � � � � � � �

Porosity within limitations � � � � � � �

Weld free of cracks � � � � � � �

Backing bars removed (if required) � � � � � � �

Weld tabs removed (if required) � � � � � � �

Surface finish (grind, contour) as 

required 

� � � � � � �

Observation of welder’s inspection � � � � � � �

Observation of QC process � � �

NDT completed � � � � �

See Legend and Notes at end of Table 

Part II: 5-15 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 5: Welding Construction for Seismic Applications 

Table 5-5 Welding Inspection Checklist (page 4) 

Legend: 

� The welder or Inspector, as noted, should perform this function, with measurements as necessary. 

�� The Inspector should observe these operations more frequently. 

H Hold – The welder shall not proceed with welding until inspection of this item is performed by the 

designated Inspector. After this inspection, the welder may proceed with welding until completion, with 

observation of welding functions on a random, periodic basis by the Inspector. For inspection after 

welding, this inspection must be performed prior to final acceptance of the item. 

O Observe – The welder may proceed with welding after completing his / her own inspection. The Inspector 

shall perform random, daily, periodic inspection and observation of these welding functions. 

Notes: 

1. The precise level and frequency of observation by either QC or QA is not specified. Inspection frequency 

shall be adequate to provide reasonable confidence in the control of the welding process and the quality of 

the completed welds. Consideration shall be made of the consistency achieved in satisfying the required 

welding parameters, and the effect of the welding parameter upon weld quality and performance. 

2. As a minimum, the observation inspection tasks listed shall be performed on a daily basis. 

3. Hold point inspections for WPS selection and welding materials need be performed only when changed by 

the welder. 

4. This list shall not be considered exclusive of any additional inspection tasks that may be necessary to meet 

the requirements of the codes or the Quality Assurance Plan. 

Part II: 5-16 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

6. BOLTING 

6.1 Specifications 

6.1.1 Bolting Material 

The Contract Documents should specify the material for bolted connections. Production and 

inspection for all fastener material should be specified to conform to the latest editions of the 

American Society for Testing and Materials (ASTM) Specifications. High-strength bolts should 

conform to ASTM A325, A490, F1852 (twist-off bolt), or other bolt specifications as permitted 

for use in the American Institute for Steel Construction (AISC) and Research Council for 

Structural Connections (RCSC) Specifications. Nuts should meet either ASTM A563 or A194. 

Washers should meet ASTM F436. Direct tension indicators, if used, should meet ASTM F959. 

6.1.2 Installation Requirements 

All bolts and fastener assemblies should be installed in accordance with the requirements of 

the RCSC Specifications. 

6.2 Submittals 

6.2.1 Material Certifications 

The Contract Documents should require the submittal of certifications for all bolting 

material, including bolts, nuts and washers. The manufacturer’s certifications should state that 

the bolts, washers, nuts or other fastener components meet the applicable ASTM Specification. 

Certification of fastener material by the fastener component manufacturer is also a requirement 

of the ASTM Specifications. Certifications should be provided for each production lot of fastener 

component, with the exception that shipping lot certification is permitted for A490 bolts. The 

acceptance of shipping lot certifications for other fastener components is discouraged. Copies of 

certifications should be provided to the appropriate Inspector for review and use. 

6.2.2 Bolting Installation Procedures 

The Contract Documents should require the submittal of written procedures for the preinstallation testing, installation and pretensioning of high-strength bolts on the project. The 

procedures must meet the requirements of the RCSC Specification. Procedures need be submitted 

only for the methods of installation being used by the Fabricator and Erector, which may include 

the turn-of-nut, calibrated wrench, twist-off bolt, or direct tension indicator methods. Procedures 

should include both installation to the snug tight condition and pretensioned installation. Bolting 

procedures must also be distributed to the Inspector responsible for bolting inspection. 

6.2.3 Bolting Inspection Procedures 

The Contract Documents and Quality Assurance Plan should require the submittal of written 

inspection procedures for bolted installations. Such procedures must meet the requirements of the 

RCSC Specification. Inspection procedures should be written specifically for the installation and 

Part II: 6-1 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Bolting Construction for Seismic Applications 

pretensioning methods to be used, i.e. turn-of-nut, calibrated wrench, twist-off bolt, or direct 

tension indicator method. Written procedures should also be prepared for the arbitration of 

disputes, to be used should a dispute arise regarding the pretension of previously installed 

fasteners. 

6.3 Material Controls 

The Contract Documents should establish requirements for fastener material control, if 

control beyond type or lot is required. To verify the material suitability and installation 

procedures, the RCSC Specification requires pre-installation testing of each lot, or combinations 

of lots as used, prior to installation in the work. No records need be maintained regarding source 

or lot of individual fastener material once installed. 

6.4 Quality Control and Quality Assurance 

6.4.1 Extent of Bolting Inspection 

The Quality Assurance Plan should contain a list of all required bolting inspections and 

should designate the responsible party. Such inspection may be provided by the Contractor, by 

the Special Inspector, or by a designated Bolting Inspector. 

Bolted joints require verification of the quality of the holes, visual inspection by observation 

of the pre-installation tests and the tightening operations, and if a slip-critical joint is specified, 

the observation of the condition of the faying surface. The use of torque for random testing of 

installed bolts is not required and is discouraged. 

6.4.2 Bolting Quality Control Program 

The Contractor’s Quality Control program for bolting should, as a minimum, include the 

following. 

• Manufacturer’s certifications are reviewed for adequacy and compliance with project 

requirements. 

• Manufacturer’s certifications are kept on file. 

• A proper protected storage area is provided for all fasteners. 

• A suitable material control system, including lot control, is in use. 

• A bolt calibration device, calibrated within the past year, is available. 

• Written bolting procedures are provided for the installation methods to be used. 

• The bolting crew must know the selected bolting installation procedures. 

• Bolting Inspectors must be trained and knowledgeable. 

Part II: 6-2 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

6.5 Bolt Installer Qualification 

All personnel installing and pretensioning high-strength bolts should have the necessary 

knowledge and skills to perform the task. Verifying adequate knowledge of the installer provides 

a high level of confidence that the correct material will be selected and installed, that the snug 

condition will be achieved, and that the selected pretensioning method will be properly applied. 

The bolt installer qualification program should reduce the time and effort spent in bolt 

inspection, and reduce or eliminate the need for arbitration inspection. 

Personnel responsible for installing bolts should possess, as a minimum, the following 

knowledge: 

• bolt and nut grade identification, 

• bolt length measurement, 

• required lubrication conditions, 

• the use of field bolt lists, 

• the assessment of the snug tight condition, and 

• the proper techniques for performing the selected pretensioning method. 

For the turn-of-nut method, required knowledge includes determining the required rotation 

beyond the snug condition, proper match-marking techniques, and wrench observation 

techniques. For the calibrated wrench method, required knowledge includes the methods of 

wrench calibration, requirements for recalibration of wrenches, and the proper use of the 

calibrated wrench. For twist-off bolts, the required knowledge includes the use of the electric 

wrench for snugging, and the use of the wrench for pretensioning. For the direct tension indicator 

(DTI) method, required knowledge includes the placement of the DTI in the assembly, the use of 

feeler gages to check the snug condition, and the use of feeler gages to verify the pretensioned 

condition. 

Bolt installer qualification testing should be performed through verbal or written questions on 

the above topics asked by the inspector, appropriate for the bolt pretensioning method selected 

for use. The installer should also perform three pre-installation verification tests for the method 

selected, witnessed by the inspector. Upon completion of this bolt installer qualification testing, 

the bolt installation personnel may proceed to install, snug, and pretension bolts on the project. 

Bolt installer qualification testing does not waive requirements for bolt installation inspection. 

6.6 Bolting Inspection Tasks 

The Bolting Inspector should coordinate the inspection work closely with the Contractor and 

other Inspectors. The Bolting Inspector(s) must perform all inspections required by the Contract 

Documents, the Quality Assurance Plan, the RCSC Specification, and the Building Code. Bolting 

inspection should be performed in a timely manner, so as not to hinder production, and to detect 

Part II: 6-3 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Bolting Construction for Seismic Applications 

bolting problems upon or soon after occurrence so that corrective measures may be taken by the 

Contractor to rectify such problems. 

The duties of the Bolting Inspector, whether designated either QC or QA, should include the 

following items: 

a. Review and understand the applicable portions of the specifications, contract drawings, shop 

detail drawings and erection plans for the project. 

b. Review all manufacturer certifications for material compliance with the project requirements. 

(Refer to Figure 6-1) 

c. Verify bolting material identification. (Refer to Figure 6-1) 

d. Verify suitable, controlled storage conditions. (Refer to Figure 6-1) 

e. Verify that all applicable bolt installation procedures are available, current and accurate. 

f. Verify that all bolt installers are qualified (Refer to Figure 6-2) 

g. Verify that the appropriate bolt installation procedure has been provided and reviewed by 

each bolting crew member performing the work. (Refer to Figure 6-2) 

h. Observe the Contractor’s pre-installation testing performed at the start of the work for each 

assembly lot. (Refer to Figure 6-3) 

i. For the calibrated wrench method of installation, observe calibration of the wrench(s) at the 

start of each work shift. (Refer to Figure 6-4) 

j. Verify the suitability of the bolted joints, such as bolt hole size and condition, prior to 

assembly. Check for unfair reaming or slotting of poorly aligned holes. (Refer to Figure 6-4) 

k. For slip-critical joints, verify that the required faying surface conditions are met. (Refer to 

Figure 6-4) 

l. Prior to pretensioning, verify that all bolts have been installed and the joint brought to the 

snug tight condition. 

m. For pretensioned joints, routinely observe, at suitable intervals, the pretensioning operations 

to verify the proper application of the bolting procedures. (Refer to Figure 6-4) 

n. Arbitrate any disputes regarding achieved bolt pretension immediately upon installation of 

the bolts in dispute. Any appreciable delay in arbitration will result in considerable 

inaccuracies in the arbitration procedures provided by the RCSC Specification. (Refer to 

Figure 6-4) 

o. Complete a written report recording the joints observed, inspected, and accepted. The report 

should be transmitted to the designated recipients in a timely manner. (Refer to Figure 6-4) 

Part II: 6-4 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

Bolting Material Inspection Record 

(See Sections 6.6 b, c, d) 

Project _____________________________________________________________________ 

Inspector ____________________________________________________________________ 

Date of Inspection _____/_____/ _____ 

Complete this inspection log for each type of fastener product, diameter, length, grade and 

production lot for the fasteners to be used on the project. 

Bolt 

o A325 o A490 o A307 o ________ 

Twist-Off Bolt 

o F1852 o Marked A325 o Marked A490 

Nut 

o A563 grade ________ o A194 grade ________ 

Washer 

o F436 

Direct Tension Indicator (DTI) 

o F959 o Type 325 o Type 490 

Manufacturer’s mark and name ___________________________ 

Diameter 

1/2 5/8 3/4 7/8 1 1-1/8 1-1/4 1-3/8 1-1/2 ______ 

Length ______________________________________________ 

Finish 

� Black 

� Hot dip galvanized 

� Mechanically galvanized 

� Epoxy coated 

� Other 

Lot Number __________________________________________ 

Page 1 

Figure 6-1 Bolting Material Inspection Record 

Part II: 6-5 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Bolting Construction for Seismic Applications 

Bolting Material Inspection Record 

Container type 

� Steel keg

� Wood keg

� Cardboard box

� Other

� Manufacturer’s container

� Repackaged container

Storage conditions 

� Protected 

� Exposed 

Lubrication condition 

� Oily

� Dry

� Rusty

� Manufacturer coating

� Mixed

� Relubricated using _______________________

� Certification reviewed Date ____/____/____ 

Page 2 

Figure 6-1 Bolting Material Inspection Record (continued) 

Part II: 6-6 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

Bolt Installer Qualification

(See Sections 6.5 and 6.6 f and g) 

Bolt Installer Name ________________________________ ID Number _________ 

Verification of 

Knowledge 

Bolt Installation Method 

Turn-of-Nut Calibrated Wrench Twist-Off Bolt Direct Tension 

Indicator 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Verification of 

skills using 

pre-installation test 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Inspector_________ 

Date____/____/____ 

Figure 6-2 Bolt Installer Qualification 

Part II: 6-7 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Bolting Construction for Seismic Applications 

Bolt Pre-Installation Assembly Tests 

Project ___________________________ Inspector ___________________________ 

Date ____/____/____ 

Bolt Tension Calibrator Model 

Date of test 

Test performed by _____________________ Erector) 

Bolt lot number _______________________ 

Nut lot number _______________________ 

Assembly lot number 

Direct Tension Indicator lot number _______________________ 

Lubrication condition � oily � dry � rusty � relubricated using ________________�mixed 

For short bolt testing, with installation method other than turn-of-nut method: 

DTI lot number _________________ 

Measured average DTI gap at required pretension ________________________ 

Bolt Grade � A325 � A490 

Bolt Diameter ________________________ 

Minimum required pretension - (RCSC Specification, Table 4, following) 

Required Pre-Installation Test tension ________ kips 

Installation method selected 

� Turn-of-Nut 

� Calibrated Wrench 

� Twist-Off Type Tension Control Bolt 

� Direct Tension Indicator 

� Turn-of-Nut Method 

(Performed on each lot of bolt / nut assembly at the start of the work) 

� Required turns - � 1/3 � 1/2 � 2/3 

� Measured pretension ________________ 

� Calibrated Wrench Method 

(Performed daily for each diameter, grade and lot) 

� Achieved tension for wrench ____________ 

� Actual rotation ________________ turn (not to exceed RCSC Specification, Table 5 rotation, following) 

� Twist-Off Bolt Method 

(Performed on each lot of bolt/nut/washer assembly at the start of the work) 

� Achieved tension at twist-off _____________kips 

� Direct Tension Indicator Method 

(Performed on each lot of bolt/nut assembly with DTI at the start of the work) 

Feeler gage thickness - .005 in 

Pre-Installation Test Tension required SC Specification, Table 4, following ) 

Actual pretension _____________________ kips (should equal or slightly exceed above value) 

Number of feeler gage refusals ____________________________ 

Page 1 

(See Section 6.6 h) 

____________ Number ____________ 

____/____/____ 

(Fabricator or

__________________ 

Bolt Length ___________________ 

________ kips 

kips 

kips 

.015 in 

___________________ kips (See RC

Number of DTI gaps 4 5 6 7 8 9 

Number of refusals permitted in Pre-Installation Test 1 2 2 3 3 4 

Number of refusals required for installation acceptance 2 3 3 4 4 5 

Figure 6-3 Bolt Pre-Installation Assembly Tests 

Part II: 6-8 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

Bolt Pre-Installation Assembly Tests 

RCSC Specification, Table 4. -Critical Connections 

RCSC Specification, Table 5. a,b 

Disposition of Outer Face of Bolted Parts 

Bolt Lengthc 

(underside of head 

to end of bolt) 

Both faces normal to 

bolt axis 

One face normal to 

bolt axis, other 

sloped not more than 

1:20 

Both faces sloped not 

more than 1:20 from 

normal to bolt axis 

Not more than 4db 1/3 turn 1/2 turn 2/3 turn 

More than 4db but 

not more than 8 db 

1/2 turn 2/3 turn 5/6 turn 

More than 8db but 

not more than 2 db 

2/3 turn 5/6 turn 1 turn 

a Nut rotation is relative to bolt regardless of the element (nut or bolt) being turned. For required nut rotations 

of 1/2 turn and less, the tolerance is plus or minus 30 degrees; for required nut rotations of 2/3 turn and more, 

the tolerance is plus or minus 45 degrees. 

b

Applicable only to joints in which all material within the grip is steel. 

c

When the bolt length exceeds 12db, the required nut rotation shall be determined by actual testing in a 

suitable tension calibrator that simulates the conditions of solidly fitting steel. 

Page 2 

Fastener Tension Required for Pretensioned and Slip

Nut Rotation from Snug Tight Condition

Bolt Diameter, db 

Minimum Tensiona in 1,000s of Pounds (kips) 

A325 Bolts A490 Bolts 

Required 

Pretension 

Pre-Installation 

Test Tension 

Required 

Required 

Pretension 

Pre-Installation 

Test Tension 

Required 

1/2 12 13 15 16 

5/8 19 20 24 25 

3/4 28 29 35 37 

7/8 39 41 49 51 

1 51 54 64 67 

1-1/8 56 59 80 84 

1-1/4 71 75 102 107 

1-3/8 85 89 121 127 

1-1/2 103 108 148 155 

Figure 6-3 Bolt Pre-Installation Assembly Tests (continued) 

Part II: 6-9 
FEMA-353 Recommended Specifications and Quality 

Part II: Recommended QA Guidelines Assurance Guidelines for Steel Moment-Frame 

Chapter 6: Bolting Construction for Seismic Applications 

Bolted Joint Inspection Record 

Project ________________________________________________________ 

Inspector ______________________________________________________ 

Date ____/____/____ 

Joint: 

Elevation / floor ____________________________ 

Mark _____ 

Mark _____ ___ 

Mark _____ 

Required installation: 

� Snug Tight 

� Pretensioned 

� Slip-Critical 

__________________________________________________________________________________________ 

Hole condition verification: 

� No flame-cutting 

� No unfair reaming or slotting (limited to 1/32”) 

Note: Flame-cutting and unfair reaming/slotting must be reported to the Engineer for review 

Reported ? 

Shear-Bearing Joints - Threads Excluded Condition Only 

� Proper length bolt used 

� Proper orientation of bolt 

__________________________________________________________________________________________ 

Snug Condition Verification(no subsequent pretensioning required) 

Date ____/____/____ 

� Steel in solid contact (no gaps in vicinity of bolt holes) 

� Stick-out 

� Bolt end flush with or beyond face of nut 

� Stickout not excessive (nut has not run onto threadrunout) 

__________________________________________________________________________________________ 

Snug Condition Verification(prior to pretensioning) 

Date ____/____/____ 

� Steel in firm contact (no gaps in vicinity of bolt holes) 

� Turn-of-Nut Method: -marking properly prepared (if match mark system used) 

� DTI Method: Number of DTI refusals below that required for completed installation 

� Twist-Off Bolt Method: 

Page 1 

(See Section 6.6 i, j, k, l, m, n, o) 

Grid _____________________________ 

to mark _____ Mark _____ to mark ______ Mark _____ to mark ______ 

to mark _____ Mark _____ to mark ___ Mark _____ to mark ______ 

to mark _____ Mark _____ to mark ______ Mark _____ to mark ______ 

Date ____/____/____ 

Inspector ___________________________ 

Inspector ___________________________ 

Match

Spline intact 

Figure 6-4 Bolted Joint Inspection Record 

Part II: 6-10 
Recommended Specifications and Quality FEMA-353 

Assurance Guidelines for Steel Moment-Frame Part II: Recommended QA Guidelines 

Construction for Seismic Applications Chapter 6: Bolting 

Bolted Joint Inspection Record 

Pretension Verification 

Date ____/____/____ 

Stick-out 

� Bolt end flush with or beyond face of nut 

� Stickout not excessive (nut has not run onto thread runout, use matching fasteners for comparison) 

Turn-of-Nut Method (match-marked) 

� Rotation required 1/3 1/2 2/3 __________ Turn 

� Rotation applied 1/3 1/2 2/3 __________ Turn 

Turn-of-Nut Method (observed) 

� Rotation required 1/3 1/2 2/3 __________ Turn 

� Rotation applied 1/3 1/2 2/3 __________ Turn 

Calibrated Wrench Method 

Wrench calibration log number _____________________________________ 

Calibration date and time _____/_____/_____ 

DTI Method 

Number of DTI gaps _____________________________ 

Number of refusals required (1⁄2 or more) 

� Number of refusals achieved 

Twist-Off Bolt method 

� Spline sheared off by wrench 

__________________________________________________________________________________________ 

For slip-critical joints only: 

� No paint in faying surface 

� Painted faying surface (if used) 

� Approved coating type 

� Coating cured 

__________________________________________________________________________________________ 

Arbitration of Disputes 

Date 

Reason for arbitration Note: No arbitration for Twist-Off Bolt method or DTI method) 

� Pretensioning applied prior to verification of snug by inspector 

� Turn-of-Nut Method (match-marked) - Turns not applied or verifiable 

� Turn-of-Nut Method (observed wrench) - Wrench use not observed by installation crew 

� Calibrated Wrench 

� Wrench calibration not performed 

� Wrench required recalibration 

� Lubrication / condition of bolt / nut threads worse than calibrated 

Page 2 

Inspector _______________________________________________ 

_______:_______ am/pm 

_____________________________ 

_____/_____/_____ Inspector ___________________________________ 

(

Figure 6-4 Bolted Joint Inspection Record 

Part II: 6-11 
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

REFERENCES, BIBLIOGRAPHY, AND ACRONYMS 

This section contains references, additional bibliography and acronyms that are generally 

common to the set of reports, FEMA-350, FEMA-351, FEMA-352, and FEMA-353. Following 

the regular references are three sections containing ASTM Standards published by the American 

Society for Testing and Materials, West Conshohocken, Pennsylvania and listed numerically, 

AWS Specifications published by the American Welding Society, Miami, Florida, and listed 

numerically, FEMA Reports published by the Federal Emergency Management Agency, 

Washington, DC, and listed by report number, and SAC Reports published by the SAC Joint 

Venture, Sacramento, California, and listed by report number. 

References and Additional Bibliography. 

AISC, 1985, Specification for Structural Joints using ASTM A325 or A490 Bolts, American 

Institute of Steel Construction, Chicago, Illinois. 

AISC, 1989, Manual of Steel Construction, ASD, Ninth Edition, American Institute of Steel 

Construction, Chicago, Illinois. 

AISC, 1993, 1997, Load and Resistance Factor Design Specifications for Structural Steel 

Buildings, American Institute of Steel Construction, Chicago, Illinois. 

AISC, 1994a, Proceedings of the AISC Special Task Committee on the Northridge Earthquake 

Meeting, American Institute of Steel Construction, Chicago, Illinois. 

AISC, 1994b, Northridge Steel Update 1, American Institute of Steel Construction, Chicago, 

Illinois. 

AISC, 1997, Seismic Provisions for Structural Steel Buildings, American Institute of Steel 

Construction, Chicago, Illinois. 

AISC, 1998a, Load and Resistance Factor Design Specifications for Structural Steel Buildings, 

American Institute of Steel Construction, Chicago, Illinois. 

AISC, 1998b, LRFD Manual of Steel Construction, 2nd Edition, American Institute of Steel 

Construction, Chicago, Illinois. 

AISC, 1999, Supplement No. 1 to the 1997 Seismic Provisions for Structural Steel Buildings, 

American Institute of Steel Construction, Chicago, Illinois. 

Allen, J., Partridge, J.E., Richard, R.M., and Radau, S., 1995, “Ductile Connection Designs for 

Welded Steel Moment Frames,” Proceedings, 64th Annual Convention, Structural Engineers 

Association of California, Sacramento, California. 

Anderson, J, Duan, J., Xiao, Y., and Maranian, P., 2000, Improvement of Welded Connections 

Using Fracture Tough Overlays, Report No. SAC/BD-00/20, SAC Joint Venture, 

Sacramento, California. 

ASCE, 1998, ASCE-7 maps, American Society of Civil Engineers, Reston, Virginia. 

ASTM citations: see the list of ASTM Standards on page R-4. 

R-1
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

ATC, 1985, Earthquake Damage Evaluation Data for California, Report ATC-13 , Applied 

Technology Council, Redwood City, California. 

ATC, 1987, Evaluating the Seismic Resistance of Existing Buildings, Report ATC-14, Applied 

Technology Council, Redwood City, California. 

ATC, 1989, Procedures for Postearthquake Safety Evaluations of Buildings, Report ATC-20, 

Applied Technology Council, Redwood City, California. 

ATC, 1992, Guidelines for Cyclic Seismic Testing of Components of Steel Structures, Report 

ATC-24, Applied Technology Council, Redwood City, California. 

ATC, 1995, Addendum to the ATC-20 Postearthquake Building Safety Evaluation Procedures, 

Report ATC-20-2, Applied Technology Council, Redwood City, California. 

ATC, 1997a, Seismic Evaluation and Retrofit of Concrete Buildings, prepared by the Applied 

Technology Council (Report No. ATC-40), for the California Seismic Safety Commission 

(Report No. SSC 96-01), Sacramento, California. 

ATC, 1997b, NEHRP Guidelines for the Seismic Rehabilitation of Buildings, Report No. FEMA273, prepared by the Applied Technology Council for the Building Seismic Safety Council, 

published by the Federal Emergency Management Agency, Washington, DC. 

ATC, 1997c, Commentary to NEHRP Guidelines for the Seismic Rehabilitation of Buildings, 

Report No. FEMA-274, prepared by the Applied Technology Council for the Building 

Seismic Safety Council, published by the Federal Emergency Management Agency, 

Washington, DC. 

Avent, R., 1992, “Designing Heat-Straightening Repairs,” National Steel Construction 

Conference Proceedings, Las Vegas, Nevada. 

AWS citations: see the list of AWS reports, specifications and codes on page R-5. 

Barsom, J.M., 1996, “Steel Properties — Effects of Constraint, Temperature, and Rate of 

Loading,” Proceedings of the 2nd US Seminar, Seismic Design, Evaluation and Retrofit of 

Steel Bridges, San Francisco, Report No. UCB/CEE STEEL-96/09, Dept. of Civil and 

Environmental Engineering, UC Berkeley, pp.115-143. 

Boore, D.M., and Joyner, W.B., 1994, Proceedings of Seminar on New Developments in 

Earthquake Ground-Motion Estimation and Implications for Engineering Design Practice, 

Report ATC-35-1, Applied Technology Council, Redwood City, California, pp 6-1 to 6-41. 

BSSC, 1992, NEHRP Handbook for the Seismic Evaluation of Existing Buildings, developed by 

the Building Seismic Safety Council for the Federal Emergency Management Agency, 

Report FEMA-178, Washington, D.C. 

BSSC, 1997a, 1997 NEHRP Recommended Provisions for Seismic Regulations for New 

Buildings and Other Structures, Part 1 – Provisions, prepared by the Building Seismic 

Safety Council for the Federal Emergency Management Agency (Report No. FEMA-302), 

Washington, DC. 

BSSC, 1997b, 1997 NEHRP Recommended Provisions for Seismic Regulations for New 

Buildings and Other Structures, Part 2 – Commentary, prepared by the Building Seismic 

R-2
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

Safety Council for the Federal Emergency Management Agency (Report No. FEMA-303), 

Washington, DC. 

Campbell, K.W., and Bozorgnia, Y., 1994, “Near-Source Attenuation of Peak Horizontal 

Acceleration from Worldwide Accelerograms Recorded from 1957 to 1993,” Fifth U.S. 

National Conference on Earthquake Engineering, Proceedings, Vol. III, pp 283-292, 

Earthquake Engineering Research Institute, Oakland, California. 

Chi, W.M., Deierlein, G., and Ingraffea, A., 1997, “Finite Element Fracture Mechanics 

Investigation of Welded Beam-Column Connections,” SAC Joint Venture, Report No. 

SAC/BD-97/05. 

FEMA citations: see the list of FEMA reports on page R-6. 

Goel, R.K., and Chopra, A.K., 1997, “Period Formulas for Moment-Resisting Frame Buildings,” 

Journal of Structural Engineering, Vol. 123, No. 11, pp. 1454-1461. 

Gross, J.L., Engelhardt, M.D., Uang, C.M., Kasai, K. and Iwankiw, N.R., 1999, Modification of 

Existing Welded Steel Moment Frame Connections for Seismic Resistance, AISC Design 

Guide Series 12, American Institute of Steel Construction, Chicago, Illinois. 

Grubbs, K., 1997, “The Effect of the Dogbone Connection on the Elastic Stiffness of Steel 

Moment Frames” Masters Thesis, Department of Civil Engineering, University of Texas at 

Austin. 

ICBO, 1988, 1991, and 1997, Uniform Building Code, indicated edition, International 

Conference of Building Officials, Whittier, California. 

ICC, 2000, International Building Code, International Code Council, Falls Church, Virginia. 

Kircher, C.A., Nassar, A.A., Kustu, O. and Holmes, W.T., 1997, “Development of Building 

Damage Functions for Earthquake Loss Estimation,” Earthquake Spectra, Vol. 13, No. 4, 

Earthquake Engineering Research Institute, Oakland, California, pp. 663-682. 

Kircher, C.A., Reitherman, R.K., Whitman, R.V., and Arnold, C., 1997, “Estimation of 

Earthquake Losses to Buildings,” Earthquake Spectra, Vol. 13, No. 4, Earthquake 

Engineering Research Institute, Oakland, California, pp. 703-720. 

Kircher, C.A., 1999, Procedures for Development of HAZUS-Compatible Building-Specific 

Damage and Loss Functions, National Institute of Building Sciences, Washington, D.C. 

Krawinkler, H., Gupta, A., Medina, R. and Luco, N., 2000, Loading Histories for Seismic 

Performance Testing of SMRF Components and Assemblies, Report No. SAC/BD-00/10, 

SAC Joint Venture, Sacramento, California. 

NIBS, 1997a, HAZUS Earthquake Loss Estimation Methodology, Users Manual, National 

Institute of Building Sciences, Washington, DC. 

NIBS, 1997b, HAZUS Earthquake Loss Estimation Methodology, Technical Manual, 3 Volumes. 

National Institute of Building Sciences, Washington, DC. 

RCSC, 1996, Load and Resistance Factor Design: Specification for Structural Joints Using 

ASTM A325 or A490 Bolts, Research Council on Structural Connections. 

R-3
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

Richard, R., Partridge, J.E., Allen, J., and Radau, S., 1995, “Finite Element Analysis and Tests of 

Beam-to-Column Connections,” Modern Steel Construction, Vol. 35, No. 10, pp. 44-47, 

American Institute of Steel Construction, Chicago, Illinois. 

SAC citations: see the list of SAC Joint Venture reports on page R-7. 

Shonafelt, G.O., and Horn, W.B, 1984, Guidelines for Evaluation and Repair of Damaged Steel 

Bridge Members, NCHRP Report 271, prepared by the National Cooperative Highway 

Research Program, for the Transportation Research Board, Washington, DC. 

Wald, D.J., Quitoriano, T.H., Kanamori, H. and Scrivner, C.W., 1998, “Trinet Shakemaps – 

Rapid Generation of Peak Ground Motion and Intensity Maps for Earthquakes in Southern 

California”, SMIP98 Proceedings, California Division of Mines and Geology, Sacramento, 

California. 

Whitman, R., Anagnos, T., Kircher, C., Lagorio, H.J., Lawson, R.S., and Schneider, P., 1997, 

“Development of a National Earthquake Loss-Estimation Methodology,” Earthquake 

Spectra, Vol. 13, No. 4, Earthquake Engineering Research Institute, Oakland, California, 

pp. 643-661. 

Youssef, N.F.G, Bonowitz, D., and Gross, J.L., 1995, A Survey of Steel Moment-Resisting Frame 

Buildings Affected by the 1994 Northridge Earthquake, Report No. NISTR 56254, National 

Institute for Science and Technology, Gaithersburg, Maryland. 

ASTM Standards. 

ASTM Standards are published by the American Society for Testing and Materials, West 

Conshohocken, Pennsylvania, and are listed alphanumerically. 

ASTM, 1997, Standard Test Methods and Definitions for Mechanical Testing of Steel Products 

A6, Supplementary Requirement S5 

A36, Specification for Carbon Structural Steel 

A325, Specification for Structural Bolts, Steel, Heat-Treated, 120/105 ksi Minimum Tensile 

Strength 

A435, Straight Beam Ultrasonic Examination of Steel Plates 

A490, Specification for Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength 

A563, Specification for Carbon and Alloy Steel Nuts 

A572, Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel 

A898, Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes 

A913, Specification for High-Strength Low-Alloy Steel Shapes of Structural Quality, Produced 

by Quenching and Self-Tempering Process 

A992, Standard Specification for Steel for Structural Shapes for Use in Building Framing 

E329, Standard Specification for Agencies Engaged in the Testing and/or Inspection of Material 

Used in Construction 

R-4
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

E543, Standard Practice for Agencies Performing Nondestructive Testing 

E548, Standard Guide for General Criteria Used for Evaluating Laboratory Competence 

E994, Standard Guide for Laboratory Accreditation Systems 

E1212, Standard Practice for Establishment and Maintenance of Quality Control Systems for 

Nondestructive Testing Agencies 

E1359, Standard Guide for Surveying Nondestructive Testing Agencies 

F436, Specification for Hardened Steel Washers 

F959, Specification for Compressible-Washer-Type Direct Tension Indicators for Use with 

Structural Fasteners 

F1554, Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi Yield Strength 

F1852, Specification for “Twist-Off” Type Tension Control Structural Bolt/Nut/Washer 

Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength 

AWS Reports, Specifications, and Codes. 

AWS reports are published by the American Welding Society, Miami, Florida, and are listed 

alphanumerically. 

AWS A2.4, Standard Symbols for Welding, Brazing, and Nondestructive Testing 

AWS A4.3, Standard Methods for Determination of the Diffusible Hydrogen Content of 

Martensitic, Bainitic, and Ferritic Steel Weld Metal Produced by Arc Welding 

ANSI/AWS A5.1-91, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding 

ANSI/AWS A5.18-93, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc 

Welding 

ANSI/AWS A5.20-95, Specification for Carbon Steel Electrodes for Flux-Cored Arc Welding 

AWS, 1995, Presidential Task Group Report 

ANSI/AWS A5.5-96, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc 

Welding 

ANSI/AWS A5.28-96, Specification for Low-Alloy Steel Electrodes and Rods for Gas Shielded 

Arc Welding 

ANSI/AWS A5.23/A5.23M-97, Specification for Low-Alloy Steel Electrodes and Fluxes for 

Submerged Arc Welding 

ANSI/AWS A5.25/A5.25M-97, Specification for Carbon and Low-Alloy Steel Electrodes and 

Fluxes for Electroslag Welding 

ANSI/AWS A5.26/A5.26M-97, Specification for Carbon and Low-Alloy Steel Electrodes for 

Electrogas Welding 

ANSI/AWS A5.32/A5.32M-97, Specification for Welding Shielding Gases 

R-5
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

ANSI/AWS A5.17/A5.17M-97, Specification for Carbon Steel Electrodes and Fluxes for 

Submerged Arc Welding 

ANSI/AWS A5.29-98, Specification for Low-Alloy Steel Electrodes for Flux-Cored Arc Welding 

AWS D1.1-1998, 2000, Structural Welding Code – Steel 

AWS D1.3, Structural Welding Code 

AWS D1.4, Structural Welding Code 

AWS QC1, Standard for AWS Certification of Welding Inspectors 

FEMA Reports. 

FEMA reports are listed by report number. 

FEMA-178, 1992, NEHRP Handbook for the Seismic Evaluation of Existing Buildings, 

developed by the Building Seismic Safety Council for the Federal Emergency Management 

Agency, Washington, DC. 

FEMA-267, 1995, Interim Guidelines, Inspection, Evaluation, Repair, Upgrade and Design of 

Welded Moment Resisting Steel Structures, prepared by the SAC Joint Venture for the 

Federal Emergency Management Agency, Washington, DC. 

FEMA-267A, 1996, Interim Guidelines Advisory No. 1, prepared by the SAC Joint Venture for 

the Federal Emergency Management Agency, Washington, DC. 

FEMA-267B, 1999, Interim Guidelines Advisory No. 2, prepared by the SAC Joint Venture for 

the Federal Emergency Management Agency, Washington, DC. 

FEMA-273, 1997, NEHRP Guidelines for the Seismic Rehabilitation of Buildings, prepared by 

the Applied Technology Council for the Building Seismic Safety Council, published by the 

Federal Emergency Management Agency, Washington, DC. 

FEMA-274, 1997, NEHRP Commentary on the Guidelines for the Seismic Rehabilitation of 

Buildings, prepared by the Applied Technology Council for the Building Seismic Safety 

Council, published by the Federal Emergency Management Agency, Washington, DC. 

FEMA-302, 1997, NEHRP Recommended Provisions for Seismic Regulations for New Buildings 

and Other Structures, Part 1 – Provisions, prepared by the Building Seismic Safety Council 

for the Federal Emergency Management Agency, Washington, DC. 

FEMA-303, 1997, NEHRP Recommended Provisions for Seismic Regulations for New Buildings 

and Other Structures, Part 2 – Commentary, prepared by the Building Seismic Safety 

Council for the Federal Emergency Management Agency, Washington, DC. 

FEMA-310, 1998, Handbook for the Seismic Evaluation of Buildings – A Prestandard, prepared 

by the American Society of Civil Engineers for the Federal Emergency Management 

Agency, Washington, DC. 

FEMA-350, 2000, Recommended Seismic Design Criteria for New Steel Moment-Frame 

Buildings, prepared by the SAC Joint Venture for the Federal Emergency Management 

Agency, Washington, DC. 

R-6
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

FEMA-351, 2000, Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded 

Steel Moment-Frame Buildings, prepared by the SAC Joint Venture for the Federal 

Emergency Management Agency, Washington, DC. 

FEMA-352, 2000, Recommended Postearthquake Evaluation and Repair Criteria for Welded 

Steel Moment-Frame Buildings, prepared by the SAC Joint Venture for the Federal 

Emergency Management Agency, Washington, DC. 

FEMA-353, 2000, Recommended Specifications and Quality Assurance Guidelines for Steel 

Moment-Frame Construction for Seismic Applications, prepared by the SAC Joint Venture 

for the Federal Emergency Management Agency, Washington, DC. 

FEMA-354, 2000, A Policy Guide to Steel Moment-Frame Construction, prepared by the SAC 

Joint Venture for the Federal Emergency Management Agency, Washington, DC. 

FEMA-355A, 2000, State of the Art Report on Base Metals and Fracture, prepared by the SAC 

Joint Venture for the Federal Emergency Management Agency, Washington, DC. 

FEMA-355B, 2000, State of the Art Report on Welding and Inspection, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Washington, DC. 

FEMA-355C, 2000, State of the Art Report on Systems Performance of Steel Moment Frames 

Subject to Earthquake Ground Shaking, prepared by the SAC Joint Venture for the Federal 

Emergency Management Agency, Washington, DC. 

FEMA-355D, 2000, State of the Art Report on Connection Performance, prepared by the SAC 

Joint Venture for the Federal Emergency Management Agency, Washington, DC. 

FEMA-355E, 2000, State of the Art Report on Past Performance of Steel Moment-Frame 

Buildings in Earthquakes, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

FEMA-355F, 2000, State of the Art Report on Performance Prediction and Evaluation of Steel 

Moment-Frame Buildings, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

SAC Joint Venture Reports. 

SAC Joint Venture reports are listed by report number, except for SAC 2000a through 2000k; 

those entries that do not include a FEMA report number are published by the SAC Joint 

Venture. 

SAC 94-01, 1994, Proceedings of the Invitational Workshop on Steel Seismic Issues, Los 

Angeles, September 1994, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

SAC 94-01, 1994b, Proceedings of the International Workshop on Steel Moment Frames, 

Sacramento, December, 1994, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

SAC 95-01, 1995, Steel Moment Frame Connection Advisory No. 3, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Washington, DC. 

R-7
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

SAC 95-02, 1995, Interim Guidelines: Evaluation, Repair, Modification and Design of Welded 

Steel Moment Frame Structures, prepared by the SAC Joint Venture for the Federal 

Emergency Management Agency, Report No. FEMA-267, Washington, DC. 

SAC 95-03, 1995, Characterization of Ground Motions During the Northridge Earthquake of 

January 17, 1994, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

SAC 95-04, 1995, Analytical and Field Investigations of Buildings Affected by the Northridge 

Earthquake of January 17, 1994, prepared by the SAC Joint Venture for the Federal 

Emergency Management Agency, Washington, DC. 

SAC 95-05, 1995, Parametric Analytic Investigations of Ground Motion and Structural 

Response, Northridge Earthquake of January 17, 1994, prepared by the SAC Joint Venture 

for the Federal Emergency Management Agency, Washington, DC. 

SAC 95-06, 1995, Technical Report: Surveys and Assessment of Damage to Buildings Affected 

by the Northridge Earthquake of January 17, 1994, prepared by the SAC Joint Venture for 

the Federal Emergency Management Agency, Washington, DC. 

SAC 95-07, 1995, Technical Report: Case Studies of Steel Moment-Frame Building 

Performance in the Northridge Earthquake of January 17, 1994, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Washington, DC. 

SAC 95-08, 1995, Experimental Investigations of Materials, Weldments and Nondestructive 

Examination Techniques, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Washington, DC. 

SAC 95-09, 1995, Background Reports: Metallurgy, Fracture Mechanics, Welding, Moment 

Connections and Frame Systems Behavior, prepared by the SAC Joint Venture for the 

Federal Emergency Management Agency, Report No. FEMA-288, Washington, DC. 

SAC 96-01, 1996, Experimental Investigations of Beam-Column Subassemblages, Part 1 and 2, 

prepared by the SAC Joint Venture for the Federal Emergency Management Agency, 

Washington, DC. 

SAC 96-02, 1996, Connection Test Summaries, prepared by the SAC Joint Venture for the 

Federal Emergency Management Agency, Report No. FEMA-289, Washington, DC. 

SAC 96-03, 1997, Interim Guidelines Advisory No. 1 Supplement to FEMA-267 Interim 

Guidelines, prepared by the SAC Joint Venture for the Federal Emergency Management 

Agency, Report No. FEMA-267A, Washington, DC. 

SAC 98-PG, Update on the Seismic Safety of Steel Buildings – A Guide for Policy Makers, 

prepared by the SAC Joint Venture for the Federal Emergency Management Agency, 

Washington, DC. 

SAC 99-01, 1999, Interim Guidelines Advisory No. 2 Supplement to FEMA-267 Interim 

Guidelines, prepared by the SAC Joint Venture, for the Federal Emergency Management 

Agency, Report No. FEMA-267B, Washington, DC. 

R-8
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

SAC, 2000a, Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings, 

prepared by the SAC Joint Venture for the Federal Emergency Management Agency, Report 

No. FEMA-350, Washington, D.C. 

SAC, 2000b, Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel 

Moment-Frame Buildings, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Report No. FEMA-351, Washington, D.C. 

SAC, 2000c, Recommended Postearthquake Evaluation and Repair Criteria for Welded Steel 

Moment-Frame Buildings, prepared by the SAC Joint Venture for the Federal Emergency 

Management Agency, Report No. FEMA-352, Washington, D.C. 

SAC, 2000d, Recommended Specifications and Quality Assurance Guidelines for Steel MomentFrame Construction for Seismic Applications, prepared by the SAC Joint Venture for the 

Federal Emergency Management Agency, Report No. FEMA-353, Washington, D.C. 

SAC, 2000e, A Policy Guide to Steel Moment-Frame Construction, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Report No. FEMA-354, 

Washington, D.C. 

SAC, 2000f, State of the Art Report on Base Metals and Fracture, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Report No. FEMA-355A, 

Washington, D.C. 

SAC, 2000g, State of the Art Report on Welding and Inspection, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Report No. FEMA-355B, 

Washington, D.C. 

SAC, 2000h, State of the Art Report on Systems Performance, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Report No. FEMA-355C, 

Washington, D.C. 

SAC, 2000i, State of the Art Report on Connection Performance, prepared by the SAC Joint 

Venture for the Federal Emergency Management Agency, Report No. FEMA-355D, 

Washington, D.C. 

SAC, 2000j, State of the Art Report on Past Performance of Steel Moment-Frame Buildings in 

Earthquakes, prepared by the SAC Joint Venture for the Federal Emergency Management 

Agency, Report No. FEMA-355E, Washington, D.C. 

SAC, 2000k, State of the Art Report on Performance Prediction and Evaluation, prepared by the 

SAC Joint Venture for the Federal Emergency Management Agency, Report No. FEMA355F, Washington, D.C. 

SAC/BD-96/01, Selected Results from the SAC Phase 1 Beam-Column Connection Pre-Test 

Analyses, submissions from B. Maison, K. Kasai, and R. Dexter; and A. Ingraffea and G. 

Deierlein. 

SAC/BD-96/02, Summary Report on SAC Phase 1 - Task 7 Experimental Studies, by C. Roeder 

(a revised version of this document is published in Report No. SAC 96-01; the original is no 

longer available). 

SAC/BD-96/03, Selected Documents from the U.S.-Japan Workshop on Steel Fracture Issues. 

R-9
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

SAC/BD-96/04, Survey of Computer Programs for the Nonlinear Analysis of Steel Moment 

Frame Structures. 

SAC/BD-97/01, Through-Thickness Properties of Structural Steels, by J. Barsom and S. 

Korvink. 

SAC/BD-97/02, Protocol for Fabrication, Inspection, Testing, and Documentation of BeamColumn Connection Tests and Other Experimental Specimens, by P. Clark, K. Frank, H. 

Krawinkler, and R. Shaw. 

SAC/BD-97/03, Proposed Statistical and Reliability Framework for Comparing and Evaluating 

Predictive Models for Evaluation and Design, by Y.-K. Wen. 

SAC/BD-97/04, Development of Ground Motion Time Histories for Phase 2 of the FEMA/SAC 

Steel Project, by. P. Somerville, N. Smith, S. Punyamurthula, and J. Sun. 

SAC/BD-97/05, Finite Element Fracture Mechanics Investigation of Welded Beam-Column 

Connections, by W.-M. Chi, G. Deierlein, and A. Ingraffea. 

SAC/BD-98/01, Strength and Ductility of FR Welded-Bolted Connections, by S. El-Tawil, T. 

Mikesell, E. Vidarsson, and S. K. Kunnath. 

SAC/BD-98/02, Effects of Strain Hardening and Strain Aging on the K-Region of Structural 

Shapes, by J. Barsom and S. Korvink 

SAC/BD-98/03, Implementation Issues for Improved Seismic Design Criteria: Report on the 

Social, Economic, Policy and Political Issues Workshop by L.T. Tobin. 

SAC/BD-99/01, Parametric Study on the Effect of Ground Motion Intensity and Dynamic 

Characteristics on Seismic Demands in Steel Moment Resisting Frames by G. A. MacRae 

SAC/BD-99/01A, Appendix to: Parametric Study on the Effect of Ground Motion Intensity and 

Dynamic Characteristics on Seismic Demands in Steel Moment Resisting Frames by G. A. 

MacRae 

SAC/BD-99/02, Through-Thickness Strength and Ductility of Column Flange in Moment 

Connections by R. Dexter and M. Melendrez. 

SAC/BD-99/03, The Effects of Connection Fractures on Steel Moment Resisting Frame Seismic 

Demands and Safety by C. A. Cornell and N. Luco 

SAC/BD-99/04, Effects of Strength/Toughness Mismatch on Structural and Fracture Behaviors 

in Weldments by P. Dong, T. Kilinski, J. Zhang and F.W. Brust 

SAC/BD-99/05, Assessment of the Reliability of Available NDE Methods for Welded Joint and 

the Development of Improved UT Procedures by G. Gruber and G. Light 

SAC/BD-99/06, Prediction of Seismic Demands for SMRFs with Ductile Connections and 

Elements by A. Gupta and H. Krawinkler 

SAC/BD-99/07, Characterization of the Material Properties of Rolled Sections by T. K. Jaquess 

and K. Frank 

SAC/BD-99/08, Study of the Material Properties of the Web-Flange Intersection of Rolled 

Shapes by K. R. Miller and K. Frank 

R-10
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

SAC/BD-99/09, Investigation of Damage to WSMF Earthquakes other than Northridge by M. 

Phipps 

SAC/BD-99/10, Clarifying the Extent of Northridge Induced Weld Fracturing and Examining 

the Related Issue of UT Reliability by T. Paret 

SAC/BD-99/11, The Impact of Earthquakes on Welded steel Moment Frame Buildings: 

Experience in Past Earthquakes by P. Weinburg and J. Goltz 

SAC/BD-99/12, Assessment of the Benefits of Implementing the New Seismic Design Criteria 

and Inspection Procedures by H. A. Seligson and R. Eguchi 

SAC/BD-99/13, Earthquake Loss Estimation for WSMF Buildings, by C. A. Kircher 

SAC/BD-99/14, Simplified Loss Estimation for Pre-Northridge WSMF Buildings, by B. F. 

Maison and D. Bonowitz 

SAC/BD-99/15, Integrative Analytical Investigations on the Fracture Behavior of Welded 

Moment Resisting Connections, by G. G. Deierlein and W.-M. Chi 

SAC/BD-99/16, Seismic Performance of 3 and 9 Story Partially Restrained Moment Frame 

Buildings, by B. F. Maison and K. Kasai 

SAC/BD-99/17, Effects of Partially-Restrained Connection Stiffness and Strength on Frame 

Seismic Performance, by K. Kasai, B. F. Maison, and A. Mayangarum 

SAC/BD-99/18, Effects of Hysteretic Deterioration Characteristics on Seismic Response of 

Moment Resisting Steel Structures, by F. Naeim, K. Skliros, A. M. Reinhorn and M.V. 

Sivaselvan 

SAC/BD-99/19, Cyclic Instability of Steel Moment Connections with Reduced Beam Section, by 

C.-M. Uang and C.-C. Fan 

SAC/BD-99/20, Local and Lateral-Torsion Buckling of Wide Flange Beams, by L. 

Kwasniewski, B. Stojadinovic, and S. C. Goel 

SAC/BD-99/21, Elastic Models for Predicting Building Performance, by X. Duan and J. C. 

Anderson 

SAC/BD-99/22, Reliability-Based Seismic Performance Evaluation of Steel Frame Buildings 

Using Nonlinear Static Analysis Methods, by G. C. Hart and M. J. Skokan 

SAC/BD-99/23, Failure Analysis of Welded Beam to Column Connections, by J. M. Barsom 

SAC/BD-99/24, Weld Acceptance Criteria for Seismically-Loaded Welded Connections, by W. 

Mohr 

SAC/BD-00/01, Parametric Tests on Unreinforced Connections, by K.-H. Lee, B. Stojadinovic, 

S. C. Goel, A. G. Margarian, J. Choi, A. Wongkaew, B. P. Reyher, and D.-Y, Lee 

SAC/BD-00/02, Parametric Tests on the Free Flange Connections, by J. Choi, B. Stojadinovic, 

and S. C. Goel 

SAC/BD-00/03, Cyclic Tests on Simple Connections Including Effects of the Slab, by J. Liu and 

A. Astaneh-Asl 

R-11
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

SAC/BD-00/04, Tests on Bolted Connections, by J. Swanson, R. Leon and J. Smallridge 

SAC/BD-00/05, Bolted Flange Plate Connections, by S. P. Schneider and I. Teeraparbwong 

SAC/BD-00/06, Round Robin Testing of Ultrasonic Testing Technicians, by R. E. Shaw, Jr. 

SAC/BD-00/07, Dynamic Tension Tests of Simulated Welded Beam Flange Connections, by J. 

M. Ricles, C. Mao, E. J. Kaufmann, L.-W. Lu, and J. W. Fisher 

SAC/BD-00/08, Design of Steel Moment Frame Model Buildings in Los Angeles, Seattle and 

Boston, by P. Clark 

SAC/BD-00/09, Benchmarking of Analysis Programs for SMRF System Performance Studies, by 

A. G. and H. Krawinkler 

SAC/BD-00/10, Loading Histories for Seismic Performance Testing of SMRF Components and 

Assemblies, by H. Krawinkler, A. Gupta, R. Medina and N. Luco 

SAC/BD-00/11, Development of Improved Post-Earthquake Inspection Procedures for Steel 

Moment Frame Buildings, by P. Clark 

SAC/BD-00/12, Evaluation of the Effect of Welding Procedure on the Mechanical Properties of 

FCAW-S and SMAW Weld Metal Used in the Construction of Seismic Moment Frames, by 

M. Q. Johnson 

SAC/BD-00/13, Preliminary Evaluation of Heat Affected Zone Toughness in Structural Shapes 

Used in the Construction of Seismic Moment Frames, by M. Q. Johnson 

SAC/BD-00/14, Evaluation of Mechanical Properties in Full-Scale Connections and 

Recommended Minimum Weld Toughness for Moment Resisting Frames, by M. Q. Johnson, 

W. Mohr, and J. Barsom 

SAC/BD-00/15, Simplified Design Models for Predicting the Seismic Performance of Steel 

Moment Frame Connections, by C. Roeder, R.G. Coons, and M. Hoit 

SAC/BD-00/16, SAC Phase 2 Test Plan, by C. Roeder 

SAC/ BD-00/17, Behavior and Design of Radius-Cut, Reduced Beam Section Connections, by 

M. Engelhardt, G. Fry, S. Johns, M. Venti, and S. Holliday 

SAC/BD-00/18, Test of a Free Flange Connection with a Composite Floor Slab, by M. Venti 

and M. Engelhardt 

SAC/BD-00/19, Cyclic Testing of a Free Flange Moment Connection by C. Gilton, B. Chi, and 

C. M. Uang 

SAC/BD-00/20, Improvement of Welded Connections Using Fracture Tough Overlays, by James 

Anderson, J. Duan, P. Maranian, and Y. Xiao 

SAC/BD-00/21, Cyclic Testing of Bolted Moment End-Plate Connections, by T. Murray and E. 

Sumner 

SAC/BD-00/22, Cyclic Response of RBS Moment Connections: Loading Sequence and Lateral 

Bracing Effects, by Q.S. Yu, C. Gilton, and C. M. Uang 

R-12
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications References, Bibliography, and Acronyms 

SAC/BD-00/23, Cyclic Response of RBS Moment Connections: Weak Axis Configuration and 

Deep Column Effects, by C. Gilton, B. Chi, and C. M. Uang 

SAC/BD-00/24, Development and Evaluation of Improved Details for Ductile Welded 

Unreinforced Flange Connections, by J.M. Ricles, C. Mao, L.W. Lu, and J. Fisher 

SAC/BD-00/25, Performance Prediction and Evaluation of Steel Special Moment Frames for 

Seismic Loads, by K. Lee and D. A. Foutch 

SAC/BD-00/26, Performance Prediction and Evaluation of Low Ductility Steel Moment Frames 

for Seismic Loads, by S. Yun and D. A. Foutch 

SAC/BD-00/27, Steel Moment Resisting Connections Reinforced with Cover and Flange Plates, 

by T. Kim, A.S. Whittaker, V.V. Bertero, and A.S.J. Gilani 

SAC/BD-00/28, Failure of a Column K-Area Fracture, by J.M. Barsom and J.V. Pellegrino 

SAC/BD-00/29, Inspection Technology Workshop, by R. E. Shaw, Jr. 

Acronyms. 

A, acceleration response

ACAG, air carbon arc gouging

ACIL, American Council of Independent

Laboratories 

AISC, American Institute for Steel 

Construction 

ANSI, American National Standards Institute 

API, American Petroleum Institute 

ASD, Allowable Stress Design 

ASNT, American Society for Nondestructive 

Testing 

ASTM, American Society for Testing and 

Materials 

ATC, Applied Technology Council 

A2LA, American Association for Laboratory 

Accreditation 

AWS, American Welding Society 

BB, Bolted Bracket (connection) 

BFP, Bolted Flange Plates (connection) 

BOCA, Building Officials and Code 

Administrators 

BSEP, Bolted Stiffened End Plate 

(connection) 

BUEP, Bolted Unstiffened End Plate 

(connection) 

CAC-A, air carbon arc cutting 

CAWI, Certified Associate Welding Inspector 

CJP, complete joint penetration (weld) 

CP, Collapse Prevention (performance level) 

CUREe, California Universities for Research 

in Earthquake Engineering 

CVN, Charpy V-notch 

CWI, Certified Welding Inspector 

D, displacement response 

DST, Double Split Tee (connection) 

DTI, Direct Tension Indicator 

EGW, electrogas welding 

ELF, equivalent lateral force 

ESW, electroslag welding 

FCAW-S, flux-cored arc welding – selfshielded 

FCAW-G, flux-cored arc welding – gasshielded 

FEMA, Federal Emergency Management 

Agency 

FF, Free Flange (connection) 

FR, fully restrained (connection) 

GMAW, gas metal arc welding 

GTAW, gas tungsten arc welding 

HAZ, heat-affected zone 

IBC, International Building Code 

ICBO, International Conference of Building 

Officials 

ICC, International Code Council 

IMF, Intermediate Moment Frame 

R-13
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

References, Bibliography, and Acronyms for Seismic Applications 

IO, Immediate Occupancy (performance 

level) 

ISO, International Standardization 

Organization 

IWURF, Improved Welded Unreinforced 

Flange (connection) 

L, longitudinal 

LDP, Linear Dynamic Procedure 

LRFD, load and resistance-factor design 

LS, Life Safety (performance level) 

LSP, Linear Static Procedure 

MCE, Maximum Considered Earthquake 

MMI, Modified Mercalli Intensity 

MRS, modal response spectrum 

MRSF, steel moment frame 

MT, magnetic particle testing 

NBC, National Building Code 

NDE, nondestructive examination 

NDP, Nonlinear Dynamic Procedure 

NDT, nondestructive testing 

NEHRP, National Earthquake Hazard 

Reduction Program 

NES, National Evaluation Services 

NSP, Nonlinear Static Procedure 

NVLAP, National Volunteer Laboratory 

Accreditation Program 

OMF, Ordinary Moment Frame 

PGA, peak ground acceleration 

PJP, partial joint penetration (weld) 

PIDR, pseudo interstory drift ratio 

PQR, Performance Qualification Record 

PR, partially restrained (connection) 

PT, liquid dye penetrant testing 

PWHT, postweld heat treatment 

PZ, panel zone 

QA, quality assurance 

QC, quality control 

QCP, Quality Control Plan, Quality 

Certification Program 

RBS, Reduced Beam Section (connection) 

RCSC, Research Council for Structural 

Connections 

RT, radiographic testing 

SAC, the SAC Joint Venture; a partnership of 

the Structural Engineers Association of 

California, the Applied Technology 

Council, and California Universities for 

Research in Earthquake Engineering 

SAW, submerged arc welding

SBC, Standard Building Code

SBCCI, Southern Building Code Congress

International 

SCWI, Senior Certified Welding Inspector 

SEAOC, Structural Engineers Association of 

California 

SFRS, seismic-force-resisting system 

SMAW, shielded metal arc welding 

SMF, Special Moment Frame 

SP, Side Plate (connection) 

SUG, Seismic Use Group 

SW, Slotted Web (connection) 

T, transverse 

TIGW, tungsten inert gas welding 

UBC, Uniform Building Code 

UT, ultrasonic testing 

VI, visual inspection 

WBH, Welded Bottom Haunch (connection) 

WCPF, Welded Cover Plate Flange 

(connection) 

WFP, Welded Flange Plate (connection) 

WPQR, Welding Performance Qualification 

Record 

WPS, Welding Procedure Specification 

WSMF, welded steel moment frame 

WT, Welded Top Haunch (connection) 

WTBH, Welded Top and Bottom Haunch 

(connection) 

WUF-B, Welded Unreinforced Flanges – 

Bolted Web (connection) 

WUF-W, Welded Unreinforced Flanges – 

Welded Web (connection) 

R-14
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

SAC Phase II Project Participants 

FEMA Project Officer FEMA Technical Advisor 

Michael Mahoney Robert D. Hanson

Federal Emergency Management Agency Federal Emergency Management Agency

500 C St. SW, Room 404 DFO Room 353

Washington, DC 20472 P.O. Box 6020

Pasadena, CA 91102-6020 

Joint Venture Management Committee (JVMC) 

William T. Holmes, Chair

Rutherford and Chekene

303 Second St., Suite 800 North

San Francisco, CA 94107

Edwin T. Huston

Smith & Huston, Inc.

8618 Roosevelt Way NE

Seattle, WA 98115

Robert Reitherman

California Universities for Research in

Earthquake Engineering 

1301 South 46th St. 

Richmond, CA 94804 

Christopher Rojahn

Applied Technology Council

555 Twin Dolphin Dr., Suite 550

Redwood City, CA 94065

Arthur E. Ross

Cole/Yee/Shubert & Associates

2500 Venture Oaks Way, Suite 100

Sacramento, CA 95833

Robin Shepherd

Earthquake Damage Analysis Corporation

40585 Lakeview Drive, Suite 1B

P.O. Box 1967

Big Bear Lake, CA 92315

Project Management Committee (PMC) 

Stephen A. Mahin, Project Manager

Pacific Earthquake Engr. Research Center

University of California

Berkeley, CA 94720

Ronald O. Hamburger, Project Director for

Project Development

EQE International

1111 Broadway, 10th Floor

Oakland, CA 94607-5500

James O. Malley, Project Director for

Topical Investigations

Degenkolb Engineers

225 Bush St., Suite 1000

San Francisco, CA 94104-1737

William T. Holmes, JVMC

Rutherford and Chekene

303 Second St., Suite 800 North

San Francisco, CA 94107

Christopher Rojahn, JVMC

Applied Technology Council

555 Twin Dolphin Dr., Suite 550

Redwood City, CA 94065

Robin Shepherd, JVMC

Earthquake Damage Analysis Corporation

40585 Lakeview Drive, Suite 1B

P.O. Box 1967

Big Bear Lake, CA 92315

S-1
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

Peter W. Clark, Technical Assistant to PMC

SAC Steel Project Technical Office

1301 South 46th St.

Richmond, CA 94804

Project Administration 

Allen Paul Goldstein, Project Administrator Lori Campbell, Assistant to the Project 

A.P. Goldstein Associates

1621B 13th Street

Sacramento, CA 95814

Lee Adler

Structural Engineers Association of

California 

1730 I Street, Ste. 240 

Sacramento, CA 95814 

Administrator 

1621 B 13th Street 

Sacramento, CA 95628 

Project Oversight Committee (POC) 

William J. Hall, Chair

3105 Valley Brook Dr.

Champaign, IL 61821

Shirin Ader

International Conference of Building

Officials 

5360 Workman Mill Rd. 

Whittier, CA 90601-2298 

John M. Barsom

Barsom Consulting, Ltd.

1316 Murray Ave, Suite 300

Pittsburgh, PA 15217

Roger Ferch

Herrick Corporation

7021 Koll Center Parkway

P.O Box 9125

Pleasanton, CA 94566-9125

Theodore V. Galambos

University of Minnesota

122 CE Building, 500 Pillsbury Dr. SE

Minnneapolis, MN 55455

John L. Gross

National Institute of Stds. & Technology

Building and Fire Research Lab,

Building 226, Room B158

Gaithersburg, MD 20899

James R. Harris

J.R. Harris and Co.

1580 Lincoln St., Suite 550

Denver, CO 80203-1509

Richard Holguin

520 Kathryn Ct.

Nipomo, CA 93444

Nestor Iwankiw

American Institute of Steel Construction

One East Wacker Dr., Suite 3100

Chicago, IL 60601-2001

Roy Johnston

Brandow & Johnston Associates

1600 West 3rd St.

Los Angeles, CA 90017

S-2
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

Leonard Joseph

Thornton-Tomassetti Engineers

641 6th Ave., 7th Floor

New York, NY 10011

Duane K. Miller

The Lincoln Electric Company

22801 St. Clair Ave.

Cleveland, OH 44117-1194

John Theiss

EQE/Theiss Engineers

1848 Lackland Hills Parkway

St. Louis, MO 63146-3572

John H. Wiggins

J.H. Wiggins Company

1650 South Pacific Coast Hwy, Suite 311

Redondo Beach, CA 90277

Team Leaders for Topical Investigations 

Douglas A. Foutch

University of Illinois

MC-250, 205 N. Mathews Ave.

3129 Newmark Civil Engineering Lab

Urbana, IL 61801

Karl H. Frank

University of Texas at Austin

10100 Bornet Rd.

Ferguson Lab, P.R.C. #177

Austin, TX 78758

Matthew Johnson

Edison Welding Institute

1250 Arthur E. Adams Drive

Columbus, OH 43221

Helmut Krawinkler

Department of Civil Engineering

Stanford University

Stanford, CA 94305

Charles W. Roeder

University of Washington

233-B More Hall FX-10

Dept. of Building and Safety

Seattle, WA 98195-2700

L. Thomas Tobin

Tobin and Associates

134 California Ave.

Mill Valley, CA 94941

Lead Guideline Writers 

John D. Hooper

Skilling Ward Magnusson Barkshire, Inc.

1301 Fifth Avenue, Suite 3200

Seattle, WA 98101-2699

Lawrence D. Reaveley

University of Utah

Civil Engineering Dept.

3220 Merrill Engineering Building

Salt Lake City, UT 84112

Thomas A. Sabol

Englekirk & Sabol Consulting Engineers

P.O. Box 77-D

Los Angeles, CA 90007

C. Mark Saunders

Rutherford & Chekene

303 Second St., Suite 800 North

San Francisco, CA 94107

Robert E. Shaw

Steel Structures Technology Center, Inc.

42400 W Nine Mile Road

Novi, MI 48375-4132

Raymond H. R. Tide

Wiss, Janney, Elstner Associates, Inc.

330 Pfingsten Road

Northbrook, IL 60062-2095

S-3
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

C. Allin Cornell, Associate Guideline Writer

Stanford University

Terman Engineering Center

Stanford, CA 94305-4020

Technical Advisory Panel (TAP) for Materials and Fracture 

John M. Barsom, POC

Barsom Consulting, Ltd.

1316 Murray Ave, Suite 300

Pittsburgh, PA 15217

Serge Bouchard*

TradeARBED

825 Third Avenue, 35th Floor

New York, NY 10022

Michael F. Engestrom*

Nucor-Yamato Steel

P.O. Box 678

Frederick, MD 21705-0678

Karl H. Frank, Team Leader

University of Texas at Austin

10100 Bornet Rd.

Ferguson Lab, P.R.C. #177

Austin, TX 78758

Nestor Iwankiw*

American Institute of Steel Construction

One East Wacker Dr., Suite 3100

Chicago, IL 60601-2001

Dean C. Krouse*

705 Pine Top Drive

Bethelem, PA 18017

Frederick V. Lawrence

University of Illinois at Urbana-Champaign

205 N. Mathews Ave.

Room 2129 Newmark Lab

Urbana, IL 61801

Robert F. Preece

Preece, Goudie & Associates

100 Bush St., Suite 410

San Francisco, CA 94104

Raymond H. R. Tide, Guideline Writer

Wiss, Janney, Elstner Associates, Inc.

330 Pfingsten Road

Northbrook, IL 60062-2095

TAP for Welding and Inspection 

John M. Barsom

Barsom Consulting, Ltd.

1316 Murray Ave, Suite 300

Pittsburgh, PA 15217

John W. Fisher

Lehigh University

117 ATLSS Drive

Bethlehem, PA 18015-4729

J. Ernesto Indacochea

University of Illinois at Chicago

Civil and Materials Engineering (mc 246)

842 West Taylor Street

Chicago, IL 60607

Matthew Johnson, Team Leader

Edison Welding Institute

1250 Arthur E. Adams Drive

Columbus, OH 43221

S-4
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

David Long

PDM Strocal, Inc.

2324 Navy Drive

Stockton, CA 95206

Duane K. Miller, POC

The Lincoln Electric Company

22801 St. Clair Ave.

Cleveland, OH 44117-1194

Robert Pyle*

AISC Marketing

10101 South State Street

Sandy, Utah 84070

Douglas Rees-Evans*

Steel Dynamics, Inc.

Structural Mill Division

2601 County Road 700 East

Columbia City, IN 46725

Richard I. Seals

P.O. Box 11327

Berkeley, CA 94712-2327

Robert E. Shaw, Guideline Writer

Steel Structures Technology Center, Inc.

42400 W Nine Mile Road

Novi, MI 48375-4132

TAP for Connection Performance 

Charlie Carter*

American Institute of Steel Construction

One East Wacker Drive, Suite 3100

Chicago, IL 60601-2001

Robert H. Dodds

University of Illinois at Urbana-Champaign

205 N. Mathews Ave.

2129 Newmark Lab

Urbana, IL 61801

Roger Ferch, POC

Herrick Corporation

7021 Koll Center Parkway

P.O Box 9125

Pleasanton, CA 94566-9125

John D. Hooper, Guideline Writer

Skilling Ward Magnusson Barkshire, Inc.

1301 Fifth Avenue, Suite 3200

Seattle, WA 98101-2699

Egor Popov

University of California at Berkeley

Department of Civil and Environmental

Engineering, Davis Hall 

Berkeley, CA 94720 

Steve Powell*

SME Steel Contractors

5955 W. Wells Park Rd.

West Jordan, UT 84088

Charles W. Roeder, Team Leader

University of Washington

233-B More Hall FX-10

Dept. of Building and Safety

Seattle, WA 98195-2700

Stanley T. Rolfe

University of Kansas

Civil Engineering Department

2006 Learned Hall

Lawrence, KS 66045-2225

Rick Wilkinson*

Gayle Manufacturing Company

1455 East Kentucky

Woodland, CA 95695

S-5
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

TAP for System Performance 

Jacques Cattan*

American Institute of Steel Construction

One East Wacker Drive, Suite 3100

Chicago, IL 60601-2001

Gary C. Hart

Hart Consultant Group

The Water Garden, Ste. 670E

2425 Olympic Blvd.

Santa Monica, CA 90404-4030

Y. Henry Huang*

Los Angeles County Dept. of Public Works

900 S. Fremont Avenue, 8th Floor

Alhambra, CA 91803

Helmut Krawinkler, Team Leader

Department of Civil Engineering

Stanford University

Stanford, CA 94305

Dennis Randall*

SME Steel Contractors

5955 West Wells Park Road

West Jordan, UT 84088

Andrei M. Reinhorn

State University of New York at Buffalo

Civil Engineering Department

231 Ketter Hall

Buffalo, NY 14260

Arthur E. Ross, JVMC

Cole/Yee/Shubert & Associates

2500 Venture Oaks Way, Suite 100

Sacramento, CA 95833

C. Mark Saunders, Guideline Writer

Rutherford & Chekene

303 Second St., Suite 800 North

San Francisco, CA 94107

W. Lee Shoemaker*

Metal Building Manufacturers Association

1300 Summer Avenue

Cleveland, OH 44115

John Theiss, POC

EQE/Theiss Engineers

1848 Lackland Hills Parkway

St. Louis, MO 63146-3572

TAP for Performance Prediction and Evaluation 

Vitelmo V. Bertero

University of California at Berkeley

Pacific Earthquake Engr. Research Center

1301 S. 46th St.

Richmond, CA 94804

Bruce R. Ellingwood

Johns Hopkins University

Department of Civil Engineering

3400 N. Charles St.

Baltimore, MD 21218

Douglas A. Foutch, Team Leader

University of Illinois

MC-250, 205 N. Mathews Ave.

3129 Newmark Civil Engineering Lab

Urbana, IL 61801

Theodore V. Galambos, POC

University of Minnesota

122 CE Building, 500 Pillsbury Dr. SE

Minnneapolis, MN 55455

Lawrence G. Griffis

Walter P. Moore & Associates

3131 Eastside, Second Floor

Houston, TX 77098

Edwin T. Huston, JVMC

Smith & Huston, Inc.

8618 Roosevelt Way NE

Seattle, WA 98115

S-6
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

Harry Martin*

American Iron and Steel Institute

11899 Edgewood Road, Suite G

Auburn, CA 95603

Thomas A. Sabol, Guideline Writer

Englekirk & Sabol Consulting Engineers

Tom Schlafly*

American Institute of Steel Construction

One East Wacker Drive, Suite 3100

Chicago, IL 60601-2001

P.O. Box 77-D

Los Angeles, CA 90007

NormAbrahamson

Pacific Gas & Electric

P.O. Box 770000, MC N4C

San Francisco, CA 94177

C.B. Crouse

URS – Dames and Moore

2025 First Avenue, Suite 500

Seattle, WA 98121

Technical Advisors 

Robert Kennedy

RPK Structural Mechanics Consultants

18971 Villa Terr

Yorba Linda, CA 92886

Social Economic and Policy Panel 

Martha Cox-Nitikman

Building and Owners and Managers

Association, Los Angeles 

700 South Flower, Suite 2325 

Los Angeles, CA 90017 

Karl Deppe

27502 Fawnskin Dr.

Rancho Palos Verdes, CA 90275

Eugene Lecomte

Institute for Business and Home Safety

6 Sheffield Drive

Billerica, MA 01821

James Madison

Attorney at Law, Mediator and Arbitrator

750 Menlo Avenue, Suite 250

Menlo Park, CA 94025

Alan Merson

Morley Builders

2901 28th Street, Suite 100

Santa Monica, CA 90405

Joanne Nigg

University of Delaware

Disaster Research Center

Newark, DE 19716

William Petak

University of Southern California

Lewis Hall, Room 201

650 Childs Way

Los Angeles, CA 90089

Francine Rabinovitz

Hamilton, Rabinovitz and Alschuler

1990 South Bundy Drive, Suite 777

Los Angeles, CA 90025

S-7
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

Dennis Randall

SME Steel Contractors

5955 West Wells Park Road

West Jordan, UT 84088

David Ratterman

Stites and Harbison

400 West Market St., Suite 1800

Louisville, KY 40202-3352

L. Thomas Tobin, Panel Coordinator

134 California Ave.

Mill Valley, CA 94941

Stephen Toth

TIAA-CREF

730 Third Avenue

New York, NY 10017-3206

John H. Wiggins, POC

J.H. Wiggins Company

1650 South Pacific Coast Hwy, Suite 311

Redondo Beach, CA 90277

Performance of Steel Buildings in Past Earthquakes Subcontractors 

David Bonowitz

887 Bush, No. 610

San Francisco, CA 94108

Peter Clark

SAC Steel Project Technical Office

1301 South 46th St.

Richmond, CA 94804

Michael Durkin

Michael Durkin & Associates

22955 Leanora Dr.

Woodland Hills, CA 91367

James Goltz

California Institute of Technology

Office of Earthquake Programs

Mail Code 252-21

Pasadena, CA 91125

Bruce Maison

7309 Lynn Ave

Elcerrito, CA 94530

Peter Maranian

Brandow & Johnston Associates

1660 West Third Street

Los Angeles, CA 90017

Terrence Paret

Wiss Janney Elstner Associates, Inc.

2200 Powell St. Suite 925

Emeryville, CA 94602

Maryann Phipps

Degenkolb Engineers

225 Bush Street, Suite 1000

San Francisco, CA 94104

Allan Porush

Dames & Moore

911 Wilshire Blvd., Suite 700

Los Angeles, CA 90017

Access Current Knowledge Subcontractors 

David Bonowitz Stephen Liu

887 Bush , No. 610 Colorado School of Mines

San Francisco, CA 94108 Mathematics and Computer Science

Department 

Golden, CO 80401 

S-8
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

Materials and Fracture Subcontractors 

Robert Dexter Karl H. Frank

University of Minnesota University of Texas at Austin

122 Civil Engineering Building 10100 Bornet Rd.

500 Pillsbury Drive SE Ferguson Lab, P.R.C. #177

Minneapolis, MN 55455-0116 Austin, TX 78758

Welding and Inspection Subcontractors 

Pingsha Dong / Tom Kilinski Glenn M. Light / George Gruber 

Center for Welded Structures Research Southwest Research Institute 

Battelle Memorial Institute

501 King Avenue

Columbus, OH 43201-2693

Matthew Johnson

Edison Welding Institute

1250 Arthur E. Adams Drive

Columbus, OH 43221

6220 Culebra Road, P. O. Drawer 28510

San Antonio, TX 78228-0510

William C. Mohr

Edison Welding Institute

1250 Arthur E. Adams Drive

Columbus, OH 43221

Connection Performance Subcontractors 

Gregory Deierlein

Stanford University

Terman Engineering Center

Department of Civil and Enviromental Engr.

Stanford, CA 94305-4020

Charles W. Roeder

University of Washington

233-B More Hall FX-10

Seattle, WA 98195-2700

Sherif El-Tawil / Sashi Kunnath

University of Central Florida

Civil and Environmental Engr. Department

Orlando, FL. 32816-2450

Anthony Ingraffea

Cornell University

School of Civil Engineering

363 Hollister Hall

Ithaca, NY 14853

System Performance Subcontractors 

Paul Somerville

Woodward-Clyde Federal Services

566 El Dorado St., Suite 100

Pasadena, CA 91101-2560

Farzad Naeim

John A. Martin & Associates

1212 S. Flower Ave.

Los Angeles, CA 90015

Andrei M. Reinhorn

State University of New York at Buffalo

Civil Engineering Department

231 Ketter Hall

Buffalo, NY 14260

C. Allin Cornell

Stanford University

Terman Engineering Center

Stanford, CA 94305-4020

S-9
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

Helmut Krawinkler

Dept. of Civil Engineering

Stanford University

Stanford, CA 94305

Gregory MacRae

University of Washington

Civil Engineering Department

Seattle, WA 98195-2700

Kazuhiko Kasai

Tokyo Institute of Technology

Structural Engineering Research Center

Nagatsuta, Midori-Ku

Yokohama 226-8503, JAPAN

Bruce F. Maison

7309 Lynn Avenue

El Cerrito, CA 94530

Performance Prediction and Evaluation Subcontractors 

James Anderson

University of Southern California

Civil Engineering Department

Los Angeles, CA 90089-2531

Douglas A. Foutch

University of Illinois

MC-250, 205 N. Mathews Ave.

3129 Newmark Civil Engineering Lab

Urbana, IL 61801

Gary C. Hart

Department of Civil and Environmental

Engineering 

University of California 

Los Angeles, CA 90095 

Y.K. Wen

University of Illinois

3129 Newmark Civil Engineering Lab

205 N. Mathews Ave.

Urbana, IL 61801

Testing Subcontractors 

Subhash Goel / Bozidar Stojadinovic

University of Michigan

Civil Engineering Department

Ann Arbor, MI 48109

Roberto Leon

Georgia Institute of Technology

School of Civil & Environmental Engr.

790 Atlantic Ave.

Atlanta, GA 30332-0355

Vitelmo V. Bertero / Andrew Whittaker

UC Berkeley

Pacific Earthquake Engr. Research Center

1301 S. 46th St.

Richmond, CA 94804

Thomas Murray

Virginia Tech, Dept. of Civil Engineering

200 Patton Hall

Blacksburg, VA 24061

James M. Ricles / Le-Wu Lu

Lehigh University

c/o ATLSS Center

117 ATLSS Drive, H Building

Bethlehem, PA 18015-4729

John M. Barsom

Barsom Consulting, Ltd.

1316 Murray Ave, Suite 300

Pittsburgh, PA 15217

S-10
Recommended Specifications and Quality Assurance Guidelines 

for Steel Moment-Frame Construction FEMA-353 

for Seismic Applications SAC Project Participants 

Hassan Astaneh

University of California at Berkeley

Dept. of Civil and Environmental Engr.

781 Davis Hall

Berkeley, CA 94720

Michael Engelhardt

University of Texas at Austin

Ferguson Laboratory

10100 Burnet Road, Building 177

Austin, TX 78712-1076

Gary T. Fry

Texas A&M University

Department of Civil Engineering

Constructed Facilities Division, CE/TTI

Building, Room 710D 

College Station, TX 77843-3136 

Chia-Ming Uang

University of California at San Diego

Dept. of AMES, Division of Structural Engr.

409 University Center

La Jolla, California 92093-0085

Stephen Schneider

University of Ilinois at Urbana-Champaign

3106 Newmark Civil Engr. Lab, MC-250

205 N. Mathews Avenue

Urbana, IL 61801

Matthew Johnson

Edison Welding Institute

1250 Arthur E. Adams Drive

Columbus, OH 43221

James Anderson

University of Southern California

Civil Engineering Department

Los Angeles, CA 90089-2531

Bozidar Stojadinovic

Dept. of Civil & Environmental Engr.

University of California

Berkeley, CA 94720

Inspection Procedure Consultants 

Thomas Albert

Digiray Corporation

2235 Omega Road, No. 3

San Ramon, CA 94583

Randal Fong

Automated Inspection Systems, Inc.

4861 Sunrise Drive, Suite 101

Martinez, CA 94553

Andre Lamarre

R.D Tech, Inc.

1200 St. Jean Baptiste, Suite 120

Quebec City, Quebec, Canada G2ZE 5E8

Glenn Light

Southwest Research Institute

6220 Culebra Road

San Antonio, TX 78228

Andrey Mishin

AS & E High Energy Systems

330 Keller Street, Building 101

Santa Clara, CA 95054

Robert Shaw

Steel Structures Technology Center, Inc.

42400 W. Nine Mile Road

Novi, MI 48375-4132

Carlos Ventura

Dept of Civil Engineering

University of British Columbia

2324 Main Hall

Vancouver, BC, Canada V6T 1Z4

S-11
Recommended Specifications and Quality Assurance Guidelines 

FEMA-353 for Steel Moment-Frame Construction 

SAC Project Participants for Seismic Applications 

Guideline Trial Applications Subcontractors 

John Hopper Lawrence Novak

Skilling Ward Magnusson Barkshire, Inc. Skidmore, Owings, and Merrill

1301 Fifth Avenue, Suite 320 

Seattle WA 98101-2699 

Leonard Joseph 

Thornton-Tomassetti Engineers 

641 6th Avenue, 7th Floor 

New York, NY 10011 

224 S. Michigan Ave, Suite 1000 

Chicago, IL 60604 

Maryann Phipps 

Degenkolb Engineers 

225 Bush Street, Suite 1000 

San Francisco, CA 94104 

Economic and Social Impact Study Subcontractors 

Ronald Eguchi

EQE Engineering and Design

300 Commerce Dr., Ste. 200

Irvine, CA 92602

Martin Gordon / Peter Morris

Adamson Associates

170 Columbus Avenue

San Francisco, CA 94133

Richard Henige

Lemessurier Consultants Inc.

675 Massachusetts Ave.

Cambridge, MA 02139-3309

Charles Kircher

Charles Kircher & Associates

1121 San Antonio Road, Suite D-202

Palo Alto, CA 94303

Lizandro Mercado

Brandow & Johnston Associates

1600 West 3rd St.

Los Angeles, CA 90017

Greg Schindler

KPFF Consulting Engineers

1201 3rd Ave.

Seattle, WA 98101-3000

Report Production and Administrative Services 

A. Gerald Brady, Technical Editor Carol Cameron, Publications Coordinator

Patricia A. Mork, Administrative Asst. Ericka Holmon, Admin. Assistant

Peter N. Mork, Computer Specialist California Universities for Research in

Bernadette A. Mosby, Operations Admin. Earthquake Engineering

Michelle S. Schwartzbach, Pub. Specialist 1301 S. 46th Street

Applied Technology Council Richmond, CA 94804

555 Twin Dolphin Drive, Suite 550

Redwood City, CA 94065

*indicates industrial or organizational contact representative 

S-12