AWS D1.8/D1.8M:2016

An American National Standard

Structural Welding Code— Seismic Supplement

AWS D1.8/D1.8M:2016

An American National Standard

Approved by the American National Standards Institute

August 3, 2016

Structural Welding Code— Seismic Supplement

3rd Edition

Supersedes AWS D1.8/D1.8M:2009

Prepared by the American Welding Society (AWS) D1 Committee on Structural Welding

Under the Direction of the AWS Technical Activities Committee

Approved by the AWS Board of Directors

Abstract

This code supplements the requirements of AWS D1.1/D1.1M, Structural Welding Code—Steel. This code is intended to be applicable to welded joints in Seismic Force Resisting Systems designed in accordance with the AISC Seismic Provisions. Clauses 1–7 constitute a body of rules for the regulation of welding in Seismic Force Resisting Systems. There are seven mandatory annexes in this code. A commentary of the code is included with the document.

ISBN: 978-0-87171-894-5

© 2016 by American Welding Society

All rights reserved Printed in the United States of America

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Statement on the Use of American Welding Society Standards

All standards (codes, specifications, recommended practices, methods, classifications, and guides) of the American Welding Society (AWS) are voluntary consensus standards that have been developed in accordance with the rules of the American National Standards Institute (ANSI). When AWS American National Standards are either incorporated in, or made part of, documents that are included in federal or state laws and regulations, or the regulations of other governmen- tal bodies, their provisions carry the full legal authority of the statute. In such cases, any changes in those AWS stan- dards must be approved by the governmental body having statutory jurisdiction before they can become a part of those laws and regulations. In all cases, these standards carry the full legal authority of the contract or other document that invokes the AWS standards. Where this contractual relationship exists, changes in or deviations from requirements of an AWS standard must be by agreement between the contracting parties.

AWS American National Standards are developed through a consensus standards development process that brings together volunteers representing varied viewpoints and interests to achieve consensus. While AWS administers the pro- cess and establishes rules to promote fairness in the development of consensus, it does not independently test, evaluate, or verify the accuracy of any information or the soundness of any judgments contained in its standards.

AWS disclaims liability for any injury to persons or to property, or other damages of any nature whatsoever, whether special, indirect, consequential, or compensatory, directly or indirectly resulting from the publication, use of, or reliance on this standard. AWS also makes no guarantee or warranty as to the accuracy or completeness of any information pub- lished herein.

In issuing and making this standard available, AWS is neither undertaking to render professional or other services for or on behalf of any person or entity, nor is AWS undertaking to perform any duty owed by any person or entity to someone else. Anyone using these documents should rely on his or her own independent judgment or, as appropriate, seek the advice of a competent professional in determining the exercise of reasonable care in any given circumstances. It is assumed that the use of this standard and its provisions is entrusted to appropriately qualified and competent personnel.

This standard may be superseded by new editions. This standard may also be corrected through publication of amend- ments or errata, or supplemented by publication of addenda. Information on the latest editions of AWS standards includ- ing amendments, errata, and addenda is posted on the AWS web page (www.aws.org). Users should ensure that they have the latest edition, amendments, errata, and addenda.

Publication of this standard does not authorize infringement of any patent or trade name. Users of this standard accept any and all liabilities for infringement of any patent or trade name items. AWS disclaims liability for the infringement of any patent or product trade name resulting from the use of this standard. AWS does not monitor, police, or enforce com- pliance with this standard, nor does it have the power to do so.

Official interpretations of any of the technical requirements of this standard may only be obtained by sending a request, in writing, to the appropriate technical committee. Such requests should be addressed to the American Welding Society, Attention: Managing Director, Technical Services Division, 8669 NW 36 St, # 130, Miami, FL 33166 (see Annex I). With regard to technical inquiries made concerning AWS standards, oral opinions on AWS standards may be rendered. These opinions are offered solely as a convenience to users of this standard, and they do not constitute professional advice. Such opinions represent only the personal opinions of the particular individuals giving them. These individuals do not speak on behalf of AWS, nor do these oral opinions constitute official or unofficial opinions or interpretations of AWS. In addition, oral opinions are informal and should not be used as a substitute for an official interpretation.

This standard is subject to revision at any time by the AWS D1 Committee on Structural Welding. It must be reviewed every five years, and if not revised, it must be either reaffirmed or withdrawn. Comments (recommendations, additions, or deletions) and any pertinent data that may be of use in improving this standard are requested and should be addressed to AWS Headquarters. Such comments will receive careful consideration by the AWS D1 Committee on Structural Welding and the author of the comments will be informed of the Committee’s response to the comments. Guests are invited to attend all meetings of the AWS D1 Committee on Structural Welding to express their comments verbally. Pro- cedures for appeal of an adverse decision concerning all such comments are provided in the Rules of Operation of the Technical Activities Committee. A copy of these Rules can be obtained from the American Welding Society, 8669 NW 36 St, # 130, Miami, FL 33166.

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Personnel

AWS D1 Committee on Structural Welding

A.W. Sindel (Chair) GE Power-Steam Power Systems

T. L. Niemann (Vice Chair) Minnesota Department of Transportation

R. D. Medlock (2nd Vice Chair) High Steel Structures, LLC

J. Molin (Secretary) American Welding Society

F. G. Armao The Lincoln Electric Company

E. L. Bickford Acute Technological Services

T. W. Burns Airgas

H. H. Campbell, III Pazuzu Engineering

R. D. Campbell Bechtel

R. B. Corbit CB&I

M. A. Greico Massachusetts Department of Transportation

J. J. Kenney Shell International E&P

J. H. Kiefer ConocoPhillips (Retired)

S. W. Kopp High Steel Structures, LLC

V. Kuruvilla Genesis Quality Systems

J. Lawmon American Engineering and Manufacturing, Incorporated

N. S. Lindell Vigor

D. R. Luciani Canadian Welding Bureau

P. W. Marshall MHP Systems Engineering

M. J. Mayes Mayes Testing Engineers, A Terracon Company

D. L. McQuaid D. L. McQuaid & Associates, Incorporated

J. Merrill Caltrop Corporation

D. K. Miller The Lincoln Electric Company

J. B. Pearson, Jr. LTK Engineering Services

D. C. Phillips Hobart Brothers Company

D. D. Rager Rager Consulting, Incorporated

T. J. Schlafly AISC

R. E. Shaw, Jr. Steel Structures Technology Center, Incorporated

R. W. Stieve Parsons Corporation

M. M. Tayarani Pennoni

P. Torchio, III Williams Enterprises of Georgia, Incorporated

D. G. Yantz Canadian Welding Bureau

Advisors to the AWS D1 Committee on Structural Welding

W. G. Alexander WGAPE

1. J. Altebrando STV, Incorporated

   E. M. Beck AMEC

   1. M. Butler Walt Disney World Company

      1. L. Fox Consultant

      2. E. Gilmer Tampa Tank—Florida Structural Steel

G. J. Hill G. J. Hill & Associates

M. L. Hoitomt Consultant

1. W. Holmes Modjeski & Masters, Incorporated

   1. S. Martin GE—Power

      Advisors to the AWS D1 Committee on Structural Welding (Continued)

      1. W. Post J. W. Post & Associates, Incorporated

      2. K. Verma Consultant

B. D. Wright Advantage Aviation Technologies

AWS D1L Subcommittee on Seismic Issues

M. J. Mayes (Chair) Mayes Testing Engineers, A Terracon Company

J. Molin (Secretary) American Welding Society

S. E. Anderson HRV Conformance Verification

D. A. Koch Bechtel National, Incorporated

J. Malley Degenkold Engineers

B. R. Manning Schuff Steel

D. W. Meyer ESAB Welding & Cutting Products

D. K. Miller The Lincoln Electric Company

D. C. Phillips Hobart Brothers Company

T. J. Schlafly AISC

R. E. Shaw, Jr. Steel Structures Technology Center, Incorporated

R. H. Tide Wiss Janney Elstner Associates

Advisors to the D1L Subcommittee on Seismic Issues

N. J. Altebrando STV, Incorporated

T. Green WJE

R. Hamburger Simpson Gumpertz & Heger

D. K. Panda TMK IPSCO

J. W. Post J. W. Post & Associates, Incorporated

D. D. Rager Rager Consulting, Incorporated

D. Rees-Evans Steel Dynamics

Foreword

This foreword is not part of this standard but is included for informational purposes only.

This is the third edition of the AWS D1.8/D1.8M, Structural Welding Code—Seismic Supplement.

Editorial and technical revisions from the previous edition are indicated by underlining text. Changes in tables and figures have a single, vertical line in the margin. The following is a list of the most significant revisions from the 2009 edition:

Clause 6 entitled “Fabrication” has been reorganized for user read ability. This reorganization has required renumbering of the majority of the subclauses within Clause 6 as well as extensive reference changes throughout this supplement.

Clause 3: Doubler is now defined.

Clause 4.3: A new clause that defines when joint details for doublers are suitable for use in a prequalified WPS. The clause also states when macroetch tests are required and acceptance criteria for macroetch specimens.

Figure 4.3: A new figure that depicts the doubler to column flange joint detail was added. 5.1.1(1): The words “complete joint penetration groove weld” were added for clarification. 5.1.1(3): The words “in the groove” were added for clarification.

5.1.2: The words “in the flat position” were added for clarification.

6.2.1(2): Solid GMAW electrodes classified in AWS A5.18/A5.18M or AWS A5.28/A5.28M as ER70 or ER80 [ER48 or ER55] tensile strength have been added to the list of exempt filler metals.

6.2.1(4): AWS A5.29/5.29M E70 or E80 [E49 or E55] low alloy FCAW electrodes have been added to the list of exempt filler metals.

6.2.1(5): A new subclause added to the list of exempt filler metals for AWS A5.36/A5.36M:2012, Specification for Carbon and Low-Alloy Steel Flux Cored Electrodes for Flux Cored Arc Welding and Metal Cored Electrodes for Gas Metal Arc Welding.

6.2.1(6): A new subclause was added to the list of exempt filler metals regarding E90 [E62] Low Alloy SMAW, FCAW, GMAW composite (metal cored) and solid electrodes, and low alloy electrode/flux SAW combinations that have been optionally tested by the filler metal manufacturer in accordance with AWS A5.20/A5.20M:2005 Clause 17.

6.2.2: Additional parameters were added to the Lowest Anticipated Service Temperature for 70 ksi, 80 ksi, and 90 ksi [490 MPa, 550 MPa, and 620 MPa] filler metals.

6.3.1.3: ER70 and ER80 [ER48 and ER55] GMAW solid electrodes were added to the list of exceptions.

6.8.1(2): For carbon steel FCAW electrodes classified with the supplemental designator “-D” the heat input range pre- scribed in Clause 17 of AWS A5.20/A5.20M:2005 was added to the list of acceptable heat input limits.

6.8.1(3): The tensile strength was clarified.

6.8.1(4): For low alloy electrodes classified as 90 ksi [620 MPa] tensile strength, SMAW, GMAW metal core and solid electrodes, FCAW electrodes, and SAW electrode/flux combinations were added to the list of acceptable heat input limits.

6.8.1(5): For AWS A5.36/A5.36M:2012 Clause 16 for carbon and low alloy steel FCAW and GMAW-metal core elec- trodes classified with the supplemental designator “-D” was added to the list of acceptable heat input limits along with a note offering further explanation.

AWS D1.8/D1.8M:2016

6.12.3: A new clause regarding tack welds that attach steel backing in the protected zone. 6.14: The words “weld root” were replaced with back weld for clarification.

6.18.6: A new clause regarding the repair of mislocated holes. 6.18.7: A new clause regarding the repair of mislocated stud welds.

6.18.8: A new clause regarding the repair of mislocated screws and shot pins.

Table 6.1: The addition of parameters for 90 ksi [620 MPa] filler metal and a new footnote regarding the offset method.

Table 6.2: The addition of parameters for 90 ksi [620 MPa] filler metal. New footnotes regarding the offset method and additional parameters for LAST.

Table 6.3: AWS A5.36/A5.36M:2012 was added to the table.

Figure 6.1(B): New text depicting the figure was added for clarification. A4: New text regarding the qualification of E90 [E62] filler metals.

Table A.2: Electrode Classification Strength E90 [E62] was added to the table. B3: New text regarding the evaluation of E90 [E62] filler metal combinations.

B7: Additional text regarding CVN toughness for welds using 70 ksi, 80 ksi, and 90 ksi [490 MPa, 550 MPa, and 620 MPa].

E3.2: AWS A5.36/A5.36M:2012 Clause 15, Diffusible Hydrogen Test was added as an additional testing procedure option for diffusible hydrogen levels.

G10: Subclause modified for clarification.

Background. Damage sustained by welded steel moment-frame buildings in the 1994 Northridge earthquake, and extensive research conducted by the FEMA/SAC program following that earthquake, demonstrated that in order to obtain adequate performance of welded steel structures under conditions of severe earthquake-induced inelastic strain- ing, additional controls on design, detailing, materials, workmanship, testing, and inspection are necessary. This research resulted in substantive changes to the AISC Seismic Provisions, which control the design of steel Seismic Force Resisting Systems (SFRS) designed to withstand severe inelastic straining as well as certain aspects of the materials and detailing of these systems. The provisions contained in this standard complement the AISC Seismic Provisions and are intended to ensure that welded joints that are designed to undergo significant repetitive inelastic strains as a result of earthquakes, or that are used to connect members designed to resist such inelastic strains, have adequate strength, notch toughness, and integrity to perform as intended. This code, together with AWS D1.1/D1.1M, specifies the acceptable materials, procedures, and workmanship for constructing welded joints in SFRS designed in accordance with the AISC Seismic Provisions as well as the procedures and acceptance criteria for quality control and quality assurance inspection of welded joints in the SFRS. In some regions of the U.S., with low risk of intense earthquake shaking, building codes permit design of steel Seismic Force Resisting Systems that do not conform to the requirements of the AISC Seismic Provisions. The requirements of this code apply only to the SFRS in structures designed in accordance with the AISC Seismic Provisions and need not be applied to structures not designed to those provisions.

Commentary. The Commentary is nonmandatory and is intended only to provide insight, information, and provision rationale.

Normative Annexes. These annexes address specific subjects in the code and their requirements are mandatory require- ments that supplement the code provisions.

Errata. All errata to a standard shall be published in the Welding Journal and posted on the AWS website (www.aws.org/standards/page/errata).

Suggestions. Comments and suggestions for the improvement of this standard are welcome. They should be sent to the Secretary, D1L Subcommittee on Seismic Provisions, American Welding Society, 8669 NW 36 St, # 130, Miami, FL 33166.

Table of Contents

Page No.

Personnel v

Foreword vii

List of Tables xi

List of Figures xi

1. General Requirements 1

   1. Scope 1

   2. Standard Units of Measurement 1

   3. Safety Precautions 1

   4. Responsibilities 2

   5. Limitations 3

   6. Welding Symbols 3

2. Normative References 5

3. Terms and Definitions 7

4. Welded Connection Details 9

   1. Corner Clips of Continuity Plates and Stiffeners 9

   2. Transitions in Thicknesses and Widths 9

   3. Joint Details for Doublers 9

5. Welder Qualification 13

   1. Supplemental Welder Qualification Testing 13

   2. Welder Qualification Period 13

   3. Welder Performance Qualification Record Information 13

6. Fabrication 15

   Part A—Filler Metal and Weld Metal 15

   1. Filler Metal and Weld Metal 15

      Part B—Additional Requirements for Demand Critical Filler Metal and Weld Metal 15

   2. Heat Input Envelope 15

   3. Production Lot Control 16

   4. FCAW Electrode Packaging, Storage, and Exposure 17

      Part C—Welding Procedure Specifications 18

   5. Welding Processes 18

   6. Welding Procedure Specifications (WPSs) 18

   7. Maximum Interpass Temperature 18

   8. Heat Input 19

   9. Bottom Flange Welding Sequence 19

   10. Welder Identification 19

       Part D—Details 20

   11. Weld Access Holes 20

   12. Tack Welding Requirements 20

   13. Removal of Backing and Weld Root Treatment 21

   14. Reinforcing Fillet Welds at Removed Weld Backing Locations 21

   15. Fillet Welds at Left-In-Place Steel Backing 21

       Page No.

   16. Weld Tabs 21

   17. End Dams 21

       Part E—Protected Zone 22

   18. Protected Zone 22

7. Inspection 29

   1. Inspection Task Assignment 29

   2. Inspector Qualifications 29

   3. Quality Assurance Agency Written Practice 30

   4. Wide-Flange k-Area Inspection 30

   5. Lamellar Tearing 30

   6. Beam Copes and Weld Access Holes 30

   7. Repaired Weld Access Holes in the Protected Zone 30

   8. NDT of Repaired Tab Removal Sites 30

   9. Magnetic Particle Testing Requirements 30

   10. Ultrasonic Testing 30

Annex A (Normative)—WPS Heat Input Envelope Testing of Filler Metals for Demand Critical Welds 33

Annex B (Normative)—Intermix CVN Testing of Filler Metal Combinations (where one of the

filler metals is FCAW-S) 37

Annex D (Normative)—Supplemental Welder Qualification for Restricted Access Welding 45

Annex E (Normative)—Supplemental Testing for Extended Exposure Limits for FCAW Filler Metals 51

Annex F (Normative)—Supplemental Ultrasonic Technician Qualification 53

Annex G (Normative)—Supplemental Magnetic Particle Testing Procedures 55

Annex H (Normative)—Flaw Sizing by Ultrasonic Testing 59

Annex I (Informative)—Requesting an Official Interpretation on an AWS Standard 61

Annex J (Informative)—Informative References 63

Commentary 65

Foreword 67

Index 113

List of AWS Documents on Structural Welding 123

List of Tables

Table Page No.

1. Filler Metal Mechanical Property Requirements 23

2. Mechanical Property Requirements for Demand Critical Welds 23

3. Diffusible Hydrogen Testing Requirements 24

1. Heat Input Envelope Testing—Heat Input, Preheat, and Interpass Temperatures 35

2. All Weld Metal Mechanical Properties; Yield Strength, Tensile Strength, Elongation, and CVN

Toughness Requirements 35

1. Filler Metal Essential Variables—FCAW-S Substrate/Root 39

2. Filler Metal Essential Variables—FCAW-S Fill 39

Commentary

C-1.1 Removal of Tabs and Backing 73

List of Figures

Figure Page No.

1. Transition of Butt Joints in Parts of Unequal Thicknesses 10

2. Transition of Butt Joints in Parts of Unequal Widths 11

3. Doubler to Column Flange Joint Detail 11

1. Reinforcing Fillet Weld Requirements 25

2. Alternate Geometry—Beam Flange Weld Access Hole Detail 26

3. Acceptable Tab Removal Conditions 27

4. Acceptable and Unacceptable Use of End Dams 28

A.1 Heat Input Envelope Test Plate 36

1. Intermix Test Plate 40

2. Interface Scribe Line Location 41

3. Intermix CVN Test Specimen Location 41

1. Test Plate Configuration for Option A 48

2. Test Plate Configuration for Option B 49

3. Test Plate Configuration Illustration 49

4. Location of Side Bend Specimens on Test Plates—Supplemental Welder Qualification 50

   Commentary

   C-1.1 Example RBS/Column Strong Axis Connection 74

   C-1.2 Example Eccentric Brace/Link/Column Connection 75

   C-1.3 Example WUF-W/Column Strong Axis Connection 76

   C-4.1 Curved Corner Clip 80

   C-4.2 Straight Corner Clip 80

   C-6.1 Measurement of Preheat and Interpass Temperature 93

   C-6.2 Beam Flange to Column—Fillet Welds at Left-in-Place Steel Backing 93

   C-6.3 Continuity Plate Copes without Weld Tabs 94

   
   

   
   

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   Structural Welding Code—Seismic Supplement

   
   

   1. General Requirements

1. Scope

   
   

   The provisions of this code supplement the provisions of AWS D1.1/D1.1M, Structural Welding Code—Steel, and shall apply to the design, fabrication, quality control, and quality assurance of welded joints designed in accordance with the AISC Seismic Provisions for Structural Steel Buildings. All provisions of AWS D1.1/D1.1M for statically loaded struc- tures shall apply to the designated welds, except as specifically modified herein.

   
   

2. Standard Units of Measurement

   This standard makes use of both U.S. Customary Units and the International System of Units (SI). The latter are shown within brackets ([ ]) or in appropriate columns in tables and figures. The measurements may not be exact equivalents; therefore, each system must be used independently.

   
   

3. Safety Precautions

   Safety and health issues and concerns are beyond the scope of this standard and therefore are not fully addressed herein. Safety and health information is available from the following sources:

   
   

   American Welding Society:

   
   

   1. ANSI Z49.1, Safety in Welding, Cutting, and Allied Processes

      
      

   2. AWS Safety and Health Fact Sheets

      
      

   3. Other safety and health information on the AWS website

Material or Equipment Manufacturers:

1. Safety Data Sheets supplied by materials manufacturers

   
   

2. Operating Manuals supplied by equipment manufacturers

Applicable Regulatory Agencies

Work performed in accordance with this standard may involve the use of materials that have been deemed hazardous, and may involve operations or equipment that may cause injury or death. This standard does not purport to address all safety and health risks that may be encountered. The user of this standard should establish an appropriate safety program to address such risks as well as to meet applicable regulatory requirements. ANSI Z49.1 should be considered when developing the safety program.