AWS D1 .3/D1 .3M:2018
An American National Standard
Structural
Welding Code.,._
Sheet Steel
AWS D1.3/D1.3M:2018
An American National Standard
Approved by the
American National Standards lnstitute
July 12, 2017
Structural Welding Cod~eSheet Steel
6th Edition
Supersedes AWS Dl.3/Dl .3M:2008
Prepared by the
A1nerican Welding Society (AWS) DI Cornmittee on Structural Welding
Under the Direction of the
AWS Technical Activities Com111ittee
Approved by the
AWS Board of Directors
Abstract
This code covers the requiren1ents associated ,vith ,velding sheet steel having a miniinum specified yield point no greater
than 80 ksi [550 MPa]. The code requirements cover any weldedjoint made fron1 the com1nonly used structural quality
low-carbon hot rolled and cold rolled sheet and strip steel with or "vithout zinc coating (galvanized). Clause 1 includes
general provisions, Clause 4 design, Clause 5 prequalification, Clause 6 qualification, Clause 7 fabrication, and Clause 8
inspection.
American Welding Society®
AWS D1 .3/D1 .3M:2018
ISBN: 978-0-87171-918-8
© 2017 by American Welding Society
All rights reserved
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Internet: <v.rW\\,.copyright.com>.
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AWS D1 .3/D1 .3M:2018
Statement on the Use of American Welding Society Standards
Ali 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 ,vith the 1ules ofthe
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 la~,s and regulations, or the regulations of other govemmental bodies, their provisions ca1ry the full legal authority of the statute. ln such cases, any changes in those AWS standards
must be approved by the governmental body having statutory jurisdiction before they can becon1e a pa11 of those laws
and regulations. ln ali cases, these standards carry the full legal authority of the contract or other document that invokes
the AWS standards. \Vhere this contractual relationship exists, changes in or deviations from requirements of an AWS
standard must be by agreement bet\veen 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. \Vhile the AWS administers the
process and establishes mies 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 disclaitns liability for any injury to persons or to property, or other da1nages of any nature ,vhatsoever, whether
special, indirect, consequential, or compensatory, directly or indirectly resulting fro1n the publication, use of, or reliance
on this standard. AWS also makes no guarantee or warranty as to the accuracy or co1npleteness of any infonnation published herein.
lo issuiog and makjng this standard available, AWS is neither undertakiog 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 docu1nents should rely on his or her O\Vn independent judgment or, as appropriate, seek the
advice of a cotnpetent professional in determining the exercise of reasonable care in any given circumstances. lt is
assumed that the use of this standard and its provisions are entmsted to appropriately qualified and competent personnel.
This standard may be superseded by the issuance of new editions. Users should ensure that they have the latest edition.
Publication of this standard does not authorize infringement of any patent or trade na1ne. Users of this standard accept
any and all liabilities for infringement of any patent or trade name items. AWS disclain1s liability for the infringement of
any patent or product trade name resulting from the use of this standard.
Fioally, the AWS does not 1nonitor, police, or enforce compliaoce ,vith tbis standard, oor does it have the po\ver to do so.
On occasion, text, tables, or figures are printed incorrectly, constituting errata. Such errata, ,vhen discovered, are posted
on the AWS web page (\vww.aws.org).
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, Standards Development, 8669 NW 36 St, # 130, Miami, FL 33166 (see Annex C). With
regard to technical inquiries made concenling AWS standards, oral opinions on AWS standards may be rendered. These
opinions are offered solely as a convenience to users ofthis standard, and they do not constitute professional advice. Such
opirnons represent only the personal opinions of the particular individuais giving them. These individuais do not speak
on behalf of AWS, nor do these oral opinions constitute official or unofficial opioions or ioterpretations of AWS. ln 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 Stmctural Welding. It must be reviewed
every tive years, and if not revised, it must be either reaffirmed or \vithdra,vn. Comments (recomtnendations, additions,
or deletions) that may be of use in improving this standard should be sent to AWS Headquarters. Any pertinent data
supporting the comments are required. Such comments will receive careful consideration by the AWS D 1 Cotnmittee on
Structural Welding and the author of the co1nments will be infom1ed of the Com1nittee's response to the co1nments.
Guests are invited to attend ali n1eetings of the AWS D 1 Com1nittee on Structural Welding to express their co1nments
verbally. Procedures for appeal of an adverse decision conce1ning ali such com1nents are provided in the Rules of
Operation of the Techrucal Activities Commjttee. A copy of these Rules can be obtained from the American Welding
Society, 8669 NW 36 St, # 130, Mia1ni, FL 33166.
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AWS D1 .3/D1 .3M:2018
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IV
AWS D1 .3/D1 .3M:2018
Dedication
This 6th edition of AWS D1.3/Dl.3M, Structural
Welding Code-Sheet Steel, is dedicated by the DlH
Subcommittee on Sheet Steel to John L. Uebele. The
Subcommittee is gratefully indebted to John's 24 pios
years of service on the subcommittee and bis tireless
efforts, devotion, and enthusiasm in making the last
3 revisions ofD1.3/Dl.3M possible.John's intelligence,
mentorship, and warm good humor will be missed by
ali of os.
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AWS D1 .3/D1 .3M:2018
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VI
AWS D1 .3/D1 .3M:2018
Personnel
AWS Dl Committee on Structural Welding
TRC Solutions
Minnesota Departrnent ofºTransportation
High Steel Structures, LLC
A,nerican Welding Society
The Lincoln Electric Company
Subsea Global Solutions
Acute Technological Services
Tho,n Burns Consuting, LLC
Pazuzu Engineering
Bechtel
CB&1
Massachusetts Departrnent o_fTransportation
Shell lnternational E&P
Conoco Philips (Retired)
High Steel Structures, LLC
Genesis Quality Systems
A,nerican Engineering and Manufacturing lnco,porated
Vigor
Canadian Welding Bureau
J\.1oonshine Hill Proprietary
Terracon Consultants
D. L. McQuaid & Associates lncorporated
TRC Solutions
The Lincoln Electric Con1pany
LTK Engineering Services
Rager Consulting, fncorporated
AISC
Steel Structures Technology Center lnco,porated
Parsons Corporation
Pennoni Associates, lnco,porated
Willia,ns Enterprises of GA, Incorporated (Retired)
Canadian Welding Bureau
A. W. Sindel, Chair
T. L. Niemann, Vice Chair
R. D. Medlock, 2nd Vice Chair
J. A. Molin (Secretary)
F. G. Armao
U. W. Aschemeier
G. L. Bickford
T. M. Burns
H. H. Campbell, III
R. D. Campbell
R. B. Corbit
M. A. Greico
J. J. Kenney
J. H. Kiefer
S. W. Kopp
V. Kun1villa
J. Lawmon
N . S. Lindell
D. R. Luciani
P. W. Marshall
M. J. Mayes
D. L. McQuaid
J. Merrill
D. K. Miller
J. B. Pearson, Jr.
D. D. Rager
T. J. Schlatly
R. E. Shaw, Jr.
R. W. Stieve
M. M. Tayarani
P. Torchio, III
D. G. Yantz
Advisors to the AWS D1 Committee on Structural Welding
W. G. Alexander
N. J. Altebrando
E. M. Beck
B. M. Butler
G. L. Fox
H. E. Gilmer
G. J. Hill
M. L. Hoitomt
C. W. Holmes
G. S. Martin
WGAPE
STV, lnco,porated
AA1EC
Walt Disney World Co,npany
Consultant
HRV Confor,nance Verification Association lnco,porated
G. J Hill & Associates
Consultant
Modjeski & i\líasters, Incorporated (Retired)
GE-Po,ver & Water
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VII
AWS D1 .3/D1.3M:2018
D.
e. Phillips
Retired
JW Post & Associates, lncorporated
Consultant
Advantage Aviation Technologies
J. W. Post
K. K . Verma
B. D. Wright
AWS DlH Subcommittee on Sheet Steel
U. W. Asche1neier, Chair
G. S. Martin, Vice Chair
J. A . Molin (Secretary)
W. J. Bell
L. M . Bower
R. D. Campbell
R. B. Corbit
D. A. Fulton
S. G. Kowats
J. D. Niemann
J. B. Pearson, Jr.
P. Rimmer
T. Sputo
P. Torchio, TTI
D. G. Yantz
C.Zanfir
Subsea Global Solutions
GE-Power Water
American Welding Society
Atlanlic Testing Laboratories
NCI Building Syste,ns
Bechtel
CB&I
Consultant
International Training Institute
Kaivasaki Motors Manu_facturing Corp USA
LTK Engineering Services
Green,nan and Pedersen, Jnco,porated
Steel Deck Institute
Williams Enterprises of GA, Incorporated (Retired)
Canadian Welding Bureau
CJ:VB Group
Advisors to the A\.VS DIH Subcommittee on Sheet Steel
O.W. Blodgett*
The Lincoln Electric Con1pany (Retired)
Consultant
The Mclntyre Company
O,naha Public Power District
Johnson Inspeclion
Consultant
Canadian Welding Bureau
Cornell University
Rager C'onsulting, Jncorporated
Advantage Aviation Technologies
J. D. Duncan
M. D. Fender
J. A. Gre,ve
A. L. Johnson
D. R. Lawrence, TI
D. R. Luciani
T.Pekoz
D. D. Rager
B. D. Wright
*deceased
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VIII
AWS D1 .3/D1 .3M:2018
Foreword
This foreword is not part ofthis standard but is included for informational purposes only.
When the first edition of AWS D 1.3/D1 .3M, Specification .for Welding Sheet Steel in Structures, was developed and
issued in l 978, it was anticipated that changes would be needed in the specification as further research was conducted ou
sheet steel \velded joints. After users' experience \vith the specification and development of new sheet steel applications,
it was revised in l 98 l, l 989, l 998, 2008, and now in 2017. Also, in the l 981 edition, the title ofthe standard v,,as changed
to AWS Dl.3/Dl.3M, Structural Welding Code-Sheet Steel, to conform with the unifonn titles now being given to
standards developed by the AWS D 1 Co1nrnittee 011 Structural Welding. The many changes in this document reflect both
experience in using the code and the results of research, principally by theArnerican Iron and Steel lnstitute's Subcommittee
on Sheet Steel.
One of the primary objectives of this code is to define the allowable capacities used in sheet steel applications in which
transfer of calculated load occurs. The foremost examples of such applications are steel decks, paneis, storage racks, and
stud and joist framing members. It is a concurrent objective of this code to impose v,rorkmanship, technique, and qualification requirements so as to effect consistently sound execution of \velding of joints in these categories.
Certain shielded ,neta! are, gas 1netal are, gas tungsten, gas metal are, and flux cored are welding procedure specifications
(WPSs) when used with certain types ofjoints, have been tested by users and have a history ofsatisfaction perfonnance.
These WPSs are designated as prequalified, may be en1ployed ,vithout further evidence, and include 1nost of those that
are co1nn1only used. However, the purpose of defining prequalified WPSs is not to preclude the use of other WPSs as they
are qualified.
When other processes, WPSs, or joints are proposed, they are subject to the applicable provisions of this code and shall
be qualified by tests. The obligation is placed on the contractor to prepare WPSs and qualify them before production use.
Ali WPSs (prequalified and qualified) must include the classification ofthe filler metal, its size, and for each type ofv,,eld,
its melting rate or other suitable means of current control indicative of the melting rate, as applicable. The requirements
for the qualification of v,,eJders and welding operators are also given. A Welder qualification test requires each welder to
prove their ability to produce satisfactory welds using prequalified or qualified WPSs.
Although this code is essentially directed at those joints that are used to transfer loads, the quality ofwelds \vhere strength
is nota govenúng consideration should 1neet quality standards that will 1naintain the integrity ofthe supporting structure.
The allov.,able capacity provisions of Clause 4 could be disregarded when the ,velds are not used in a loadcarrying
capacity.
Underlined text in the subclauses indicates an editorial or technical change from the 2008 edition. A vertical line in the
margin next to a figure or table indicates a revision from the 2008 edition.
The following is a sumrnary of the most significant technical revisions contained in D 1.3/D l.3M:2018:
IX
AWS D1 .3/D1.3M:2018
Summary of Changes
Clause/Table/Figure/ Annex
1 Modification
Clause 1
Restructured the Clause, added ne\v safety and health information, the addition of Hollo\v
Structural Section (HSS) ,vith wall thickness less than 1/ 8 in [3 mn1] to the Code and the ability
to use non 10~1-hydrogen electrodes in a qualified WPS for are spot, are seam, and are plug
welds of sheet rnetal in the tlat position to prirnary structural rnembers tbicker than ¼ in
[6 111111]. Rev ised Tables 1.2 and 1.3 and added a new Figure.
Clause 2
This is a ne~, clause listing normative references. It replaces Annex G from the previous edition.
Clause 3
This is a ne\v clause that provides tenns and definitions specific to this standard. It replaces
subclause 1.6 and Annex D frorn the previous edition.
Clause 4
Clause 4 \Vas presented as Clause 2 in lhe previous edition. Provided clarification as to how to
detennine the load capacities in Clause 4.2. Rev ised Figures 4.2, 4.7, and 4.8. Added a ne,I\'
Figure for HSS Square Groove \Veld in Butt Joint.
Clause 5
Clause 5 \l\'as presented as Clause 3 in tbe previous edition. Rev ised ali tbe Figures in Clause 5
to indicate t = thickness.
Clause 6
Clause 6 ,vas presented as Clause 4 in the previous edition. Added a scope to Clause 6, provided
additional language to Clause 6.7.1.2 for clarification, provided conditions ~,hen \Veld
assemblies shall be acceptable after testing, and added a provision for ,velder qualification
regarding One and T\vo Sided Butt Joints. Revised Tables 6.1- 6.4 and added new Figures
6.7- 6.8.
Clause 7
Clause 7 ,vas presented as Clause 5 in the previous edition. Substrate cleanliness require1nents
were significantly revised.
Clause 8
Clause 8 \l\'aS presented as Clause 6 in lhe previous edition. Provided an additional requiren1ent
to Visual lnspection: Mininnun Weld Throat and added Janguage that pennits welds exceeding
lhe 111i11ilnu1n Jength or size provided it is documented in the contract documents.
Annex B
The Annex B Fonns ,vere revised.
Errata: All errata to a standard shall be published in the Welding Journal and posted
011
the AWS website.
Con1ments and suggestions for the improvement of this standard are ,velco1ne. They should be sent to the Secretary, AWS
D ! Committee on Strucmral Welding, American Welding Society, 8669 NW 36 St, # 130, Miami, FL 33 166.
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AWS D1 .3/D1 .3M:2018
Table of Contents
Page No.
Dedication . .. .. ... .. .......................................... ... .. ... ........................ v
Personnel ... ..... .. .......................................... ..... ... .......................vii
Foreword . ... .. ... ....... ... ..... ..... ..... .. ..... .. ..... ... ..... .. ........ .. ..... ..... ..... . ix
List o_f Tables ... .................... ..... ... .. ............... ..... .................... ..... .. xiii
List o,fFigures . ................ ........ ................. ....... .................. ....... ..... xiii
List of For,ns . ..... .. ........ .. ..... ... ..... .. ..... ..... ..... ....... .......... ... ..... .. ..... xiv
1.
General Reguirements .................................... ... ............................. l
1.1 Scope .............................................. ... .. ... ........................ l
1.2 Standards of Measurement . ..... .. ... ..... .. .. ... .. ............... ... .. ... .. ..... ... .... 1
l .3 Safety ................... ..... .......... ......................... .......... ..... .... 1
1.4 Sheet Steel Base Metal ................................. ... ............................. 2
1.5 Welding Processes .. ..... ..... ................. .. ... .. ... ................. ..... ..... . . 2
1.§. Weld Metal Requirements ... ..... ... .. ............... ..... .................... ..... .. .. 2
1.1 Weld Types ............... ..... ... .. ............... ..... .................... ..... .. .. 3
1..B, Welding Symbols ........ ..... ................. ....... .................... ..... ...... .4
2.
Normative References . .................................. .. ..... .......................... 11
3.
Terms and Definitions . .................................... ... ............................ 13
~
Design of Welded Connections . ..... .. ............... .. ........ ............... .. ..... ... ... 16
Part A-Allowable Load Capacities ........................... ... .. ... ....................... 16
4. l Base Metal Stresses ................................... ..... ... ....................... 16
1..2 Alternate Allo\vable Load Capacities in Weld Joints . .. ..... ... ..... .. ........ .. ..... ..... ... 16
Part B- Details of Welded Connections ................. ....... .................. ....... ...... 19
5.
Prequalification of WPSs .. ..... ... ..... .. ..... ..... ..... ....... .......... ... ..... .. ..... .28
5.1 Scope ............................................ ..... ............................ 28
5 .2 General ............................................. ... ............................ 28
5.3 Joint Details ......................................... ... .. ... ....................... 28
fr.
Qualification .. ... .. ... .. ... ..... .. ... ..... .. .. ... .. ............... ... .. ... .. ..... ... ... 34
§.J_ Scope ................... ..... .......... ......................... .......... ..... ... 34
Part A-General Requirements .. ..... ................. .. ... .. ... ................. ..... ..... . 34
§..2 Preparation of a WPS and PQR .... ... .. ............... ..... .................... ..... .. . 34
§..l Engineer's Approval. ..... ..... ................. ....... .................... ..... ...... 34
§..1 Responsibility ...... .. ..... ... ..... .. ....... ... ..... ..... ............ ... ..... .. ..... . 34
6.5 WPS Require1nents .................................. .. ..... .......................... 34
Pari B- Welding Procedure Specification (WPS) ................ ... ............................ 3 5
6.6 Essential Variable Limitations .......................................................... 35
6.7 Number ofTests, Testing Methods, and Acceptance Standards for WPS Qualification . .. ..... ... ... 35
Part C-Welder Performance Qual ification ..................... ... .. ... ....................... 39
6.8 Essential Variables ........................................... . ....................... 39
§..2. Number ofTests and Methods for Welder Performance Qualification . .. ...... .. ..... ..... ..... .40
§..lQ Duration of Qualification .... ..... ... .. ............... ..... .. .. ................ ..... .. .40
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AWS D1 .3/D1 .3M:2018
Page No.
7.
Fabrication . ................. ....... ............. ....... ................. ........ ....... 58
7. l General ...................... .. .................. ....... ................. ... ....... 58
7.2 Preparation ofBase Metal ........................... ..... ............................. 58
7.3 Asse1nbly .......................................................................... 58
7 .4 Allowable Deviation from WPS for Lov.rer Temperatures Using Annex A, Note l .................. 59
B_.
lnspection ... ....... ...... . ..... ..... ....... . ....... ............... .. ... ..... ..... ....... 60
Part A Acceptance Cri teria ................................. ... ............................. 60
.ii.1 Production Weld Acceptance Cri teria ............. .. ... .. ... ................. ..... ....... 60
Part B Contractor's Responsibility ..... ..... ............... ..... ................... ..... ..... 60
8.2 Inspection ofvVPS and Welder Qualifications ....... ....... .................... ..... ....... 60
8.3 lnspection of Work ............. .. .................. ..... ................... ... ....... 60
Annexes ..................................................................................... 61
Annex A (Normative}-Applicable Provision Requirements when Welding D 1.3 Sheet Steels to
D 1.1 Other S teel Product F orms .................................................................. 61
Annex B (Jnformative)-Sample Welding Forms ....... ... ..... ..... ....... .......... ... ..... ....... 63
Annex C (Informative)-Requesting an Official Interpretation on an AWS Standard ........................ 67
Annex .Q (Informative)-Gage Numbers and Equivalent Thicknesses .................................... 69
Annex E (Informative)- Reference Documents . ............... .... .... .. ............... ..... ....... 71
Con1menta1y on Structural Welding Code-Sheet Steel . ........ ....... ................. ........ ....... 73
List of AWS Docun1ents on Sheet Steel .......................... ....... ................. ... ....... 89
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AWS D1 .3/D1 .3M:2018
List of Tables
Table
1.1
1.2
1.3
J.. l
6.1
6.2
6.3
6.4
A.1
D.l
D.2
Page No.
Code Applieation Matrix of Dl .3 and Dl .l Codes Based on Material Thiekness Being Joined ......... 5
Matehing Filler Metal Requirements ................... ..... .................... ..... ...... 6
Welding Positions and Restrietions for WPS ............ ..... .................... ..... ....... 9
Prequalified WPS Requirements ................ ........ ................. ........ ........ 29
WPS Qualifieation Tests ... .. ...................... ... ...................... ... ........ 41
PQR Essential Variable Changes Requiring WPS Requalifieation for SMAW, GMAW, FCAW,
GTAW, and SAW ..................................................................... 44
Eleetrode Classieization Groups ........................ .. ... .. .......................... 45
Welder Petf ormanee Qualifieation Tests ... ..... ..... ..... .. ... ..... ..... ..... ..... ....... .46
Applieable Provision Requirements ,vhen Welding D 1.3 Sheet Steels to D 1.1 Other Steel
Produet Forms ................................. ..... ................................. 61
Gage Numbers and Equivalent Thieknesses Hot-Rolled and Cold-Rolled Sheet ... .... ..... ........ 69
Gage Numbers and Equivalent Thieknesses Galvanized Sheet . ..... .................... ..... ... 70
List of Figures
Figure
1.1
1.1
1.2
1.3A
1.3B
4.3C
4.4
4.5
4.6
4.7
4.8
4.9
1.1 O
1.1 IA
1.1IB
4.1 IC
4.12
4.13A
4.13B
4.14
5. IA
5.1B
J..2A
J..2B
Page No.
Positions of Test for HSS Groove Welding ................ ..... .. .......................... 1O
Square-Groove Welds in Butt Joints ................ .. ..... ... ....... ..................... 21
Fillet Welds ............. ..... ................... ..... .................... ..... ...... 21
Single-Flare-Bevel-Groove Weld ................... ........ ................. ........ ..... 21
Single-Shear in Flare-Groove Welds .................. ..... ... ................. ... ........ 22
Double-Shear in Flare-Groove Welds ................. ..... ............................... 22
Are Spot Welds ...................................... .. ............................... 23
Are Seam Welds ..................................... .. ... .. .......................... 23
Are Plug Welds... ..... ..... ..... ..... ... .. ..... .......... ..... .. ... ..... ..... ....... .24
Fillet Welds in Lap Joints ... .. ............. . . ..... ............. .. ............. ..... ..... 24
Fillet Welds in T-Joints ........................... ..... .. ............................... 24
S ingle-Flare-Bevel-Groove Weld. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... 25
Single-Flare-V-Groove Weld ..... ................... ... .. .................... ..... ...... 25
Edge Distanees for Are Spot Welds .............. ........ .................... ..... ........ 25
Are Spot Weld Using Washer .. ...................... ... .. ............. .................. 25
Typieal Weld Washer .............................. ... .. ............................... 26
Are Sea1n Welds Along Standing Rib .................... .. ............................... 26
Edge Distanees for Are Seam Welds ..................... .. ... .. .......................... 26
Edge .Distanees for Are Plug Welds ....... ..... ..... ..... .. ........ ..... ..... ..... ....... .27
HSS Square Groove Weld in Butt Joint ................... .. ... .. .......................... 27
Square Groove Weld in Butt Joint with Steel Baeking ......... ... .. .......................... 30
Square Groove Weld in Butt or Corner Joint without Baeking . .. ... ....... ..................... 30
Fillet Weld in Comer Joint .. ..... ...................... .. ... .................... ..... ... 30
Fillet Weld in Lap Joint ...... ................. ........ ................. ........ ........ 31
XIII
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AWS D1 .3/D1.3M:2018
5.2C
5.3A
5.3B
j_.3C
j_.3D
.Q. l
6.2A
6.2B
6.3A
6.3B
6.3C
6.3D
6.4
Q.5A
.Q.5B
Q.6
6.7
6.8
C-4.1
C-4.2
C-4.3
C-4.4
C-6. 1
C-7. l
Fillet Weld in T-Joint .................................. ... .. ... ........................ 31
F lare-Bevel-Groove Weld in Butt Joint . ...... ... ..... ..... ... ....... ..... ..... ..... ....... 32
F lare-Bevel-Groove Weld in Corner Joint .................. ... .. ... ........................ 32
Flare-V-Groove Weld in Butt Joint ....................... ..... ... ........................ 33
Flare-Bevel-Groove Weld in Lap Joint . .............. ... ..... .. ........ ................... 33
Test for Square-G roove Welds in B utt Joints .............. ..... .................... ..... .... 49
Test for F illet Welds ........ ........ ............ ....... .................. ....... ....... 50
Extent ofValidity ofFillet Weld Qualifieations ............ ..... .. .................. .. ....... 51
Test for Sheet to Sheet F lare-Bevel-Groove Welds ........................................... 51
Test for Sheet to Supporting Struetural Me1nber F lare-Bevel-Groove Welds ....................... 52
Test for Flare-V-Groove Welds .......................................................... 52
Extent ofValidity of Flare-Groove Weld Qualifieations .. ..... ... .. ..... ... .. ..... ..... ....... 53
Test for Are Spot Welds ................................... . . ... ............ ..... ....... 53
Test for Sheet to Supporting Structural Member Are Seam Welds ............................... 54
Test for Sheet to Sheet Are Seam Welds .............. ..... ................................ 54
Test for Are Plug Welds ...................... ... .. ... .. ... ................. ..... ....... 55
Bend Test Coupon Location for HSS Weld Tests........... .. ... .................... ..... .... 57
HSS Butt Weld Bend Test ...... ..... ............ ....... .................... ..... ....... 57
Allowable Stress for Fillet Welds ... ... ................. .. ... ............ ................. 79
Load Capaeity of F illet We lds ......................... .. ... ............................. 79
Are Spot Welds ....................................... ... ............................. 80
Are Seam Weld in a Supporting Pia te ..................... ... .. ... ........................ 80
Melting Rate Measurement Illustrated .. ...... ... ..... ..... ... ....... ..... ..... ..... ....... 82
Positions ofWelding .................................. ... .. ... ........................ 85
List of Forms
Form
B-l
B-2
B-3
Page No.
Sample Form for Welding Procedure Qualification Record (PQR) .. .... .. ............. ..... ..... 64
Sample Form for Welding Procedure Specification (WPS) .. ..... .............................. 65
Sample Form for Welder and Welding Operator Performance Qualification Test Record (WPQR) . ..... 66
..
,
...
.
' ' , ',
., ' , ..
' ' .. ,.
'
,.
...
XIV
AWS D1.3/D1.3M:2018
Structural Welding Code-Sheet Steel
1. General Requirements
1.1 Scope
This code contains the requirernents for are "velding of structural sheet/strip steels, including cold forrned 1nernbers,
hereafter collectively referred to as "sheet steel," which are equal to or less than 3/ 16 in [5 nlffi] in nominal thickness. ln.
addition, \velding bollow structural section (HSS) also called tubular members with \vali thickness less than 1/8 in [3 mm]
_a re included in the scope ofthis code. Design requirements for HSS member connections are not in the scope ofthis code..
When this code is stipulated in contract documents, conformance with ali its provisions shall be required, except for those
provisions that the Engineer or contract documents specifically modifies or exempts.
\Vhen used in conjunction with AWS Dl. l/Dl.lM, confo1mance with the applicable provisions of Annex A of AWS Dl.3/
.D l .3M shall apply (see also Table l. l ). Two weld types unique to sheet steel, are spot and are seam, are included in this code.
1.1.1 Applicable Materiais. This code is applicable to the welding of structural sheet steels to other structural sheet
steels or to supporting structural steel 1nernbers.
1.1.2 General Requirements. The fundamental premise ofthe code is to provide general requirements applicable to
any situation. Acceptance criteria for production welds ditferent fro1n those specified in the code shall be permitted for a
particular application, provided they are suitably documented by the proposer and approved by the Engineer. These
alternate acceptance criteria shall be based upon evaluation of suitability for service using past experience, experi1nental
evidence, or engineering analysis considering material type, service load effects, and environmental factors.
1.1.3 Approval. Ali references to the need for approval shall be interpreted to mean approval by the Engineer, defined
as the duly designated person who acts for and in behalf of the owner on ali 1natters vvithin the scope of this code.
Deviations from code requirements shall require the Engineer's approval.
1.1_ Standard Units of Measurement
T his standard 1nakes use of both U .S. Custo1nary Units and the lntemational System of Units (SI). T he latter are sh0\'111
vvithin brackets ([ ]) or in appropriate columns in tables and figures . The measurements may not be exact equivalents;
therefore, each system must be used independently. Equivalents for gages or fractions are noted within parenthesis
throughout the standard.
1.J_ Safety
Safety and health issues and concen1s are beyond the scope of this standard; some safety and health information is
provided, but such issues are not fully addressed herein.
Safety and health information is available from the following sources:
American Welding Society:
(1) ANSI 249.1, Sa[ety in Welding. Cutting. and Allied Processes
(2) AWS Safety and Health Fact Sheets
(3) Other safety and health information on the AWS website
1
AWS D1.3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
.Material or Equipment Manufacturers:
(1) Safety Data Sheets supplied by materiais manufacturers
(2) Operating Manuais supplied by equipment manufacturers
Applicable Regulatory Agencies
_Work performed in accordance \Vith this standard may involve the use of materiais that have been deemed hazardous, and.
.1nay involve operations or equipment that may cause injury or death. This standard does not purpo1t to address ali 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 2 49 .1 should be considered when developing the safety progra1n.
1.i Sheet Steel Base Metal
1.4.1 Specified Base Metais. Sheet steel base metais to be \velded under this code sball confonn to tbe requirements
ofthe latest edition of one ofthe specifications listed in Table 1.2, or any sheet steel qualified in confonnance with 1.4.2.
Any combination of these steels may be welded together. These steels may also be \Velded to any of the steels listed in
the latest edition of AWS D 1.1/D 1. IM, Structural Welding Code- Steel.
1.f.2 Other Base Metais. When a steel other than those covered in 1.±. l is approved under the provisions of the
project or product specification, and such a steel is proposed for welded construction, the weldability of the steel and the
WPS for \\'elding it shall be established by qualification in confonnauce with the require1nents of Clause 6 and such other
requiren1ents as prescribed by the Engineer.
1.4.3 Minimum Yield Point. The provisions of this code are intended for use with sheet steel having a minimum
specified yield point equal to or less tban 80 ksi [550 MPa].
.:
1..s_ Welding Processes
.
1..S,.1 Approved Processes. This code provides for welding \vith the shielded metal are welding (SMAW), gas metal
are welding (GMAW), flux cored are welding (FCAW), gas tungsten are welding (GTAW), or sub1nerged are \velding
(SAW) \velding processes. (NOTE: Any variation ofgas ,neta/ are welding (GM11FV), including short-circuiting transfer,
is acceptable.)
1.5.2 Stud \Velding. When stud \velding through the flat po1tion of sheet steel decking or roofing onto other product
forros, the WPS, the studs, and the quality control requirements shall contorm "vith the applicable provisions in the AWS
D 1.1/D 1.1M code.
l ..S,.3 Other Processes. Other welding processes may be used when approved by the Engineer. ln such case, the
Engineer shall specify any additional qualification requirements necessa1y to assure satisfactory joints for the intended
service.
1.~ Weld Metal Requirements
1.6.1 Matcbing Filler Metais. When using the indicated weld process, the filler metais listed in Table 1.2 provide a
weld joint with strengths matching that of the base metal. When base metais of dissimilar strengths are \velded, the filler
metal tensile strength shall be equal to or greater than that ofthe lo\vest tensile strength base metal.
1.~.2 Other Base Metal/Filler Metal Combinations. Base metal/filler metal co1nbinations other than those described
in 1.6.1 shall be permitted \Vhen approved by the Engineer.
1.~.3 Manufacturer's Certification. When requested by the Engineer, the contractor shall ftu·nish an electrode
manufacturer 's certification stating that the electrode will meet the requirements of the classification.
1.6.4 Electrodes for Shielded Metal Are Welding (SMAW)
1.6.4.1 AWS Specification. Electrodes for SMAW shall conform to the requiren1ents ofthe latest edition of AWS
A5.l/A5 .IM, Specijicationfor Carbon Steel Electrodesjor Shielded Metal Are Welding, or to the requirements of AWS
A5.5/A5.5M, Specijication for Low-Alloy Steel Electrodes for Shielded Metal Are Welding.
2
.
..
AWS D1 .3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
1 .6.4.2 Low-Hydrogen Eleetrode Control. This control shall be for sheet steel that is welded to a primary
structural member which is thicker than 1/4 in (6 m1n], p lacing the jurisdiction of this contrai as specifíed in AWS Dl .1/
Dl.lM.
1.6.4.3 Nonlo,v-hydrogen Electrodes. Nonlo"v-hydrogen electrodes 1nay be used in a gualifíed WPS for are spot.
are seam, and are plug welds of sheet m etal in the flat position to primary structural members thicker than 1/4 in [6 m1n],
as limited by Annex A Table A.! Note 1.
1.6.5 Submerged Are Welding (SAW)
1.6.5.1 AWS Speeifieation. The bare electrodes and fluxes used in combination for SAW shall conform to the
requirements of the latest edition of AWS AS . 17/A5. l 7M, Speeifieation for Carbon Steel Eleetrodes and Fluxes for
Sub,nerged Are Welding, or to the requirements of the latest edition ofAWS A5.23/A5.23M, Spee[fieationfor Lo,v-Alloy
Steel Eleetrodes and Fluxes for Subtnerged Are IVelding.
1 ..§..5.2 Flux. Flux used for submerged are "velding shall be d!y and free of conta1nination from dirt, mill scale, oils,
or other foreign 1naterial. Ali flux shall be purchased in packages that can be stored, under nonnal conditions, for at least
six months without such storage affecting its "velding characteristics or weld properties. Flux from damaged packages
shall be discarded or shall be dried ata minimum temperature of250ºF (120ºC] for one hour before use. Flux shall be
placed in the dispensing system im111ediately upon the opening of a package, or if used fron1 an opened package, the top
1 in [25 mm] shall be discarded. Flux that has been wet shall not be used.
l ..§..6 Gas Metal Are Welding (GMAW). Flux Cored Are Welding (FCAW), and Gas Tungsten Are Welding
(GTAW) Filler Metais
1..§..6.1 AWS S peeifieation. The filler metais and shielding for G MAW, FCAW, or GTAW shall conform to the
requirements of the latest edition of A WS AS .18/ AS .18M, Speeifieation .for Carbon Steel Eleetrodes and Rods for Gas
Metal Are Welding, or AWS AS.28/ A5.28M, Speeifieation.for Low-Alloy Steel Eleetrodes and Rods.for Gas Shielded Are
fVelding, AWS A5.20/A5.20M, Speeifieation for Carbon Steel Eleetrodes for Flu.x Cored Are Welding, AWS AS .29/
A5.29M, Speeifieation for Lo,v-Alloy Steel Eleetrodes.for Flux Cored Are Welding, QJ.AWS AS .36/ A5.36M. Speeifieation
for Carbon and Loi•v-Alloy Steel Flu.x Cored Electrodes _fOr Flux Cored Are Welding and J',,íetal Cored Electrodes JOr
Metal Are Welding as applicable.
1.6.6.2 Shielding Media. A gas or gas n1ixture used for shielding in GMAW, FCA\V ,vhen required, or GTAW,
shall meet the requirements of AWS AS .32/ A5.32M, Speeijieationfor Welding Shielding Gases. When requested by the
Engineer, the gas manufacturer shall furnish certifícation that the gas or gas mixture meets the requirements of AWS
A5.32/A5.32M.
1.1 Weld Types
1.7.1 Square-Groove Welds in Butt Joints. These types ofwelds are restricted to the ,velding ofsheet steel to sheet
steel in ali positions of welding.
1.7.2 Fillet \Velds. These types ofwelds may be used in ali positions ofwelding involving sheet steel to sheet steel
or a sheet steel to a supporting structural member.
1 .1.2.1 Fillet Wclds in Lap and T-Joints. Fillet "velds in lap and T-joints may be used in ali positions (see Table
1.3) involving a sheet steel to sheet steel or a sheet steel to a supporting structural member.
NOTE: When .fillet welding sheet steel to a su.pporting struetural 1ne1nber, measures shall be taken to prevent u.nderbead
cracÁ.ing.
1.7.3 Flare-Groove Welds. These types of welds may be used in ali positions involving the following:
(1) Two sheet steels for flare.-V and flare-bevel grooves
(2) A sheet anda supporting structural member for flare-bevel groove (see Table 1.3)
1.1.4 Are Spot Welds. These types of ,velds are spot welds made by an are welding process in which the ,velds are
made ,vithout preparing a ho le in either member. T hese ,velds are restricted to the "velding of sheet steel to supporting
structural member in the flat position (see Table 1.3). NOTE: f,l either the thickness of a single sheet nor the eonibined
thiekness oftwo sheets 111elded to the thieker supporting struetural metnbers shall exeeed 0.1 5 in [3. 7 mni}.
3
AWS D1.3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
1.1.5 Are Seam \Velds. Are seam \Velds are made ,vithout preparing a slot in either member.
These welds are restricted to the \Velding ofjoints involving:
( l) Sheet to sheet in the flat or horizontal position
(2) Sheet to thicker supporting structural 1nember in the flat position (see Table 1.3)
1.7.6 Are Plug Welds. Are plug ,velds are made by filling a circular hole in an outer n1ember or ,nembers.
These welds n1ay be used in all positions involving the follo\ving:
(1) Multiple layers ofsheet steels
(2) Multiple layers of sheet steels anda thicker supporting structural member
..
.
.
1.-8_ Welding Symbols
The welding symbols used in this specification shall be those designated in AWS A2.4:2007, Standard Symbols .for
FVelding, Brazing, and 1Vondestructive Exarnination. Special conditions shall be fully explained by notes or details.
4
AWS D1 .3/D1 .3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
Table 1.1
Code Application Matrix of D1 .3 and D1 .1 Codes Based on Material Thickness
Being Joined (see 1.1)
Material Thickness
t2 < 1/8 in (3 mm]
1/8 in < t 2 < 3/ 16 in
(3 mm < 12 < 5 1n1n]
t 1 < 1/8 in (3 mm]
D1.3
D1.3 orAnnexA
AnnexA
D 1.3 or Annex A
Dl.3 or Annex A or Dl.l
Annex A or D l. l
AnnexA
Annex A or D 1. 1
D1. 1
1/8 in < 11 < 3/ 16 in (3 mm < t 1 < 5 mm]
! 1 > 3/ 16 in [5 n1n1]
t 2 > 3/ 16 in (5 mm]
Note: Annex A, Note I applications may be used without remova[ of coating or galvanizing, provided the application meets the requirements of
Note 1.
5
AWS D1.3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
Table 1.2
Matching Filler Metal Requirements (see 1.6.1)
Yield Streogtb"-b
Group
No.
Tensi le Strength•,b
ASTM Steel Specifications
ksi
MPa
ksi
MPa
A\VS Filler Metal Specifications•
GrA
30
205
48
330
GrB
35
240
60
4gd
4 15
330d
44d
300d
Sl\1A\V A\VS AS.1/AS.IM
E60XX, E70XX
Sl\1A\V A\VS AS.5/AS.SM'
E70XX-XX
SA\V A\VS AS.17/AS.171\il
F6AX-EXXX, F7AX-EXXX
F6AX-ECXXX, F7AX-ECXXX
SA\V A\VS AS.23/AS.231\'l'
F7AX -EXXX-XX, F7AX-ECXX-XX
GMA\V/GTA\V A\VS AS.18/AS. 181\1
ER70S-X, E70C-XC, E70C-XM
GMA\V A\VS AS.36/AS.361\1
Carbon Sreel Fixed Classifications"
E70C- 6tvl
Open C lassificationss
E7XT 15-C I A2-CS 1
E7XTI 5-Nl2 I-CS 1,
E7XTX-XAX-CS 1, E7XTX-XAX-CS2
GMA\\1/GTA\\1 A\VS AS.28/5.281\il'
ER70S-X.XX, E70C-XXX
GMAW AWS AS.36/AS.361\1'•ª
Low Alloy Steel Open Classifications
E7XTX-XAX-X
FCA\ V A\\1S AS.20/ AS.201\•I
E7XT-X, E7XT-XC, E7XT-XM
FCA\V A\VS AS.36/ AS.361\•t•
Carbon Steel Fixed Classificationsr
E7XT- IC, E7XT- IM, E7XT- 5C,
E7XT- 5M, E7XT--<í, E7XT- 8,
E7XT-9C, E7XT-9M, E7XT-12C,
E7XT-12M, E70T-4, E7XT-7
Opeo C lassificationsg
E7XTX-C IAX-CS1,
E7XTX-M2 I-CS Ir,
E7XTX-CS 1AX-CS2,
E7XTX-M21 - cs2r,
E7XTX-Xl\X-CS 1, E7XTX-XAX-CS2
E7XTX-AX-CS3
FCAW A\VS AS.29/AS.291\•t•
E6XTX-X , E6XTX-XC, E7XTX-X,
E7XTX-XC, E6XTX-Xtvl, E7XTX-XM
FCA\V A\\IS AS.36/ AS.361\-J•· 3
Low Alloy Steel Opeu Classifications
E6XTX- C IAX-X,
E6XTX- M21-Xr
E7XTX- C IAX-X,
E7XTX- M21X
E6XTX-XAX-X, E7XTX-XAX-X,
E6XTX-AX-X, E7XTX-AX-X
ASTM A53/A53M
ASTM AI09/A l09M
Temper 4
Ten1per 5
33
42
230
45
290
58
3 10
400
46
315
62
425
GrO
36
250
58
400
GrA
39
270
45
GrB
46
3 15
58
3 10
400
GrC
50
345
62
425
GrO
36
250
58
400
ASTM A501/A501tvl
GrA
250
58
400
ASTM A572/A572NI
Gr42
36
42
290
60
4 15
Gr 45
Gr 50 (as rolled)
45
3 10
65
450
50
340
70
480
Gr 50 (annealed/
no1malized)
45
3 10
65
450
Gr 33
33
230
45
3 10
Gr 37
37
255
52
360
Gr40
40
40
275
275
55
50
380
340
Gr33
Gr37
Gr40
Gr 33(230] Type H
Gr 37(255] Type H
Gr 40(275 ] Type H
33
230
45
310
37
40
255
52
360
275
33
230
55
45
380
3 10
37
40
255
52
360
25
55
42
380
Gr25
275
170
Gr30
Gr 33 Type I and 2
30
205
45
290
3 10
230
48
330
Gr 40 Type I and 2
33
40
275
52
Gr45
45
60
Gr45 Class 1
45
310
310
360
4 10
60
4 10
Gr45 Class 2
45
310
55
Gr 50 Class 2
50
340
60
380
4 10
Gr 50
50
340
60
4 10
Gr 30
30
205
49
340
Gr 33
Gr 36 Type 1
33
230
52
360
36
250
Gr 36 Type 2
250
365
400-550
Gr40
36
40
53
58- 80
275
55
Gr45 Type 1
45
310
60
380
4 10
Gr45 Type 2
45- 60
310-410
60
4 10
Gr 45 Class 1
45
310
60
4 10
Gr 45 Class 2
45
55
Gr 50 Class 2
50
310
340
60
380
4 10
Gr 50
50
340
60
4 10
GrA
ASTM A500 (Round structural
tubing)
ASTM A500 (Shaped structura l
tubing)
ASTM 606
ASTM A653/ A653M ssg
ASTM A653/A653M HSLAS
ASTM A792/ A792M" SS
I
ASTM A l003/A1003tvl
ASTMA l 008/A l 008M SS
ASTM A l008/A1008tvl HSLAS
ASTM A 1008/ A 1008tvl
HSLAS-F
ASTM A IOl 1/AIOI INI; SS
ASTM A IOl 1/AIOI INI HSLAS
ASTM A IOl 1/AIOI IM
HSLAS-F
GrB
GrC
Gr40
(Continued)
6
AWS D1 .3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
Table 1.2 (Continued)
Matching Filler Metal Requirements (see 1.6.1)
Yield Strengtb•·b
Group
No.
ASTM Steel Specifications
ASTM Al09/ Al09M
AST M A501/A501M
ASTM A529/A529M
ASTM A572/A572M
Temeer 3
GrB
Gr 50
Gr 55
ASTM A653/ A653Mh HSLAS
ASTM A653/A653Mh HSLAS-F
ATM A792
ASTM AI003/A1003M
II
ASTMAl008/AJ008M SS
ASTM AI008/A1008M HSLAS
ASTM Al008/Al008M
HSLAS-F
ASTM AIOI 1/A IOI IM SS
ASTM AIOI 1/A IOI IM HSLAS
ASTM AIOJ J/A JOJ IM
HSLAS-F
ASTM Al039/ AJ039M SS
ASTM Al039/Al039M HSLAS
ASTM Al063/AJ063M SS
ASTM AI063/A1063M HSLAS
MPa
ksi
MPa
A\VS Filler Metal Specifications•
55d
38Qd
70
65-100
70-100
65
70
65- 70
65
480
450--{)90
485- 690
450
485
450-480
450
70
60
70
70
60
70
65
70
70
65
70
65
480
4 10
480
480
4 10
480
450
480
480
450
480
450
60
70
65
65
70
65
70
70
4 10
480
450
480
480
480
450
450
480
450
480
480
Sl\1AW AWS AS.1/AS.IM
E70XX
Sl\1AW A\VS AS.5/AS.SM'
E70XX
SA\V A\VS A5.17/AS.17M
F7AX-EXXX, F7AX-ECXX
SA\V AWS A5.23/AS.23M'
F7AX-EXXX-XX , F7AX-ECXXX -XX
GMAW/GTA\V A\VS A5.1 8/A5.1 8M
ER70S-X, E70C-XC, E70C-XM
Gl\'IAW/GTA\V AWS A5.28/A5.28l\1'
ER70S-XXX, E70C-XXX
GMA\V A\VS AS.36/ AS.361\·f •• •
Low Alloy S teel Open Classifications
E7XTX-XAX-X
FCAW AWS A5.20/A5.20M
E7XT-X, E7XT-XC, E7XT-XM
FCAW A\\1S A5.36/A5.36M
Carbon Steel Fixed Classificationsr
E7XT- IC, E7XT- I fvl,
E7XT-5C, E7XT-5M,
E7XT--{), E7XT- 8,
E7XT- 9C, E7XT- 9fvl,
E7XT- 12C, EX7T- 12M,
E70T-4, E7XT- 7
Open C lassificationsg
E7XTX-CIAX-CSI,
E7XTX-M21 -CS I r,
E7XTX-C IAX-CS2,
E7XTX-M21-CS2r,
E7XTX-XAX-CSI,
E7XTX-XAX-CS2,
E7XTX-AX-CS3
FCAW AWS AS.29/AS.291\>1'
E7XTX-X, E7XTX-XC,
E7XTX-XM
FCAW A\\1S AS.36/ A5.36JVI•· g
Low Alloy S teel Open Classifications
E7XTX-C IAX-X,
E7XTX-M21xr,
E7XTX-XAX-X
E7XTX-AX-X
345
345
380
345
380
3 10-340
340
340
340
340
Gr60
Gr 55 Class 1
Gr 55 Class 2
Gr60
Gr 50 Class 1
Gr 50 Class 2
Gr 50 Class 4
Gr60
Gr 50Typc H
Gr 55 Type H
Gr 57TypeH
Gr 60Type H
Gr 50
Gr 50 Class 1
Gr 55 Class 1
Gr 55 Class 2
Gr 60 Class 2
Gr60
50
50
55
50
55
45- 50
50
50
50
50
55
60
50
55
55
60
55
55
60
50
50
50
60
50
55
57
60
50
50
55
55
60
60
Gr 50
Gr 55
Gr 50 Class 1
Gr 55 Class 1
Gr 55 Class 2
Gr 60 Class 2
Gr 60
50
55
50
55
55
60
60
340
380
340
380
380
4 10
41 0
65
70
65
70
65
70
70
450
480
450
480
450
480
480
Gr50
Gr 55
Gr 50 Class 1
Gr 50 Class 2
Gr 55 Class 1
Gr 55 Class 2
Gr 50
Gr 55
Gr 50 Class 1
Gr 50 Class 2
Gr 55 Class 1
Gr 55 Class 2
50
55
50
50
55
55
50
55
50
50
55
55
340
380
340
340
380
380
340
65
70
65
60
70
65
65
70
65
60
70
65
450
480
450
410
480
450
450
480
450
4 10
480
450
Gr50
Gr 55
AST MA606
ASTM A653 SS
ksi
Tensile Strength•·b
Gr 50 Class 1
Gr 50 Class 2
Gr 50 Class 3
Gr 50 Class 4
Gr 55
Gr 60
Gr 50
Gr 55 Class 1
Gr 55 Class 2
380
4 10
340
380
380
410
380
380
410
340
340
340
4 10
340
380
395
4 10
340
340
380
380
4 10
41 0
380
340
340
380
380
( Continued)
7
69
7()J
7()i
?Oi
AWS D1.3/D1.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
Table 1.2 (Continued)
Matching Filler Metal Requirements (see 1.6.1)
Group
No.
ASTM Steel Specifications
Yield Strength•·b
Tensi le Strength•·b
ksi
ksi
MPa
MPa
Gr 60
4 15
60
75
520
Gr 65
65
450
80
550
-A-ST_M_A_6_5-3/_A_6-53_M_S_S_ _ _ _G_r_7_0_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
70
480
80
550
ASTM A653/ A653M HSLAS
Gr 70
70
480
80
550
------------------------------480
_A_S_T_M_A_65_3_/_A_65_3_M_H_SL_A_S_-_F_G_r_7_0_ _ _ _ _70
___
_ _ _80
_ _ _ 550
___
70_ _ 480
80i
_A_
· _ST_M_A_l_0_03_/A_l0_0_3_M_ _ _ _G_r_7_0_T.,_YP,_e_H
____
____
_ _ _550
___
4 10
ASTM A 1008 SS
Gr 60
60
75
520
Gr 60 Class I
4 10
60
75
520
-G-r-65-C-la-ssl - - - - - -450
---------65
80
585
ASTM A l008/Al008M HSLAS Gr 65 Class 2
450
65
75
550
-------------------70
480
Gr 70 Class 2
80
550
---------------------------------70
480
80
550
ASTM AI008/A1008M
Gr 70
_H_SL_A_S_-_F_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_A_S_T_M_A_IO_l_l/_A_l_O_
l l_M_SS_ _ _G_r_6_0_ _ _ _ _6_0_ _4_1_0_ _ _7_5_ _ _5_20_ _
Gr 60 Class 1
60
4 10
75
520
ASTM A572/A572M
----------------------------------
lll
Gr 65 Class 1
65
450
80
550
Gr 65 Class 2
65
450
75
520
70 Class 2
70
480
80
550
ASTM A IOI I/A IOI IM
HSLAS-F
Gr 70
70
480
80
550
ASTM A653 SS
Gr 80
80
550
82
570
ASTM A IOl l/A IOI IM HSLAS
-AS-T- - - - - - - - - -Gr-80- - - - - - --- - - 90
- - - -620
--M A653/A653M HSLAS
80
550
AWS Filler Meta l Specifications•
Sl\1A\V A\VS AS.5/ AS.51\il '
E80XX-X
SA\V A\VS AS.23/ AS.23M'
F8AX-EXXX-XX, F8A.X-ECXXX-XX
Gl\'lAW/ GTA\V A\VS AS.28/AS.281\1'
ER80S-XXX, E80C-XXX
Gl\'lA\V A\VS AS.36/AS.361\1'••
Low Alloy S teel Open Classifications
ESXTX-XAX-X
FCAW AWS A5.29/A5.29M•
ESXTX-X, ESXTX-XC, ESXTX-X!VI
FCAW AWS A5.36/A5.36M'- g
Low Alloy Steel Open Classifications
E8XTX-C IAX-X,
E8XTX-M 21 X~
E8XTX-XAX-X, ESXTX-AX-X
SA\V A°"'S AS.23/AS.23M'
F9AX-EXXX-XX
_A
_ S_T_M
_ A-79- 2-/A
_7_9_2_
M_(_A_I--Z n_ _ _G_r_8_0 _ _ _ _ _8_0_ _5_5_0 _ _ _8_2 _ _ _5_70- - F9AX-ECXXX-XX
coated)''
IV
GMAW/GTA\V A\VS A5.28/A5.28M'
Gr 70
70
480
85
585
ASTM AI 008/A 1008M SS
-------------------_ _ _ _ _ _ _ _ _ _ _ _ _G
_ r _8 0_ _ _ _ _ _ _
80
___
55_0_ _ _8_2_ _ _5_6_5_ _
_A
_ S_T_M
_ A_I 0_0_8_
/ A_l_00_8_M_ H_SL
_A
_ S_ _G_r_7_0 _C_la_ss_l_ _ _7_0_ _4_8_0 _ _ _8_5 _ _ _5_8 5_ _
ER90S-X, E90C-XXX
Gl\'IA\V A\VS AS.36/A5.36M•·•
Low Alloy S teel Open Classifications
E9XTX-XAX-X
ASTMAI008/A1 008M
Gr80
80
550
90
620
HSLAS-F
AST M A IO l !/A! Ol ! M S S
Gr70
70
480
85
585
-A
- ST
_M
_ A
_ l_O_!_!/_A_l_O_l l_M
_ r_!S_L_A_S__G_r_7_0_C_l_as_s_l_ _ _ _
70_ _ _4_8_0_ _ _
85_ _ _5_8_5 _ _
FCAWAWSAS.29/AS.29M•
E9XTX-X, E9XTX-XC, E9XTX-X!VI
FCAWA°"'SAS.36/AS.36Me.g
Low Alloy Steel Open Classifications
---------------------------------ASTM A IO l!/A!OI IM
MSLAS-F
Gr 80
80
550
90
620
E9 XTX-C IAX-X
E9XTX-M 21- Xr
E9XTX-XAX-X, E9XTX-AX-X
• Yicld and tcnsile propcrlícs are thosc spccificd in the malerial standard.
b Prope11ies are minimum spcciíied valucs unless notcd otherwisc.
' See AWS D1.1 /D1.1 M for mandatory use of low-hydrogen eleetrodes and seetion 1.6.4.3 for nonlow-hydrogen eleetrodes for are spot, scmm and plug wclds on metal deeking.
• Approximate values; mechanical properties are not listed in the ASTM Specifícation. Design values shall be determined by the Engineer.
' Only lhe as-welded condition is applicable, therefore only the following fíller metais specifícation electrode classifications meet the criteria for this table:
1 SMA\V: AWS A5. I/A5. IM; AWS A5.5/A5.5M Electrodes with the following suffixes: -C3, -C3L, -C4, -P I, -NM 1, -\V 1, -\V2, -G, -M (when Purchaser and Supplier
agrce the alloy is to be used in the ''as-wcldcd" c-0ndition).
'Only SA\V AWS A5. 17/A5. l 7M; A\VS A5.23/A5 .23M Flux/Elcctrodc c-0mbinations classifícd to be uscd in thc "as-welded" condition.
3 GMA\V: AWS A5 .l 8/A5.18M; AWS A5.28IA5.28M Electrodes with the following classification suffixes: -Ni 1, -02, -G (when Purchaser and Supplier agree the alloy
is to be used in the "as-welded" condition).
• FCA\V: AWS A5 .20/A5.20M; AWS A5.29/A5.29M Electrodes with d1e following classification suffixes: -Nil (except EXXT5-Ni l), -NilM (except EXXT5-Ni1M).
-Nil C (except EXXT5-NilC), -Ni2 (except EXXT5-Ni2), -Ni2M (except EXXT5-Ni2M), -Ni2C (except EXXT5-Ni2C).-Ni3 (except EXXT5-Ni3), -DIC, -D IM, -D3C.
-D3M, -Kl C. -KlM, -K1, -K1C, -K1M, -K6, -K6C. -K6M, -K8, -W2C, -\V2M, -G (when Purchaser and Supplier agree thealloy is to be used in the "as-welded"' condition).
' FCA\V: Any A\VS A5.36/A5.36M FCA\V or Gl\,IAW-1\,letal Core fi ller metal may be used in "PREQUALlFIED" \VPS if classitied in the "AS-\VELDED" condirion
and meets ali of tbe required mechanical properties for tbe sbeet steel, regardless ofalloy.
' The prequali fíed Argon baseei shielding gases for carbon and low alloy steel FCAW, and carlx>n steel GMA\V-Metal Core Fixed Classiltcations shall be M2 1-ArC- 2025(SG-AC- 20/25), sec 1.4.6.2(2).
• For Open classifications for earbon and low alloy stcel FCA\V and GMA\V-metal core electrodes, thc eleetrodes classificd with the previous shielding gas requircmcnts of
A\VS A5. l 8/A5. 18!\1, A\VS A5.20/A5.20M, AWS A5.28/A5.28M, and AVvS A5.29/A5.29M shall be considered for use with prequalifíed \VPS and other shielding gases
listed in Table 5 of AWS A5.36/A5.36M used for classification ofan electrode, but only the specifíc shielding gas used for classifícation and not the range ofthe shielding
gas designator, see 1.4.6.2(3).
'For galvanized material see ASThf Specifícations for coating details.
; For material used for tloor plate seeASTM A786 clausc 7
í Specifíed for Type H only
8
AWS D1 .3/D1 .3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
Table 1.3
Welding Positionsª and Restrictions for WPS (see 1.7.3)
Square-Groove
Flare-BevelFlare-VAre
Are
Are
Weld in Butt Joint Fillet Weld Groove Weld Groove Weld Spot Weld Sea111 Weld Plug Weld
Sheet to Sheet
F
H
V
OH
Sheet to Suppo1ting Men1ber
HSS to HSS or
HSS to Sheet or
Supporting Men1ber
F
H
V
OH
F
H
V
OH
F
H
F
H
V
OH
F
F
H
V
OH
F
H
F
F
F
H
V
OH
F
V
H
V
H
V
OH
F
OH
F
OH
H
H
V
OH
V
OH
'' Positions of welding: F = tlat, H = horizontal, V = vertical, OH = overhead
9
F
H
V
OH
AWS 01.3/01.3M:2018
CLAUSE 1. GENERAL REQUIREMENTS
PIPE HORIZONTAL ANO ROTATEO.
WELO FLAT (±15°). OEPOSIT
FILLER METAL ATOR NEAR THE TOP.
(A) FLAT WELDING TEST POSITION 1G ROTATED
PIPE OR TUBE VERTICAL ANO
NOT ROTATEO OURING WELOING.
WELD HORIZONTAL (:1:15º).
~
15° 15°
15° 15°
(8) HORIZONTAL WELDING TEST POSITION 2G
-1'!5º
-=-=.fj50
PIPE OR TUBE HORIZONTAL FIXEO (:1:1 5º) ANO NOT ROTATEO OURING WELOING.
WELO FLAT, VERTICAL, OVERHEAO.
(C) MULTIPLE WELDING TEST POSITION SG
/
/
45° :t 5°
PIPE INCLINATION FIXEO (45° :t 5°) ANO NOT
ROTATEO OURING WELOING.
/
/
(D) MULTIPLE WELDING TEST POSITION 6G
Source: Adapted from AWS 01 .1/01 .1M:2015, Structural Welding Code-Steel, Figure 9.17, Miami: American Welding Society.
Fi2ure 1.1- Positions of Test for HSS Groove Weldin2 (see Table 1.3)
10
AWS D1 .3/D1 .3M:2018
2. Normative References
_T he follo\ving documents are referenced within this publication and are mandatory to the extent specified herein. For
_u ndated references, the latest edition of the referenced standard shall apply. For dated references, subsequent amend-.
_1nents to, or revisions of, any of these publications do not apply.
American Welding Society (A\VS) Standards:
(!) AWS A2.4:2007, Standard Syrnbols.for TiVelding, Brazing, and Nondestructive Exa,nination
(2) AWS A3.0, Standard Welding Terms and Dçfinitions, lncluding Ter,ns for Adhesive Bonding, Brazing, Soldering,
.Therrnal Cutting, and Therrnal Spraying
(3) AWS AS .1 / AS .1 M, Spec[fication for Carbon Steel Electrodes_fór Shielded Metal Arc Welding
(4) AWS A5.5/ A5.5M, Specifieationfor Lo1v-Alloy Steel Eleetrodes.for Shielded Metal Are Welding
(5) A WS A S.17/AS. l 7M, Specification for Carbon Steel Eleetrodes and Fluxes for Subnzerged Are Welding
(6) AWS A5 . l8/A5.18M, Speeifieationfor Carbon Steel Eleetrodes and Rodsfor Gas Metal Are Welding
(7) AWS A5 .20/A5.20M, Speeiflcationfor Carbon Steel Electrodesfor Flux Cored Are Welding
(8) AWS A5.23/A5.23M, Speciflcation.fór Lo}v-Alloy Steel Electrodes and Fluxesfor Subrnerged Are Welding.
(9) AWS A5.28/A5.28M, Speeiflcationf"or Lo}v-Alloy Steel Electrodes and Rodsf"or Gas Shielded Are Welding
(1 O) AWS AS.29/ A5.29M, Speeifleationfor Low-Alloy Steel Eleetrodes_fór Flux Cored Are Welding
(1 1) AWS AS.32/ A5.32M, Speeifieation_for fVelding Shielding Gases
(l2)AWS A5.36/A 5.36M Spee{fieation.for Carbon and Lo}v-Alloy Steel Flux Cored Eleetrodesfor Flux Cored Are
Welding and Metal Cored Eleetrodes for 1\fetal Are Welding
(l3)AWS Dl.l/Dl.lM, Struetural "fiVelding Code-Steel
American Iron and Steel Institute (AISI) Standards:
(1) AISI SlOO North Arnerican Specijication.fcu· the Design o/Cold-Forrned Steel Structural Mernbers
ASTM International Standards:
(1) ASTM A53/ A53M-12, Standard Speeifieation _for Pipe, Steel, Blaek and Hot-Dipped, Zine Coated, fVelded and
Sea,nless
(2) ASTM Al09/Al09M- 15, Standard Speeifieation.for Steel, Strip, C'arbon (0.25 Maxin1u1n Pereent), Cold-Rolled
(3) ASTM A50l /A501M- l4, Standard Speeifleationfor Hot-For,ned Welded and Seaniless Carbon Steel Struetural
Tubing
(4) ASTM A529/A529M-14, Standard Speci.fication for High-Strength Carbon-1\fanganese Steel o.f· Structuraf
Quality
(5) ASTM A572/ A572M- 15, Standard Speeiflealion for High-Strength Lo1v-A lloy Colunibiurn-Vanadiutn Structural
,Steel
(6) ASTM A606/606M- 15, Standard Speeifieation _for Steel, Sheet and Strip, fíigh-Strength, Lo}v-Alloy, 1-/ot-Rolled
_a nd Cold-Rolled, with Irnproved Atniospherie Corrosion Resistanee
Il
...
CLAUSE 2. NORMATIVE REFERENCES
AWS D1.3/D1.3M:2018
{7) ASTM A611-73(1979), Standard Spec(Ocation,fór Steel, Cold-Rolled Sheet, Carbon, Structural
(8) ASTM A653/ A653M-l 5e 1, Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron AllovCoated (Galvannealed) bv the 11ot-Dip Process
(9) ASTM A715-8 1e 1, Standard Specification for Steel Sheet and Strip. Hot-Rolled. Hir:h-Strength. Low-Alloy. with
J1nproved Forn1ability
{l O) ASTM A792/A 792M-l0{2015), Standard Spec~{icationfor Steel Sheet. 55% Alunlinurn-Zinc Alloy-Coated by the
Hot-Div
Process
•
{11) ASTM A 1003/Al 003M-15, Standard Spec(fication ,for Steel. Sheet and Strip. High-Strength. Lo111-Alloy. HotRolled and Cold-Rolled, with hnproved Atmospheric Corrosion Resistance
(12) ASTM A 1008/ A 1008M- l 5, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, HighStrength Low-Allov, 11igh-Strength Lo111-Allov with J,nproved Formabilitv, Solution 11ardened, and Bake 11ardenable
--
(13) ASTM A I O11/Al 011 M-15, Standard Svecification for Steel. Sheet and Striv.
. Hot-Rolled. Carbon, Structural.
High-Strenr:th Low-Alloy. High-Strength Low-Alloy with lrnproved Fonnability. and Ultra-High Strength
(14) ASTM A 1039/A 1039M- l 3, Standard Specwcationfor Steel. Sheet. Hot Rolled, Carbon. Com,nercial. Structural.
and High-Strength Low-Alloy. Produced by Twin-Ro/1 Casting Process
{I 5) ASTM AI 063/AI 063M-I Ia, Standard Spec ffication ,for Steel Sheet. Twin-Roll Cast. Zin-Coated (Galvanized) by
the Hot-Div
Process
•
..· ....
...... , ..····
, , ,.,,.,
12
AWS D1 .3/D1 .3M:2018
-3.
Terms and Definitions
AWS A3.0M/A3.0, Standard Welding Terrns and Definitions. provides the basis for terms and definitions used herein.
However, the following terms and definitions are included below to accommodate usage specific to this document.
A
are sca1n ,veld. A seam weld made by an are \Velding process (see Figure 4.5).
are s pot wcld. A spot ~,e)d made by an are welding process (see Figure 4.4).
automatic ,velding. Welding \vith equipment that performs the welding operation \vithout adjustment ofthe controls by
a ~,elding operator. The equipment may or may not load and unload the workpieces. See also mechanized "'elding.
B
burn back. This condition occurs where the sheet steel 1nelts back and does not becorne a part ofthe weld, leaving a void
between the weld metal and the sheet steel.
butt joint. A joint betvveen two members aligned approximately in the san1e plane (see Figure 4.1).
e
coating. A thin layer, equal to or less than 0.004 in [0.1 mm] ofmaterial applied by surfacing for the purpose of con·osion
prevention, resistance to high temperature scaling, ,vear resistance, lubrication or other purposes.
complete fusion. Fusion which has occurred over the entire base metal surface intended for welding and bet~1een ali
adjoining weld beads.
complete joint penetration. A penetration by \veld metal for the fu ll thickness of the base 1netal in a joint ,vith a groove
,veld.
Contractor. Any co1npany, or that individual representing a company, responsible for the fabrication, erection, manutàcturing, or welding. in conformance with the provisions of this code.
corner joint. Ajoint between two members located approxi1nately at right angles to each other.
D
double-square-groove ,veld. A type of groove weld.
E
edge joint. A joint between the edges of two or 1nore parallel or nearly parallel me1nbers.
effective leng th of weld. The length throughout which the correctly proportioned cross section of the ~reld exists. ln a
curved \veld, it shall be measured along the \veld axis.
effective throat. The 1ninimum distance rninus any convexity between the weld root and the face of a fillet weld.
13
AWS D1.3/D1.3M:2018
CLAUSE 3. TERMS ANO DEFINITIONS
Eni:inccr. The duly designated individual ,vho acts for, and in behalf of, the Owner on ali matters ,vithin the scope of
the code.
G
groove ,veld size. For sheet steel ,velding, this is assun1ed to be the thickness of the sheet steel.
I
Inspector.
(1) Contractor's Inspcctor. The duly designated person who acts for, and in behalf of, the Contractor on ali inspection
and quality matters within the scope of the code and ofthe contract documents.
(2) Verification Inspector. T he duly designated person \vho acts for, and in behalf of, the Owner or Engineer on ali
inspection and guality matters specified by the Engineer.
(3) Inspector(s) (unmodified). \.Vhen the term "Inspector" is used without further gualification as the specific
Inspector category described above, it applies equally to the Contractor's Inspector and the Verification Inspector.
J
joint wclding procedurc. The materiais, detailed methods, and practices employed in the ,velding of a particular joint.
M
manual ,velding. A welding operation performed and controlled completely by hand. See also automatic welding.
mechanized ,velding. Welding with equipment that requires manual adj ustrnent ofthe eq uip1nent controls in response to
visual observation of the welding, with the torch, gun, or electrode holder held by a 1nechanized <levice.
melting rate. The length of electrode 1nelted in one minute.
N
nugget size (are welding). The diameter or width ofthe nugget measured in the plane ofthe interface between the pieces
joined.
o
overhead position. The position in which welding is performed from the underside of the joint (see Figure C-7 .1 ).
O,vner. The individual or con1pany that exercises legal O\vnership of the product or stn1ctural assembly produced under
this code.
p
partial .ioint penetration. Joint penetration that is intentionally less than complete.
positioned ,veld. A weld 1nade in a joint that has been placed as to facilitate making the weld.
procedure qualification. The den1onstration that welds made by a specific proced ure can meet prescribed standards.
R
rcinforcement of,veld. See weld reinforcement.
root of wcld. See ,veld root.
14
.:
.
AWS D1 .3/D1.3M:2018
CLAUSE 3. TERMS AND DEFINITIONS
s
Code Terms "Shall," "Should," and "May." "Shall," "should," and " may" have the follo\ving significance :
(1) Shall. Code provisions that use "shall" are mandatory unless specifically 1nodified in contract documents by the
Engineer.
(2) Should. The word "should" is used to recommend practices that are considered beneficial, but are not mandatory.
(3) May. T he word "111ay" in a provision allows the use of optional procedures or practices that can be used as an
alternative or supplement to code requirements. Those optional procedures that require the Engineer's approval shall
either be specified in the contract documents, or require the Engineer's approval. The Contractor may use any option
\vithout the Engineer's approval when the code does not specify that the Engineer's approval shall be required.
single-flare-bevel-groove weld. A weld in a groove formed by a me1nber with a curved surface in contact \vith a planar
me1nber (see Figure 1_.3A).
single-flare-V-groove ,veld. A weld in a groove formed by two members v.1 ith curved surfaces (see Figure 4.1 O).
square-groove weld. A type of groove \.veld (see Figure 4.1).
stud are \\ elding (SVV). An are welding process that uses an are between a metal stud, or similar part, and the other
\VOrkpiece. When the surfaces to be joined are properly heated, they are brought together under pressure. Partia ]
shielding may be obtained by the use of a ceramic ferrule surroundi ng the stud. Shielding gas or flux may or may not
be used.
1
T
T-joint. A joint bet\veen two me1nbers located approxünately at right angles to each other in the form of a T (see
Figure 4.8).
throat of a fillet weld. See effective throat. (See actual throat and theoretical throat in A WS A3 .O)
throat of a fillet "'eld. For sheet steel welding, this is assumed to be the thickness of the sheet steel.
w
"'eld. As applied here to sheet metal welding, a localized coalescence of 1netal produced by heating to suitable temperatures \vith or without the use of filler metal. T he filler metal has a melting point approxünately the sarne as the base
metais.
weld \\'asher. A washer used for containing are spot welds on sheet metal thinner than 0.028 in [0.7 m1n].
1
\\
elding operator. One \vho operates machine or automatic \.velding equipment.
1
\\
eld reinforcement. Weld metal in excess of the quantity required to fill a joint. See also face reinforcement and root
reinforcement in AWS A3.0.
\\'eld root. The poin ts, as shown in cross section, at \vhich the back of the weld intersects the base metal surfaces.
"'eld toe. The junction of the weld face and the base metal.
15
....
..
AWS D1 .3/D1 .3M:2018
~
Design of Welded Connections
PartA
Allowable Load Capacities
NOTE: For ,-velds not designed to resist externai loads, the Engineer ,nay disregard the requirements of this subclause.
Components to be Used in Design Formulae
p
Allowable load eapaeity (kips)
F
li
Specified minimu1n ui ti mate tensile strength of sheet steel (ksi)
Specified 1ninimu1n yield strength of sheet steel (ksi)
FXX
Specified 1ninimu1n tensile strength of AWS electrode classification (ksi)
Fw -
Allowable weld shear stress 0.3 FXX (ksi)
t
Thickness of sheet steel thinner member exclusive of coatings (single sheet or combined multipie thicknesses of
sheet steels) (in) [mm]
tw
Weld throat or size (see Figures 4.2, 4.3B, 4.3C, Clause 3 for the definition of actual throat of a fillet weld, and
AWS A3.0 for definitions of groove \veld size, aetual, and theoretieal throat) (in) [m1n].
L
Length of weld- for fillet, flare-groove, or are sea1n welds (in) [1nm]
NOTE: For are seatn welds the L dirnension does not include the circular ends (see Figure 4. 5)
h
L ip height- for flare-groove ,velds (see Figures 4.3B and 4.3C) (in) [1nm]
d
Visible diameter of the ,veld face of are spot "velds or are plug ,velds (see Figures 4.4 and 4.6) or the visible
w idth of are seam \velds (see Figure 4.5) (in) [1nm]
da
Resultant average diameter of an are spot weld or are plug \Veld (see Figw·es 4.4 and 4.6) or an average ~ridth of
an are seam \veld (see Figure 4.5) (in) [mm]
de
Effective diameter of an are spot \veld or are plug \veld or an effective width of an are seam \veld at the faying
surface (see Figures ±.4, ±.5, and ±.6) (in) [m1n]
NOTE: If it can be sho,vn by sectioning and rneasuring that a FVPS ,vil/ consistently give a larger effective diameter (d0)
at thefay ing suiface, this value ,nay be used providing this particular WPS is used
i.1 Base Metal Stresses
The allowable base metal stresses shall be those specified in the latest edition ofthe Specification_for the Design o/ColdFor,ned Steel Structural Men1bers of the American Iron and Steel Institute or as otherwise specified in the applicable
contract specifications.
4.2 Alternate AllOl\'able Load Capacities in \\1eld Joints
Load capacities shall be determined by the applicable section of AISI SIOO Spec!ficationfor the Design o_[Cold-Forrned
Steel Structural Afernbers, oras described in clauses 4.2.2 to 4.2.6.
16
PARTA
AWS D1 .3/D1.3M:2018
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
4.2.J Square-Groove \Velds in Butt Joints. T he allov,rable unit load capacities for matching electrode and base metal
combinations (see Table 1.2) for a groove ~,e(d in a butt joint, welded from one side or both sides, shall be that of the
lower strength base metal in the joint, provided that the weld s ize is equal to the thickness of the base metal (see
Figure 1. I ).
i.2.2 Fillet Welds. T he allowable load capacity, .f, of a fillet weld in lap and T-joints, made in any welding position
[see Figure 4.2(a} and Figure 4.2(b}] for matching base metal/filler 1netal combinations (see Table 1.2), shall be as
follows :
4.2.2.1 \Vhen t'" is equal to or grealer than the lhickness of lhe sheel sleel t. for filiei welds transverse to direction
of loading:
P
= 0.4(t)L(F,,)
(1)
When t'" is egual to or greater than the thickness of the sheet steel t, for fillet \Velds longitudinal to direction of loading,
the allowable load capacity is:
P
= 0.4( 1 -O.OI~) t(L)F,, for~< 25
(2)
P
= 0.3(t)L(F,,),.for ~;.,; 25
(3)
4.2.2.2 When t'" is less than the thickness of the sheet steel t:
P
= 0.3(t,)L(F,.)
(4)
where
t IV = Theoretical throat
= 0.707 w 1 or 0.707~v2, whichever is smaller.
w 1, ,v2 = leg ofweld and H', < t 1 in lap joints [see Figure 4.2(a) and Figure 4.2(b)].
4.2.3 Flare-Groove Welds. For matching base metal/filler metal combinations (see Table 1.2), the allo,vable load
capacity, P, offlare-groove welds made in any welding position is considered to be governed by the thickness ofthe sheet
steel adjacent to the ,velds, provided that a weld size at least equal to the thickness of the sheet steel as was obtained ,vith
the WPS qualification. This capacity shall be detennined by one ofthe applicable equations that follo\v:
(l) Loads applied transversely to weld axis
(a) Flare-bevel-groove welds (see Figure 4.3A)
The capacity of the \velded joint is given by:
t(L ).F,,
P =
3
(5)
(b) Flare-V-groove welds. Loads applied transversely to the ~,eJd axis have not been considered.
(2) Loads applied longitudinally ,vith weld axis (see Figure 1 .38 and Figure 1 .3C)
Ifthe ~,etd size (t,) is equal to or greater than (t) but less than (2t), or ifthe lip height (h) is less than ~,etd length (L), then
P
=
0.3 (t)L(F,,)
single shear
see Figure 1.38
(6)
If (t,) is equal to or greater than (2t) and the lip height (h) is equal to or greater than (L), then
P
.. . ..,
= 0.6(t)LF,,
,
. . . . , . ..... .. . .. ...
double shear
see Figure 1.3C
(7)
17
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
PARTA
AWS D1.3/D1.3M:2018
4.2.4 Are Spot Welds. Are spot welds (see Figure 4.4) shall be speeified as the minimum effeetive diameter at the
faying surfaee (d.). The minimum allowable effeetive diameter is 3/8 in [1 Omm]. Allo~rable loads on eaeh are spot weld
between sheet or sheets and supporting struetural member shall not exeeed:
(l) For nominal shear loading
P = 0.88(t)d0 F11 ,.for
d0
t
140
'F
:S
(8)
,,1r,,
p
= 0.112[1 +
P
= 0.56(t)d,,F11 ,Jor
960t ]t(d )F ,for 140 <da < 240
m
au
fp
t
'F
d0 ✓1·,,
,Jr 11
'V"u
. (dª1
>
(9)
240)
JF.,
(10)
Ho\vever, the capaeity shall not exeeed
p
= (def
Fxx
(11)
4
(2) For nominal tension (uplift) loading
For F 11 < 55 ksi
and for F li 2: 55 ksi
(12)
4.2.5 Are Seam Welds. The allo"vable load eapaeity, P, of an are seam "veld used in a lap joint bet\veen the sheet and
supporting struetural member made in the flat position or bet\veen sheet and sheet made in the horizontal or flat position
\vith matehing filler n1etals (see Table 1.2, Figure 4.5, and Figure 4. 12) sball not exeeed either:
2
p
P
=
_e)F
d
Ld
(~
+
4
3
(13)
XX
= (t)F,,(0.25L + 0.96d
0
(14)
)
For allo~,able eapaeity ealeulation purposes
L<3d
a
4.2.6 Are Plug Welds. Are plug welds (see Figure 4.6) shall be speeified as the minimum effeetive diameter at the
faying surtàee (de) . The minimum allo\vable effeetive diameter is 3/8 in [l O mm]. Allowable loads on eaeh are plug weld
between sheet or sheets and supporting struetural member shall not exeeed:
(1) For nominal shear loadi ng
d,,
(
)
P = 0.88 t d,,F11 , for t
140
<
./F.,
(15)
Fu
(16)
P
da
= 0.56 (t ) d,,F11 , for -
240
>
t
m
(17)
,,1F,,
However, the eapaeity shall not exeeed
..
, ,,.
···· · ·· ·•• .,.,,., ...
18
PARTSA & B
AWS D1 .3/D1.3M:2018
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
p = (d.f Fxx
(18)
4
(2) For no1ninal tension (uplift) loading
For F,, < 55 ksi
P0
= (2.64 -
0.043 in2/kip
X
F11)td0 F11
but P0 < 0.58(t)d0 F,,
and for F11 > 55 ksi
P0
= 0 .28 td
0
F 11
(19)
PartB
Details oj· Welded Connections
i,3.1 General. Welded joints may be made using square-groove welds in butt joints, are spot or are sean1 ,velds in lap
joints, or fi llet welds in lap or T-joints, and single-tlare-bevel or single-flare-V groove \Velds in butt, lap, or T-joints ,vhen
they are w ith in the applieable limitations of 4.3.2 through 4.3.5.
f:.3.2 Desii:n Reguirements for HSS Connections. Design requirements for HSS eonneetions are not part of
this eode.
i,3.J. Square-Groove Welds. Square-groove welds shall be used in butt joints per Table 1.3 (see F igure 1.1 and
Figure 4.14).
4.3.4 Fillet Welds. Fillet welds are illustrated for lap joints in Figure 4.7 and for T-joints in Figure 4.8.
i,3.i.1 Minimum Length. Minimum length shall be 3/4 in [19 mm].
4.3.5 Flarc-Groove Welds
4.3..S,.l Single-Flare-Bevel-Groove Welds. Single-flare-bevel-groove weld positions shall be per Table 1.3. The
minimum length shall be 3/4 in [ 19 1mn]. A single-flare-groove weld is illustrated in Figure 4.9.
i .3 ..S,.2 Single-Flare-V-Groove \\1elds. Single-flare-V-groove weld positions shall be per Table 1.3. The m inimum
length shall be 3/ 4 in (19 m1n]. A single-flare-V-groove weld is illustrated in Figure 4.10.
4.3.6 Are Spot Welds
4.3.6.1 Single or Double Thicknesses. The positions of are spot \velds made through one or double thieknesses of
sheet steel onto a supporting 01e1nber sball be per Table 1.3 . T he are spot \Velds are restrieted to only the tlat position (see
F igure 4.4). The WPS weld metal diameter (d,) at the fusion surfaee shall be at least 3/8 in [.l.Q mm].
i,3 ..§..2 Minimum Edgc Distance. The m inimum distanee (e) from the eenter of ao are spot \Veld to any edge of
the sheet steel shall not be less than
e,,,,.,,
-
p
F,,
F , for F
0 .5 .,t
y
p
F
:2:
1.15
(20)
or
e,,,,.,,
(21)
- O45F 'for F" < l.15
.
,,t
y
but not less than 1.5d (see F igure 4.11 A).
4.3..§..3 Wcld Washers. Weld washers are to be used in eontaining the are spot welds in sheet steel thinner than
0.028 in (0.7 m1n] to prevent burnbaek (see Figures 1 . 11B and 1 .1 1C). Weld washers shall be made of one of the sheet
steels listed in 1.1 .1 and shall have a thickness between 0.05 in and 0.08 in [ 1.3 mm and 2.1 mm], with a minimum
prepunched hole diameter of 3/8 in [.l.Q mm] .
..· . ,.,
· · · · · .... ·19· .....
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
PARTB
AWS D1.3/D1.3M:2018
4.3.1 Are Seam \Velds
4.3.1.1 Positions. Are seam welds bet\veen sheet steels or between s heet steel and supporting members shall be per
Table 1.3 .
i .3.1.2 Minimum Width. The 1ninimu1n width of weld 1netal at the faying surface of are seam welds shall be
3/8 in [1º. mm).
4.3.7.3 Minimum Edge Distance. The distance from the end ofthe are sean1 v.1eld to the edge ofthe sheet steel
shall be measured from the center of the circular portion of the weld (see Figure 4.13A). The minimum distance from the
longitudinal axis of an are seam \Veld or fron1 the end of an are seam \Veld to the edge of the sheet steel shall not be less
tban that obtained when using the equation in 4.3 .6.2, but not less than l .Sd (see Figures 4.5 and 4.13A).
4.3 ..B_ Are Plug Welds
4.3..8_.l Position and WPS Dian1eter. The position of are plug welds shall be per Table 1.3 (see Figure 4.6). The
WPS weld metal diameter (de) at the fusion surface shall be at least 3/8 in [10 1nm).
i.3 ..B..2 Minimum Role Diameter. For sheet steel thicknesses equal to or less than 20 gage [0.912 mm], the hole
shall be 1/4 in [6 1nm] 1ninimu1n diameter; for thicknesses greater than 20 gage the hole shall be 5/ 16 in [8 m1n] dia,neter.
For multiple thieknesses using are plug welds, the holes may have to be enlarged to attain the weld metal minin1um
dia1neter (d,) of3/8 in [.l.Q mm] at the fusion surfaee.
f.3.~.3 Minimum Edge Distance. The minimum distanee (e) from the eenter of an are plug weld to any edge of
the sheet steel shall not be less than
p
F,,
, for F s 1.15
emin
- OSF
emi11
p
F,,
- O45F , for F < 1.15
.
,,t
y
. . li [
.
(22)
y
or
(23)
but not less than 1.5d (see Figure 4.13B).
.:
.
.·..
20
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
AWS D1 .3/D1.3M:2018
___ T __ _
tt
~~~~--:. :.; -~~~ _l__
◄
MAX . ROOT OPENING
AS QUA LIFIED
Note: The groove weld size equals the thickness t.
Figure i.1-Square-Groove Welds in Butt Joints (see i.2.1 and i.3.1)
t, .
;
....
(A) LAP JOINT
..
.
(B) T JOINT
Notes:
1. w 1 , w2 = fillet weld size
2. 11 , 12 = material thickness
3. t,,, = theoretical throat
Figure i .2- Fillet Welds (see i .2.2)
~t
Figure i.3A- Single-Flare-Bevel-Groove Weld [see i.2.3(1))
21
AWS D1.3/D1.3M:2018
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
MINIMUM WE LD
THROAT fw ~ t
h
FLARE-BEVEL-GROOVE
FLARE-V-GROOVE
SINGLE SHEAR
Figure i.3B-Single-Shear in Flare-Groove Welds [see i.2.3(2))
MINIMUM WELD
THROAT f w ~ t
FLARE-V-GROOVE
FLARE-BEVEL-GROOVE
Figure i.3C-Double-Shear in Flare-Groove Welds [see i.2.3(2))
22 · · · .. . . ·· .. .....
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
AWS D1 .3/D1.3M:2018
t==d==1
.----~------------------'--
e=
t,
~1
d
L :;::::..c::=::::::t;.===========
da=d - t
d8 = 0.7d- 1.5t
t
t
:T
da=d- 21
d8 = 0.7d- 1.5t
(A) SINGLE THICKNESS OF SHEET
(B) DOUBLE THICKNESS OF SHEET
Figure í.4
Are Spot Welds (see í.2.4)
>
◄
1
'
.,
,
T
t
1
'
L
f
1
\
j_
1
)
-..J
d ~ WIDTH
;
....
.
(A) ARC SEAM WELD
(SHEET TO SUPPORTING MEMBER
FLAT POSITION)
(B) CROSS SECTION S OF ARC SEAM WELDS
Figure í .5-Arc Seam Welds (see í .2.5)
23
AWS D1.3/D1.3M:2018
CLAUSE 4 . DESIGN OF WELDED CONNECTIONS
t==d==1
....----+,--------,---~-----'t
t
l
da=d- t
d8 = 0.7 d -1.5 t
da=d-2 t
d8 = 0.7d- 1.5t
(A) SINGLE THICKNESS OF SHEET
(B) DOUBLE THICKNESS OF SHEET
Figure f.6-Arc Plug Welds (see f.2.6)
W2
11
W1
t
t
W1
W2
t,12
t
(A) SHEET TO STRUCTURAL MEMBER
(B) SHEET TO SHEET
Note:
t 1 = thinnest member in Figure
w 1' w 2 = t 1
Figure f. 7-Fillet Welds in Lap Joints (see f.3.i)
..
..
...
..
.
1
w,
W1-....i
(A) SHEET TO STRUCTURAL MEMBER
(B) SHEET TO SHEET
Note:
t, = thinnest member in Figure
W 1, w = t 1
2
Figure f.8- Fillet Welds in T-Joints (see f.3.i)
24
·,
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
AWS D1 .3/D1.3M:2018
,-,
1
1
1
1
1
1
1
1
Figure i-9- Single-Flare-Bevel-Groove Weld (see i.3.~.l)
BACKING BAR- ----P~
MAY BE NEEDED
TO PREVENT
MELT-THROUGH
Figure i.10-Single-Flare-V-Groove Weld (see i .3.~.2)
Figure i .llA- Edge Distances for Are Spot Welds (see i .3.Q.2)
WASHER
-,- - - - - -,1
1
,...,....,..,,-rr,..,..,.,.,.,...,~---------J-'rl-.,.,..,.,r-r-r,..,..,..,,
Figure i.11B-Arc Spot Weld Using Washer (see i.3.Q.3)
25
AWS D1.3/D1.3M:2018
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
WASHER
Figurei.llC- Typical Weld Washer (see i.3.~.3)
THIS IS A DIFFICULT
WELD TO MAKE.
MAY BE CRIMPED
TO PREVENT WELD
MELT-THROUGH.
TOP EDGE MAY BE MELTED
THROUGH, DECREASING
MELT-THROUGH DIFFICULTY.
,--,/
'.---.'
(A)
(B)
(C)
Figure i .12-Arc Seam Welds Along Standing Rib (see i .2.5)
Figure i.13A- Edge Distances for Are Seam Welds (see i.3.1.3)
26
CLAUSE 4. DESIGN OF WELDED CONNECTIONS
AWS D1 .3/D1.3M:2018
Figure i.13B- Edge Distances for Are Plug Welds (see i.3.ft.3)
--------------------- ----------------
o
11
R
Figure 4.14 HSS Square Groove Weld in Butt Joint (see 4.3.3)
27
AWS D1 .3/D1 .3M:2018
5. Prequalification of WPSs
.5_.l Scope
Prequalification of WPSs (Welding Procedure Specifications) shall be defined as exemption fro1n the WPS qualification
testing required in Clause Q. Ali prequalified WPSs shall be written. ln order for a WPS to be prequalified, conformance
with ali of the applicable require1nents of Clause i shall be required. The provisions of Clause i apply only to welded
connections between sheet steel and sheet steel or sheet steel to a supporting structural member with a base metal
thick:ness equal to or less than 3/ l 6 in [5 m111].
.5_.1_ General
5.2.J Rcquircmcnts. A \Vritten WPS that includes a recorded value for each ofthe variable requirements as shown in
Table 5.1 , is designated as prequalified. This written WPS 1nay follow any convenient format (see Annex A for example).
Any change to any ofthe recorded values on this WPS requires either a new ora revised WPS be written.
5.J Joint Details
For any departure from thejoint details prescribed by Figures 5. lA through 5.30, the contractor shall sub1nit the proposed
WPSs to the Engineer for approval, and demonstrate their adequacy in conformance with Clause 6 and confonnance with
the applicable provisions of Clause 7.
~-1-1 Square Groove Welds in Butt Joints. Complete joint penetration groove welds (CJP) made by the SMAW,
GMAW, GTAW, or FCA\.V processes in butt or corner joints, ,vhich may be used \Vithout WPS qualification tests, are
detailed in Figures 5. 1A and 5. 1B.
~-1-2 Fillet Welds. Fillet welds made by the SMAW, GMAW, GTAW, or FCAW processes, which may be used
without WPS qualification tests, are detailed in Figures ,2..2A, ,2..2B, and ,2..2C.
~.3.3 Flare-Groove Welds in Butt or Corner Joints. Flare-groove ,velds made by the SMAW, GMAW, GTAW, or
FCAW processes, which 111ay be used without WPS qualification tests, are detailed in Figures 5.3A, 5.3B, and 5.3C.
5.3.4 Flare-Bevel Groove Welds in Lap Joints. Flare-bevel groove ,velds made by the SMAW, GMAW, GTAW, or
FCAW processes in lap joints, ,vhicb may be used \vitbout WPS qualification tests, are detailed in Figure 5.30.
28
CLAUSE 5. PREQUALIFICATION OF WPSs
AWS D1 .3/D1 .3M:2018
Table 5.1
Prequalified WPS Requirements
Prequalified Figures
Variables
Thickness (t)
Thickness (t and t )
Root Opening (R)
Bend Radii (C)
Weld Face Width (W)
Throats
5. IA
5.1 B
5.2A
X
X
X
X
(t)
t
E
X
X
5.28
5.2C
5.3A
5.38
5.3C
5.3D
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
ET
X
Welding Processes (see 1.5.1)
We lding Parameters
Type of Current
Polarity
Electrode Classifícation
Base Metal (see Table 1.2)
Matcbing Filler Metal (see Table 1.2)
\.Velding Position (see Table l .3)
Direction ofWelding (uphill/do\vnhill) in vertical position
Filler Metal Diameter
An1perage
\Vire Feed Speed
Voltage
Travei Speed
Shielding Gas- Co1nposition
Shielding Gas-Flow Rate
SMAW
GMAW
FCAW-G
FCAW-S
GTAW
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
.:
X
X
X
X
·.
X
X
X
X
X
X
X
X
X
X
29
X
X
X
X
X
!
.
!
CLAUSE 5. PREQUALIFICATION OF WPSs
AWS D1.3/D1.3M:2018
BACKING OF THICKNESS SUFFICIENT
TO PREVENT MELT-THROUGH
(t)
,
'
t
t
1
Welding Process
t = Thickness
R
AII
18 Ga. MIN., 16 Ga. MAX.
15 Ga. MIN., 7 Ga. MAX.
= Root Opening
O MIN., 3/41 MAX.
3/ 41 MIN., 1- 1/41 MAX.
Positions
AII
Note: See Annex D for metric equivalents of U.S. Customary Units.
Figure S,.lA- Square Groove Weld in Butt Joint with Steel Backing (see 5.3.1)
(t)
.-r
Welding Process
t = Thickness
AII
18 Ga. MIN., 12 Ga. MAX.
11 Ga. MIN., 7 Ga. MAX.
R
= Root Opening
O MIN., t/2 MAX.
t/2 MIN., t MAX.
Positions
AII
Note: See Annex D for metric equivalents of U.S. Customary Units
Figure S,.1B-Square Groove Weld in Butt or Corner Joint ,vithout Backing (see S,.J.1)
t
_J_ _ _ _ _:,,.,.
1t
-
-r
Welding Process
t = Thickness
R = Root Opening
Positions
AII
18 Ga. MIN., 11 Ga. Max
O MIN., t/4 MAX.
AII
Note: See Annex D for metric equivalents of U.S. Customary Units
Figure S,.2A- Fillet Weld in Corner Joint (see S,.J.2)
.. . , . ., .··· .. , .. , .
30
CLAUSE 5. PREQUALIFICATION OF WPSs
AWS D1 .3/D1 .3M:2018
NOTE a
•t
Welding Process
t = Thickness
R = Root Opening
Positions
AII
11 , 12 = 18 Ga. MIN., 7 Ga. MAX.
and 12 = t /2 MIN., 21 1 MAX.
O MIN., t/2 MAX.
(See note a)
AII
= 11 or t2, whichever is less.
Note: See Annex D for metric equivalents oi U.S. Customary Units.
Figure .s_.2B-Fillet Weld in Lap Joint (see 5.3.2)
~
t '' ' '
t
NOTE a
11
_L_~_
R"'i"]-E,l,,c;'
d '- _ _ , _
f
Welding Process
t = Thickness
R
AII
11, 12 = 18 Ga. MIN., 7 Ga. MAX.
and t2 = t /2 MIN., 211 MAX.
= Root Opening
O MIN., t/2 MAX.
(Note a)
• t = t 1 or 12 , whichever is less.
Note: See Annex D for metric equivalents oi U.S. Customary Units.
Figure .s_.2C- Fillet Weld in T-Joint (see .s_.J_.2)
..· ,
... . , . , , .. , .. ....... ...
31
Positions
AII
CLAUSE 5. PREQUALIFICATION OF WPSs
AWS D1.3/D1.3M:2018
S(E)
t
_l_~ - - ~
-,-f,
, ---L.E --,.-____i__
Í
))-R
,,r
Welding Process
t = Thickness
AII
11 , 12 = 18 Ga. MIN., 7 Ga. MAX.
and 12 = 1/2 MIN., 211 MAX.
t ,,
R
= Root Opening
Positions
O MIN., V2 MAX.
(See footnote a)
AII
• t = 11 or 12 , whichever is less.
Notes:
1. E (weld si ze) = 0.512 for ~ 13 gage
0.612 for 11 and 12 gages
0.712 for 7 through 10 gages
2. S (externai bend radius) = 2t1 min.
3. As lhe radius increases, lhe "S" dimension also increases. The corner may not be a quadrant of a circle tangent to the sides. The corner
dimension, "S," may be less than l he radius of l he corner.
4. See Annex D for metric equivalents of U.S. Customary Units.
Figure .S,.3A-Flare-Bevel-Groove Weld in Butt Joint (see .S,.J..3)
'1/
w
S{ET)
l,í4-w
t
1 ,.
....
t
..
Welding Process
t = Thickness
R
AII
11 , 12 = 18 Ga. MIN., 7 Ga. MAX.
and 12 = 1/ 2 MIN., 211 MAX.
= Root Opening
Positions
O MIN., V2 MAX.
(See footnote a)
AII
• t = 11 or 12 , whichever is less.
Notes:
1. W (weld face width) = 211 for ~ 16 gage
1.511 for 11 through 15 gages
11 for 7 through 1Ogages
2. ET (effeclive lhroal) = 1.511 for~ 11 gage
11 for 7 through 1O gages
3. S (externai bend radius) = 211 min.
4. As lhe radius increases, lhe "S" dimension also increases. The corner may nol be a quadrant of a circle tangenl to the sidas. The corner
dimension, "S," may be less than l he radius of l he corner.
5. See Annex D for metric equivalents of U.S. Customary Units.
Figure .S,.3B- Flare-Bevel-Groove Weld in Corner Joint (see .S,.J..3)
32
CLAUSE 5. PREQUALIFICATION OF WPSs
AWS D1 .3/D1 .3M:2018
w
S(t)
t
•t
Welding Process
t = Thickness
R
AII
18 Ga. MIN., 11 Ga. MAX.
= Root Opening
Positions
O MIN., V2 MAX.
AII
= t1 or t2, whichever is less.
Notes:
1. W (weld face width) = 21 min.
2. S (externai bend radius) = 21 min.
3. As the radius increases, the "S" dimension also increases. The corner may not be a quadrant oi a circle tangent to the sides. The corner
dimension, "S;' may be less than the radius of the corner.
4. See Annex D for metric equivalents of U.S. Customary Units.
Figure .S,.3C-Flare-V-Groove Weld in Butt Joint (see .S,.J,.3)
NOTE a
(1)
_L
'
T
t
11
•t
t
t
r-
R
12
Welding Process
t = Thickness
R = Root Opening
Positions
AII
t,, t2 = 18 Ga. MIN., 7 Ga. MAX.
and t2 = t /2 MIN., 2t1 MAX.
O MIN., V2 MAX.
(See Note a)
AII
= t1 or t2, whichever is less.
Note: See Annex D for metric equivalents oi U.S. Customary Units.
Figure .S,.3D- Flare-Bevel-Groove Weld in Lap Joint (see 5.3.4)
33
....
AWS D1 .3/D1 .3M:2018
6. Qualification
6.1 Scope
The reguirements for qualification testing of Welding Procedure Specifications (WPSs) and welding personnel are
described as follows:
Part A - General Requirements. This part covers general requirements of both \.VPSs and ~,eJding personnel perfonn-
ance requirements.
Part B - Weldini: Procedure Specification (\VPS). This pari covers the qualification ofWPSs by testing.
Part C- Performance Oualification. This part covers the performance qualification tests required by the code to determine a welder's or \velding operator's ability to produce sound \velds.
PartA
General Requirements
~-1 Preparation of a WPS and PQR
A Welding Procedure Specification (WPS) shall be written for each type of weld as shown in Table 6.1 , except as
pennitted in Clause 5, and shall be qualified in conformance with the provisions of Clause 6 by the 111anufacturer or
contractor. A Procedure Qualification Record (PQR) that records tbe actual values used to qualify a WPS sball be ,vritten.
Suggested, nonmandatory forms for WPSs and PQRs are given in Annex B. Note: Melting rate data o/SMAW electrodes
(see Com1nenta1y C-6. 7.5.1) may be used as a tneasure o/ 1-velding current.for the WPS and PQR.
~-l Engineer's Approval
Properly documented evidence of previous WPS qualification may be accepted \vith the Engineer's approval. The
Engineer may accept properly docun1ented evidence of previous qualification of the WPSs that are to be employed. The
acceptability of qualification to other standards is the Engineer's responsibility, to be exercised based upon the specific
stn1cture, or service conditions, or both. AWS B2. !.XX.X-XX Series on Standard Welding Procedure Specifications 1nay,
in this ma1111er, be accepted for use in this code.
~-i Responsibility
Each manufacturer or contractor shall be responsible for inspection and testing of WPS qualification test assemblies in
conformance with the provisions of Clause §..
~-~
WPS Requirements
WPSs shall be qualified for each change in essential variables as listed in 6.6.
34
AWS D1 .3/D1.3M:2018
PARTB
CLAUSE 6. QUALIFICATION
PartB
Welding Procedure Specification (WPS)
.2,•.2_ Essential Variable Limitations
Any ofthe essential variable changes listed in Table .§.2 shall require WPS requalification.
~.1 Number of Tests, Testing Methods, and Acceptance Standards for WPS Qualification
n.1.1 Square-Groove \Velds in Butt Joints
6.1.l.1 Qualification Tes ting. Square-groove ,velds in buttjoiots that do not conform with Clause 5.3.1, shall be
qualified in conformance w ith Table 6.1, Details 6. 1A, 6.1B, and 6.1 C.
~-1-1.2 TestAssemblies and Exa1nination. T he test assembly shall conform to the following:
( l) Sheet steel shall be welded together as shown in Figure .§.1. It may be welded from one side or ,velded from both
sides.
(2) The
V11eld
shall be unifom1 in appearance and shall be free of:
(a) cracks
(b) reinforce1nent not in confo1maoce with 8.1.1 .3
(e) undercut not in conformance ,vith 8.1. 1.4
(3) The welded test sheets shall be ha1nmered and bent through 180° (see Figure 6.1 ), the bend axis being coincident
with the weld axis. For joints welded from one side only, the root of the ,veld shall be on the face of the bend.
(4) A weld shall be acceptable ifthe follo,ving criteria are satisfied:
(a) No cracks are visually detected after bending, or
(b) Weld metal cracks are visually detected and:
(i) The fractured face shows no visually detectable discontinuities (e.g., slag, porosity), and
(ii) The weld size is equal to or greater than the sheet steel thickness
t-lOTE: Base ,neta! cracks shall be ignored.
6.1.1.3 Qualification Ranges. A change in any one of the essential variables that exceed the limitations of .§..§
requires requalification.
6.7.2 HSS Welds
6. 7 .2.1 Oualification Tes tin2. WPSs for welding HSS shall be qualified by performing and testing a square-groove
,veld in a butt ioint on HSS.
<
6.7.2.2
HSS Butt Weld Test Assemhlies and Examination
(1) Sheet Steel HSS shall be welded together as shown in Figure 6.7. lf the \.VPS requires the face of the weld to be
ground flush the test sample shall be ground flush.
(2) Inspection:
(a) The welds shall be visually inspected and shall meet the reguirements of Clause 8, Part A
(b) After cooling, weld assen1blies shall be sectioned per Figure 6.7 into four coupons. Two root bend and t\vo
face bend coupons shall be ha1nmered or rolled flat. See Figure 6.8. T he coupons shall then be bent 180 degrees with the
axis of the ,veld centered in the bend. Welded assemblies meeting either of the following conditions shall be deemed
acceptable:
(i) Failure occurs in the base meta l, and no failure occurs in the weld metal, or
35
..
..
.
.
..'
CLAUSE 6. QUALIFICATION
PARTB
AWS D1.3/D1.3M:2018
(ii) Failure occurs in the weld metal and
a.
the fractured face sho~rs no visually detectable - discontinuities (e.g., slag, porosity, lack of fusion)
and
b.
having a \veld throat (t~ not less than the sheet thickness.
6.7.2.3 Oualification Ran2es. A change in any ofthe essential variables that exceed the lünitations of 6.5 requires
requalification.
6.7.3 Fillet Welds
Q-1-1-1 Qualification Testing. For a fillet \veld WPS not conforming to Clause 2, qualification testing shall be
required in conformance ,vith Table 6.2, Item (1 O)(b) or Table 6.2, Item (1 O)(c).
&:.1.1.2 Test Assemblies and Exa1nination. T,vo test assemblies shall be prepared, ,velded, visually inspected, and
tested using either sheet to sheet or sheet to suppo1ting structural member described in (1) or (2) as follows :
( !) Sheet to Sheet. Each test assembly shall conform to Figure .Q.2A.
(2) Sheet to Supporting Structural Member. Bach test asse1nbly shall conform to Figure .Q.2A.
(3) Examination. A weld shall be acceptable ifthe follo~,ing criteria are satisfied:
(a) No \.veld metal cracks shall be visually detected after bending, or
(b) Weld metal cracks are visually detected after bending and
(i) The fractured face shows no visually detectable discontinuities (e.g., slag, porosity), and
(ii) The weld size tw is equal to or greater than the sheet steel thickness
..
1
NOTE: Base ntetal cracks shall be ignored.
..
(e) After visual mspection of acceptable welds, the two pieces shall be con1pletely separated by either bending
the sheets or by han1mering a wedge (see Figure 6.2A) until either the weld or sheet 1netal fails.
(d) The fractured surface shall sho"v complete fusion at the root of the joint.
Q-1-1-3 Qualification Ranges. The validity of qualification shall be as follows (see Figure 6.2B):
( 1) T-joints shall qualify for lap and T-joints.
(2) Sheet steel to supporting structural me1nber qualifies for sheet steel to supporting stn,ctural member for a given
position of ,velding and thickness of sheet steel.
(3) Sheet steel to sheet steel qualifies for sheet steel to sheet steel, and also sheet steel to supporting structural member
for a given position of welding and thickness of sheet steel. If there are two thicknesses of sheet steel, the thickness of the
thinner sheet will control.
6.7.4 Flare-Groove Welds
Q-1-~.1 Qualification Testing. For a tlare-groove weld WPS not conforming to Clause 2, qualification testing shall
be required in conformance with Table 6.2, Item (lO)(b) or Table 6.2, Item (lO)(c).
.§:.1.4.2 Test Assemblies and Examination. The following requirements shall be met:
( 1) Flare-Bevel-Groove Welds. Two test assemblies shall be required, conforming to either sheet to sheet or sheet to
suppo1t ing structural member as follows:
(a) Sheet to Sheet. Bach assembly shall consist oft~,o rectangular pieces of sheet steel, at least 2-1/2 in [65 nun]
wide, and at least 3 in [75 mm] long. One piece shall be bent through 90° around an inside radius not to exceed 3t, ~,here
t is the thickness of sheet steel; the other piece shall be flat. These shall be fitted together to fo1n1 a flare-bevel-groove
joint. A flare-bevel-groove weld 1 m [25 mm] long shall be deposited using the proper type and size of electrode and
\velding current. The test assen1bly is shown in Figure 6.3A.
(b) Sheet to Supporting Structural Membcr. Each test assembly shall consist of a rectangular piece of sheet
steel, at least 2- 1/2 in (65 mm] wide, and at least 3 in (75 mm] long. One piece shall be bent through 90° around an inside
radius not to exceed 3t, where t is the thickness of sheet steel. It shall be cla1nped to the top of a flange of a beam or
36
'
..
AWS D1 .3/D1 .3M:2018
PARTB
CLAUSE 6. QUALIFICATION
separate plate, at least 1/2 in [13 mm] thick. A tlare-bevel-groove \Veld I in [25 mm] long shall be deposited using the
proper type and size of electrode and \Velding current. The test assembly is sho\vn in Figure 6.38.
(2) Flare-V-Groove Welds. Tv10 test assemblies shall be prepared, welded, visually inspected, and tested as follows:
(a) Each test assembly shall consist of two rectangular pieces of sheet steel, at least 2-1/2 in [65 mm] wide, and
at least 3 in [75 m1n] long, bent through 90º to an inside radius not exceeding 3t, where tis the thickness ofthe sheet steel,
and fitted together to form a flare-V-groove v.1eld joint.
(b) A flare-V-groove weld 1 in [25 1mn] long shall be deposited using the proper type and size electrode and
welding current. The test assembly is sho,vn in Figure 6.3C.
...
(3) Examination
(a) The welds shall be visually inspected and shall meet the requirements of Clause 8, Part A.
(b) After cooling, the \velded assembly shall be tested by bending the sheet back and fo1th , or by wedging a cold
chisel bet\veen the pieces until the weld, or the sheet steel, fails (see Figure §..3A, §..3B, or §..3C). Welded asse1nblies
meeting either of the following conditions shall be deemed acceptable:
.0.l
®
Failure occurs in the base metal, and no failure occurs in the weld 1netal, or
Failure occurs in the weld 1netal and the failure surface shows no visible porosity, slag or Jack of fusion.
(e) The minimum weld size shall -be t \V.
6.1.4.3 Qualification Ranges. Qualification for t1are-bevel-groove \velds shall qualify for tlare-V-groove welds
and vice versa, provided the sarne essential variables apply (see Figure 6.3D).
(1) Sheet steel to supporting member qualifies for sheet steel to supporting stn1ctural member for a given position of
welding and thickness of sheet steel.
(2) Sheet steel to sheet steel qualifies for sheet steel to sheet steel, and also sheet steel to supporting structural member
for a given position of welding and thickness of sheet steel.
6.7.5 Are Spot Welds
_2.1 ..s_.1 Qualification Testing. A \VPS is required for each single and double thickness of sheet steel to be are spot
welded to a supporting structural member in the tlat position and within the essential variable limitations of 6.5.
Q.1..s_.2 Test Assemblies and Examination. Two test assemblies are required for each WPS (see Detail 6.4 in Table
6.1 ), and each assembly shall be prepared, \velded, tested, and examined as follo\vs:
(!) One piece (or two pieces for the double thickness) of sheet steel 2-1/2 in [65 mm] or wider shall be clamped to
the top of a flange, remnant beam, or a separate plate that is at least 1/2 in [ 13 mm] thick to form the test assembly (see
Figure §..4). For sheet steels thinner than 0.028 in [0.7 1nm], weld v.1 ashers that are at least 0.060 in [1.5 m1n] thick and
1nade ofone ofthe sheet steels listed in 1.4.1 shall be used (see4.3.6.3).
(2) An are spot weld ,vith a visible diameter (d) [specified in the WPS, and not less than 1/2 in [13 mm] in dia1neter]
shall be produced. The crater shall be filled anda 1/32 in [l mm] minimum reinforcement provided.
(3) The projecting part of the sheet steel shall be t\visted (see Figure 6.4) until the are spot weld disengages from
either member.
(4) A weld shall be acceptable ifthe following criteria are satisfied:
(a) The resulting nugget's 1neasured dia1neter de shall not be less than 3/8 in [lQ mm] or the required WPS diameter, whichever is greater.
(b) The fractured face shows no visually detectable discontinuities (e.g., slag, porosity).
(e) The ,veld metal shows no visually detectable cracks.
NOTE: Base tnetal cracks shall be ignored.
Q.1.5.3 Qualification Ranges. A change in any one of the essential variables that exceed the limitations of 6.6
requires requalification.
37
·,
CLAUSE 6. QUALIFICATION
PARTB
AWS D1.3/D1.3M:2018
6.1.5.4 SMAW Melting Rate. When an SMAW electrode is used to produce a qualified are spot \Veld, the melting
rate, M, for the particular electrode classification and diameter shall be measured as:
\1 _ in [mm] of electrode tnelted
1
Time in minutes
-
The 1nelting rate shall be recorded on the respective PQR.
6.7.5.5 Are Seam Option. A PQR for a specifie are spot weld WPS shall also qualify an are seam weld WPS
having a width equal to the are spot's dia1neter (d).
1i-1-1i
Are Seam Welds
6.1.6.1 Qualitication Tcsting. The following requirements shall be met:
(1) Single or Double Thieknesses for Sheet Steel to Supporting Mernber. A WPS is required for each single and
double thiekness of sheet steel to be are seam welded to a supporting struetural member in the flat position and within the
essential variable Iimitations of 6.6.
..
'
(2) Single Thicknesses for Sheet Steel to Sheet Steel. A WPS is required for eaeh single thiekness of sheet steel to
be are seam welded to another sheet steel in either the flat or horizontal position (see a typical joint eonfiguration in
Figure 4.6) and within the essential variables of 6.6.
6.7.6.2 Test Assemblies and Examination. The following requirements shall be met:
(1) Single or Double Thiekncsses for Shcet Stccl to Supporting Mcmber. T,vo test assemblies are required for
eaeh WPS (see Detail 6.5A in Table 6.1), and eaeh assembly shall be prepared and welded as follows:
One pieee (or t\vo pieees for the double thiekness) of sheet steel 2-1 /2 in [65 m1n] or wider shall be clatnped to the top of
a flange, remnant beam, ora separate plate that is at least 1/2 in [13 mm] thiek to form the test assembly (see Figure
§.5A). An are seam weld with a visible ~1 idth (d) [speeified in the WPS, and not less than 1/2 in [13 mm] \vide nor less
than 1 in [25 nun] in length] shall be produced. The crater shall be filled and 1/32 in [l 1nm] minin1um reinforce,nent
provided.
(2) Single Thicknesses for Sheet Steel to Sheet Steel. A test assembly ofthe aetualjoint eonfiguration for eaeh WPS
(see typiealjoint eonfiguration in Figure 6.5B) shall be prepared and \velded. An are seam ,veld ,vith a visible width (d)
[speeified in tbe WPS, and not less than 1/2 in [1 3 mm] \vide nor less than 1 io [25 mm] in lengtb] shall be produced. The
crater shall be filled and 1/32 in [I mm] minimum reinforeement provided.
(3) Examination. The projeeting patt of the sheet steel shall be pried, or bent, or both, through 180° ~1 ith the bend
axis eoineident with the weld axis (see Figure §.5A or Figure §.5B) until the are seam weld disengages from either
1nember.
(a) The resulting nugget's 1neasured width (dª) shall not be less than 1/2 in [13 m1n] or the required WPS ,vidth,
whichever is greater.
(b) The fraetured face shows no visually deteetable discontinuities (e.g., slag, porosity).
(e) The weld 1netal sho\vs no visually deteetable cracks.
NOTE: Base metal cracks shall be ignored.
.§..1..§..3 Qualifieation Ranges. A change in any one of the essential variables that exceed the limitations of 6.6
requires requalification.
.§..1..§..4 SMAW l\rlelting Rate. When an SMAW electrode is used to produee a qualified are seam weld, the melting
rate for the particular eleetrode classifieation and diameter shall be measured (see §.1 .J..4) and recorded on the respective
PQR.
6.7.6.5 Are Spot Option.APQR for a speeific are spot weld WPS shall also qualify an are seam weld WPS having
a width equal to the are spot's diameter (d).
6.1.l Are Plug Welds
.§..1.1.1 Qualifieation Testing. The following requirements shall be met:
38
'
'
PARTSB& C
AWS D1 .3/D1.3M:2018
CLAUSE 6. QUALIFICATION
(1) Single or Multiple Thicknesses for Sheet Steel to Supporting Member. A WPS is required for eaeh single and
1nultiple thiekness of sheet steel to be are plug welded to a supporting struetural member within the essential variable
litnitations of 6.6.
(2) !Vlultiple Thicknesses for Sheet Steel to Sheet Steel. A WPS is required for eaeh multi pie thiekness of sheet steel
to be are plug welded to another sheet steel within the essential variables of 6.6.
6.7.7.2 Test Assemblies and Examination. The following requirements shall be met:
(1) Single or Multiple Thicknesses for Sheet Steel to Supporting Member. Tv.ro test assemblies are required for
eaeh WPS (see Detail 6.6 in Table 6.1), and eaeh assembly shall be prepared and v.relded as follows: One pieee (or n1ultiple pieees for multiple thieknesses) of sheet steel 2-1/2 in [65 mm] or wider shall be elan1ped to the top of a flange,
remnant beam, ora separate plate that is at least 1/2 in [13 mm] thiek to form the test assembly (see Figure 6.6). An are
plug weld \vith a visible diameter (d) [speeified in the WPS and not less than 1/2 in [13 mm]], shall be produced. The
crater shall be filled anda 1/32 in [ I m1n] minimum reinforcement provided.
(2) Multiple Thicknesses for Sheet S teel to Sheet Steel. Two test assemblies of an aetual joint configuration for
eaeh WPS (see Detail Q.6 in Table Q.l) shall be prepared and welded. An are plug weld with a visible diameter (d)
(speeified in the \1/PS and not less than 1/2 in [13 1nm]), shall be produeed. The erater shall be filled anda 1/32 in [l m1n]
1ninin1um reinforeen1ent provided.
(3) Examination. The projeeting part of the sheet steel shall be twisted (see Figure 6.6) until the are plug weld disengages from either n1e1nber.
(a) The resulting nugget's measured diameter (de) shall not be Iess than 3/8 in [ 10 mm] or the required WPS
diameter, \vhichever is greater.
(b) The fraetured face shows no visually detectable discontinuities (e.g., slag, porosity).
(e) The weld 1netal shows no visually deteetable eracks.
NOTE: Base n1etal cracks shall be ignored.
6.7.7.3 Qualification Ranges. A ehange in any one of the essential variables that exeeed lhe limilations of 6.6
requires requalifi.ealion.
PartC
Welder Per/ormance Qualification
~-~
Essential Variables
6.8.1 General
6.8.1.1 Base Metais. Perfonnance qualification established with any one ofthe steels pennitted by this code shall
be considered as performance qualifi.cation to weld any of the other steels, provided they have no coating or have the
sarne coating used in qualification.
6 ..8_.l.2 Processes. A \Velder shall be qualified for eaeh \Velding process specified in the WPS.
~..B_.1.3
SMAW Electrodes. A welder qualified for SMAW with an electrode identified in Table 6.3 shall be
considered qualified to v.reld with any other electrode in the sarne group designation, and ,vith any eleetrode listed in a
nu1nerically lower group designation.
.
....
.
6.8.1.4 Electrodes and Shielding l\iledia. A ,velder qualified ,vith an approved electrode and shielding medium
combination shall be considered qualified to vveld with any other approved electrode and shielding mediun1 con1bination
for the welding process used in lhe WPS.
6.8.1.5 Position. A change in the position of welding to one for "vhich the welder is not already qualifi.ed shall
require requalification.
~..B_.1.6
Vertical Welding. When ,velding in the vertical position, a change in the direction ofwelding shall require
requalification.
39
·,
CLAUSE 6. QUALIFICATION
PARTC
AWS D1.3/D1.3M:2018
6.8.2 Spccitic Conditions. Except as modified by 6.9.2, ali welders shall be qualified by making a test weldment for
joints to be used in construction in accordance with Table 6.4 and for the follo~ring conditions:
(1) For each thickness (gage) of sheet steel in the case of are spot \velds or are seam welds to be used in production.
(2) For minünum thickness of sheet steel in the case of fillet welds, flare-bevel-groove welds, and flare-V-groove
welds.
(3) A change in the sheet steel thickness for square-groove welds listed below requires requalification of the welder
or welding operator.
(a) A change in sheet steel thickness to less than 0.5t or greater than 2t, where t is the thickness of the thinner
sheet qualified.
(b) As an acceptable alternate to 6.8.2(3)(a), the following qualification tests may be used to cover the complete
range of ali sheet steel thicknesses:
(i) Qualification perfo1med on 18 gage sheet steel shall qualify the welder or welding operator for \velding
sheet steel 16 gage and thinner.
(ii) Qualification perfonned on 1O gage sheet steel shall qualify the welder or welding operator for welding
sheet steel 16 gage and thicker.
(4) For applicable positions of\velding, see Table 6.4.
~-.2.
Number of Tests and Methods for Welder Performance Qualification
.2_..2_.1 General. The qualification tests described herein are specially devised tests to determine the welder's ability to
produce sound welds. Welding shall be performed in conformance with the requirements of the WPS and recorded on a
PQR form similar to that of Annex B.
6.9.1.1 WPS Status. The WPS used in the qualification of a \velder shall be a qualified or prequalified WPS. The
number and type oftest assemblies, their method oftesting, and the test results shall be the sarne as for WPS qualification
(see Table 6.4).
~..2_.l.2
\Vcldcr Qualification through \VPS Qualification. The welder \vho completes a successful WPS shall be
considered qualified for the \Velding process, \Velding position, type of weld, and applicable type of coated sheet steel. ln
the case of fillet welds or flare-groove \Velds, or both, the welder shall also be considered qualified for thicknesses of
material equal to or greater than those used in the test. ln the case of are spot welds, are seam ~,eJds, and square-groove
\velds, the qualification shall be limited to the thickness (gage) used in this test (see Table §.4) .
.2_..2_.1.3 Records. Records of test results shall be kept by the manufacturer, or contractor, and shall be available to
those authorized to exa1nine them. A fonn similar to that used in Annex B may be used.
6.9.2 Specific Conditions.
6.9.2.l Galvanized Applications. Separate "velder qualifications shall be required for welding galvanized sheet
steel or sheet steel with other types of coatin~
6.9.2.2 Onc and T,vo Sided Butt .Joints. For square-groove butt joints, the joint shall be \Velded either from one
side or from both sides. Welding from one side shall qualify square-groove butt joints welded from one side or from both
sides. Welding from both sides shall only qualify square-groove butt joints \velded from both sides.
~-1!! Duration of Qualitication
The welder's qualification shall be considered as remaining in effect indefinitely, unless
(1) the welder is not engaged in a given process ofwelding for "vhich the ~,etder is qualified for a period exceeding
six months, or
(2) there is some specific reason to question a welder's ability.
40
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
Table 6.1
WPS Qualification Testsª (see 6.7)
Test Assemblies Shown in Figure:
6.JA
,
~
~
1
6.18
)t
li
li
'
'.
'•
J
6.JC
---- -- -- - --------------- li -------R
o□
6.2A
/
~
Type ofTest
Tested
Qualified
Square-groove
weld in butt
joint-sheet to
sheet ,-velded from
one side only.
Bend
F
H
V
OH
F
H
V
OH
Square-groove weld in
butt joint-sheet to sheet
Qualifies welded from
one side or ,velded from
both sides.
Square-groove
,velded from both
sides in butt joint
- sheet to sheet
Bend
F
H
V
OH
F
H
V
OH
Square-groove weld in
butt joint - sheet to
sheet. Qualifies ,velded
from both sides only.
HSS square-groove
,veld in butt joint
Bend
JG
2G
5G
6G
F
FH
'
FVOH
' '
Ali,
lncluding
T,Y,K
Fillet \veld in lap
joint-sheet to
sheet
Bend
F
H
F
FH
,
V
V
OH
OH
F
H
F
F, H
V
V
OH
OH
F
H
F
F, H
V
V
OH
OH
'\
.>
~
6.2B
1/
1 '\
6.2C
.,..
t
Position
Type of Welded
Joint Tested
V
Fillet ,-veld in lap
joint- sheet to
supporting
structural member
Bend
Fillet ,-veld in
T-joint- sheet to
sheet
Bend
1/
.>
(Continued)
41
Qualified Welded Joint
Square-groove weld in
butt joint-thickness
tested except as modified
by Table 6.2
Fillet weld in lap or
cornerjoint- sheet to
sheet, and sheet to
supporting structural
rnernber
Fillet weld in lap or
comer joint- sheet to
supporting structural
rnernber
Fillet weld in T-, lap, or
corner joint- sheet to
sheet, and sheet to
supporting structural
n1en1ber
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
Table 6.1 (Continued)
WPS Qualification Testsª (see 6.7)
Type of Welded
Joint Tested
Test Assemblies Shown in Figure:
6.2D
~
V
.<
6.3A
....
Type ofTest
Tested
Qualified
Qualified Welded Joint
Fillet \veld in
T-j oint-sheet to
supporting
struetural member
Bend
F
H
F
FH
,
V
V
OH
OH
Fillet v,eld in T-, lap, or
eomer j oint- sheet to
supporting struetural
member
Flare-bevel-groove
,veld- sheet to
sheet
Bend
F
H
V
OH
F
F, H
V
OH
Flare-bevel-groove
,veld- sheet to sheet a nd
sheet to supporting
struetural ,ne,nber, and
flare-V-groove weldsheet to sheet
Flare-bevel-groove
,veld- sheet to
supporting
struchual 1ne1nber
Bend
F
H
V
OH
F
F, H
V
OH
Flare-bevel-groove
,veld- sheet to
supporting struetural
member
Flare-V-groove
,veld- sheet to
sheet
Bend
F
V
H
H
V
OH
V
OH
\..
1
~
~
'
6.3B
"'
1
Position
\...
~
6.3C
..J \...
r
~
~
Flare-V-groove weldsheet to sheet and
flare-bevel-groove
,veld-sheet to sheet and
sheet to supporting
struetural member
..,. -"v
6.4
u
1
•
•
-- --
•
Torsion
F
F
Are spot and are seam
,veld- sheet to
suppo rting struetural
member
Are seam \veldsheet to supporting
strue tural member
Bend
F
F
Are seam \veld- sheet to
s upporting struetural
rne,nber
1
?
f
6.5A
1
1
'---r
•
Are spot ,veldsheet to supporting
struetural 1ne1nber
--
I
-
1
•
<
(Continued)
.
.. ...
· · · · · ..... .. ·42 ...
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
Table 6.1 (Continued)
WPS Qualification Testsª (see 6.7)
Test Assemblies Shown in Figure:
Position
Type ofWelded
Joint Tested
Are sea1n ,veldsheet to sheet
6.58
~
Type ofTest
Tested
Qualified Qualified Welded Joint
Bend
H
H
Are seam ,veld- sheet to
sheet
Torsion
F
H
V
H
V
V
OH
OH
Are plug weld- sheet to
sheet, and sheet to
supporting struetural
mernber
-'
~
1-' 1
11 1
r...
~
1
'-
1
Are plug ,veldsheet to supporting
struetural 1ne1nber
6.6
•
<>
'
1/
--- --
1
•
•
)
<
'Two tests sball be required for each welding position, thickness, and type of coating (see .2-.2 for esseotial variable ioformation).
43
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
Table 6.2
PQR Essential Variable Changesª Requiring WPS Requalification for SMAW, GMAW, FCAW,
GTAW, and SAW (see 6.§.)
SMA,:v
Essential Variable Changes to PQR Requiring Requalification
(1) Achange in classification ofelectrode (e.g., change fro1n E6010 to
E6012)
GMAW
FCAW
GTAW
SAW
X
1
(2) A change in filler metal or electrode/ tlux classification not covered in
AWS A5.18 or AWS A5.28 (GMA\V/GTA\V), AWS A5.36 (FCA'v\1/
GMAW} AWS A5.20 or AWS A5.29 (FCA\V), or AWS A5.17 or AV-1S
A5.23 (SAW)
X
X
(3) A change in tungsten electrode type per AWS A5. l 2
X
X
X
(4) A change increasing the filler metal strength levei (a change fron1
E70XX to E80XX-X, for example, but not vice versa)
X
X
X
X
X
(5) A change in the diarneter of the electrode
X
X
X
X
X
(6) A change of 1nore than 1/ 16 in (2 1run] in the no1ninal diameter of
filler wire
X
(7) The addition or deletion of filler rnetal
X
(8) Changes of ,nore than l 0% above or belo\v the melting rate, amperage,
or wire feed speed; in the case of are spot, or are sea1n welds, a
reduction in melting rate, \Velding current, or \Vire feed speed of more
than 5% exceut as gemlitted bx 7.4.
X
X
X
X
X
(9) A change in the type of \Velding current (AC or DC) or polarity
X
X
X
X
X
(a) A change in base metal thickness of sheet steel by more than 10%
for are spot \veld and are seain welds
X
X
X
X
X
(b) For joints other than those in (IO)(a), a change in sheet steel
thickness to less than 0.51 or greater than 2t, \vhere t is the thickness
of the thinner steel qualified
X
X
X
X
X
(d) A qualification \Veld perfonned on 18 gage sheet steel shall provide
qualification for that WPS for sheet steel 16 gage and th inner
X
X
X
X
X
(e) A qualification \Veld perfonned on 1O gage or thicker shall provide
qualification for that WPS for sheet steel as thin as 16 gage and
thicker, up to 2t thickness, ,vhere t is the thickness of the thinner
sheet steel qualified
X
X
X
X
X
( 11) An increase in the root opening of a square-groove weld
X
X
X
X
X
(12) A change in the type of coating n1aterial, or the addition, but not
deletion, of coating n1aterial on the base rnetal. (NOTE: Anti-spatter
cornpound is not considered a coating ,naterial.)
X
X
X
X
X
(13) An increase exceeding 30% in the thickness of coating of the sheet steel
X
X
X
X
X
(14) A change in position not qualified per Table 6.1
X
X
X
X
X
(15) ln vertical position welding, a change in the progression specified from
downward to upward, or vice versa
X
X
X
X
X
X
X
( 1O) A change in sheet steel thickness listed belo\v:
(e) As an acceptable alte111ate to ( 1O)(b), the follo\vi ng qualification
tests (d and e) may be used to cover the con1plete range of ali sheet
steel thicknesses:
(16) A change in shielding gas
(Continued)
..
.. .. .
...·. ... ,.· . ..·...·.,· ...
44
AWS D1.3/D1 .3M:2018
CLAUSE 6. QUALIFICATION
Table 6.2 (Continued)
PQR Essential Variable Changesª Requiring WPS Requalification for SMAW, GMAW,
FCAW, GTAW, and SAW (see 6.6)
Essential Variable Changes to PQR Requiring Requalifieation
SMA\V
(17) The deletion, but not the add ition, of backing gas
(18) The deletion, but not the addition, of permanent or retnovable backing
X
GMAW
FCA\V
GTAW
X
X
X
X
X
X
( 19) A change in AWS tlux/electrode classification
X
X
(21) An increase of 25% or more or a decrease of 10% or more in the rate of
flO'h' or shielding gas or rn ixture
X
X
(22) A change in the n1ode of n1etal transfer across the are
X
'h1 ire
X
X
(20) A ehange in more than 10% above or bel0\1/ the speeified mean PQR
are vol tage for each eleetrode diameter used
(23) A ehange frotn cold \Vire feed to hot
SAW
feed or vice versa
X
X
X
(24) For square-groove welds in butt joints, a change in welding from both
sides to welding from one side, but not vice versa
X
X
X
X
X
(25) For are spot and are seain \velds, a deerease in \veld design of size d
X
X
X
X
X
(26) For are spot \Velds, a deerease in ,veld tin1e.
X
X
X
X
X
(27) For are sean1 \velds, an inerease in travei speed
X
X
X
X
X
a An "X" indicates applicability for the process: a shaded area indicates nonapplicabil ity.
Table §..3
Electrode Classification Groups
Group Designation
F4
F3
F2
El
AWS Electrode Classifieation
EXX15, EXX16, EXX18, EXX15-X, EXX16-X, EXX18-X
EXXJO, EXXll, EXXlO-X, EX.XI 1-X
EXX 12, EXX I 3, EXX14, EXX13-X
EXX22. EXX24, EXX27, EXX28
Note: The letters XX, used in the classifícation designation in this table stand for lhe various
strength leveis (e.g. 60, 70, etc.) of electrodes.
45
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
Table 6.4
Welder Performance Qualification Testsª (see 6.9)
Test Assemblies Sho,vn in Figure:
6.IA
)
i,
i,
1
6.1B
)t
·~
li
li
·~
I
'
'
\
6.IC
See Figure 1.1
Type of \1/elded
Joint Tested
Type of
Test
Square-groove
\veld in butt
j oint-sheet to
sheet ,velded
from one side
only.
Bend
Square-grove
\velded fro1n
both sides in
butt joint-sheet
to sheet
HSS squaregroove \veld in
butt joint
Position
Qualified
Tested
Qualified
Welded Joint
Thickness
F
H
V
OH
F
F,H
F, H, V
F H OH
Square-groove
weld in butt
joint-sheet to
sheet. Qualifies
welded from one
side or ,velded
fro1n botb sides.
Thickness
tested
[except as
1nodified
by
6.8.2(3)]
Bend
F
H
V
OH
F
F, H
F, H, V
F, H, OH
Square-groove
weld in butt joint
- sheet to sheet.
Qualifies ,velded
fro1n botb sides
only.
Thickness
tested
[except as
modified
by
6.8.2(3)]
Bend
10
20
50
20, 50
6G
Square-groove
F
F,H
weld in butt joint
F,V,OH
F,H,V,OH
Thickness
tested
[except as
1nodified
by
6.8.2(3)]
' '
Ali,
Includ ing
T,Y,K
6.2A
Fillet weld in
lap joint- sheet
to sheet
V
Bend
1,
i,
t
F
H
V
OH
F
F, H
F, H, V
F, H, OH
Fillet \veld in lap or Thickness
corner joint- sheet tested and
to sheet, and sheet thicker
to suppo1ting
snuctural 1ne1nber
F
H
V
OH
F
F,H
F, H, V
F, H, OH
Fillet,veld in lap or Tbickness
corner joint- sheet tested and
to suppo1ting
thicker
sn·uctural 111e111ber
~
6.2B
/
1 '\
.
Fillet ,veld in
lap joint- sbeet
to supporting
structural
111e111ber
Bend
(Continued)
46
....
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
Table 6.4 (Continued)
Welder Performance Qualification Testsª (see 6.9)
Position
Type of\1/elded
Joint Tested
Test Assemblies Sho\vn in Figure:
6.2C
~
-
V
.V
6.3A
,....
~
~
6.3B
,....
1 \....
•
Qualitied
~
6.3C
..J '-~
F
F, H,
F, H, V
F, H, OH
Fillet \Ve ld in T-,
lap, or corner
joint- sheet to
sheet, and sheet to
supporting
struetural 1ne1nber
Thiekness
tested and
thieker
Fill et \Velded
T-joint, sheet to
supporting
1ne1nber
Bend
F
H
V
OH
F
F, H
F, H, V
F, H, OH
Fillet welded T-,
lap, or corner joint,
sheet to supporting
men1ber
Thiekness
tested a nd
thicker
Flare-bevelgroove
\veld-sheet to
sheet
Bend
F
V
OH
F
F, H
F, H, V
F, H, OH
Flare-bevel-groove
v,eld-sheet to
sheet and sheet to
supporting
structural member,
and flare-V-groove
weld- s heet to
sheet
Thiekness
tested and
thieker
Flare-bevelgroove
\veld-sheet to
supporting
struetural
1nember
Bend
F
H
V
OH
F
FH
,
FHV
' '
F, H , OH
Flare-bevel-groove Thiekness
weld-sheet to sup- tested and
porting struetural
thieker
member
Flare-V-groove
\veld- sheet to
sheet
Bend
F
F
H
V
OH
F, H
F, H, V
F, H , OH
Are spot
\Veld- sheet to
supporting
struetural
1nember
Torsion
F
F
H
. .•
~
•
1/
, - - -r -- •
•
<>
Thickness
F
H
V
OH
~
6.4
Welded Joint
Bend
~
§ .2D
1 \....
Tested
Fill et \Vel.d in
T-joint- sheet
to sheet
/
V
~
Typeof
Test
Qualitied
(Continued)
47
Flare-V-groove
weld- s heet to
sheet and tlarebevel-groove
\Yeld- sheet to
sheet, and sheet to
supporting
struetural 1nember
Thiekness
teste.d and
thicker
Are spot and are
seam we ld- sheet
to suppo1ting
struetural 111e1nber
Thiekness
tested
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
Table 6.4 (Continued)
Welder Performance Qualification Testsª (see 6.9)
Test Assemblies Sho\vn in Figure:
6.5A
•
1/
-- . -1
•
-•
•
<•
>
<
6.5B
~
•
~
Position
Qualified
Type of \.Velded
Joint Tested
Type of
Test
Tested
Qualified
Are seam
weld-sheet to
supporling
struetural
member
Bend
F
Are sean1
we ld-sheet to
sheet
Bend
Are plug
we ld- sbeet to
supporti ng
stJ·uettu-al
111e111ber
Torsion
Welded Joint
Thiekness
F
Are semn weldsheet to supporting
struetural 1nember
Thickness
tested
H
H
Are seam \Veldsheet to sheet
Thiekness
tested
F
H
V
OH
F
F, H
F, H, V
F, H, OH
Are plug ,veldsheet to sheet, and
sheet to supporting
slluctural 1ne111ber
Thiekne.ss
tested
-•
I,;' 1
-
11
r-..
1
~
1
1
6.6
~
•
•
1/
---
--
1
•
1
•
f
' Two tests shall be required for each assembly.
48
CLAUSE 6. QUALIFICATION
AWS D1 .3/ D 1.3M:2018
(A) SQUARE-GROOVE BUTT JOINTWELDED FROM 80TH SIDES
(8) SQUARE-GROOVE BUTT JOINTWELDED FROM ONE SIDE
(C) WELDED JOINT AFTER COMPLETION OF BENDING
Figure ~-1- Test for Square-Groove Welds in Butt Joints [see ~-1-1.2(1))
49
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
SHEET-TO-SHEET
MIN.
3 in
(75 mm]
MIN.
LAP
JOINT
T-JOINT
1 in 3 in (75 mm] MIN. __.--,
(25 mm] MIN. 1
' - - 1/2 in
(13 mm] MIN.
OVERHANG
SHEET TO SUPPORTING
STRUCTURAL MEMBER
\~ ~~
4 in [100 mm] MIN.
"
~~\
3 in
(75 mm]
MIN.
1/2 in (1 3 mm] MIN.
Figure-º..2A- Test for Fillet Welds [see-º..1-J..2(1)]
-
. ,,.
... .... .. . .. . -~o
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
SHEET STEEL
,
SUPPORTING
STRUCTURAL
MEMBER
SHEET STEEL
SHEET STEEL
7
1
QUALIFIES FOR LAP JOINT
QUALIFIES FOR LAP JOINTSHEET TO SUPPORTING STRUCTURAL MEMBER
SUPPORTING
STRUCTURAL
MEMBER \
(A) SHEET-TO-SHEET
(B) SHEET TO SUPPORTING STRUCTURAL MEMBER
SHEET STEEL
SHEET STEEL
SHEET STEEL
QUALIFIES FOR T- AND LAP JOINTS
{A) SHEET-TO-SHEET
{B) SHEET TO SUPPORTING STRUCTURAL MEMBER
QUALIFIES FOR T- AN D LAP JOINTS SHEET TO SUPPORTING STRUCTURAL MEMBER
Figure Q.2B-Extent of Validity of Fillet Weld Qualifications (see Q.J..2.3)
3 in (75 mm]
MIN.
---1 ~
1 in [25 mm] MIN .
..____...,....--- 1 in
[25 mm]
1 in
MIN.
[25 mm]
3 in [75 mm] MIN.
1 in
[25 mm]
MIN.
1 in
[25 mm]
..
..
.
..
..
..
Figure Q.3A- Test for Sheet to Sheet Flare-Bevel-Groove Welds [see Q.1 .i.2(1) (a)]
51
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
1 in [25 mm] MIN.
3 in [75 mm]
......----- MIN.
---7
1/2 in (13 mm] MIN .
1 in
[25 mm]
3 in [75 mm] MIN.
1 in
[25 mm)
MIN.
1 in
(25 mm]
MIN.
1 in
[25 mm]
Figure ~.3B- Test for Sheet to Supporting Structural Member Flare-Bevel-Groove Welds
[see ~-1-f.2(1) (b)]
1-1/4 in
1-1/4 in
(32 mm] MIN. [32 mm] MIN.
1 in [25 mm] MIN.
1 in [25 mm] MIN.
1 in [25 mm] MIN.
1-1/4 in (32 mm]
MIN.
ANY SATISFACTORY SUPPORT
Figure ~.3C-Test for Flare-V-Groove Welds [see 6.7.f.2(2)(b)]
52
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
SHEET STEEL
SHEET STEEL
SUPPORTING
STRUCTURAL
MEMBER
QUALIFIES FOR FLARE-BEVEL-GROOVE
(A) SHEET-TO-SHEET
(8) SHEET TO SUPPORTING
STRUCTURAL MEMBER OR
FLARE-V-GROOVE-SHEET-TO-SHEET
QUALIFIES FOR FLARE-BEVEL-GROOVE
SHEET TO SUPPORTING STRUCTURAL MEMBER
'
/
SHEET STEEL
SHEET STEEL
QUALIFIES FOR FLARE-V-GROOVE- SHEET-TO-SHEET
OR FLARE-BEVEL-GROOVE
(A) SHEET-TO-SHEET
(B) SHEET TO SUPPORTING STRUCTURAL MEMBER
Figure ~.3D- Extent of Validity of Flare-Groove Weld Qualifications (see ~-1-i ,3)
2-1/2 in
[65 mm]
MIN.
1 in
[25 mm]
MIN.
1
DOUBLE SHEET
SINGLE SHEET
Figure ~.4 Test for Are Spot Welds [see ~-1-~.2(1)]
53
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
1 in [25 mm]
MIN.
1/2 in [1 3 mm] MIN.
OVERHANG
1 in
[25 mm]
MIN.
~
4 in
[100 mm]
SINGLE SHEET
DOUBLE SHEET
1/2 in [13 mm] MIN.
Figure Q.SA- Test for Sheet to Supporting Structural Member Are Seam Welds
[See Q.1.,S..2(1))
1 in [25 mm] MIN.
t
FigureQ.5B- Test for Sheet to SheetArc Seam Welds [seeQ.1 .Q.2(2)J
.. . ,,.
. , , . ..
'
,
.. ,,
., , .,
...
54
AWS D1 .3/D1.3M:2018
CLAUSE 6. QUALIFICATION
lo l
1
1
1
10in- 12in
(250 mm- 305 mm]
TO PROVIDE
LEVERAGETo
DESTRUCTIVE
TWISTTEST
PLUG WELD s
AT END OF
PRE-FORME D
SAMPLE
t
1
f
'
"
0 1/,
'j
ARC PLUG WELD
(SHEET TO SUPPORT ING MEMBER)
FLAT POSITION
DETAIL (A)
Typical for multi-ply sheet to supporting structural member or sheet-to-sheet- also used for horizontal, vertical, and overhead positions.
Figure .2..6--Test for Are Plug Welds [see .2..1.1.2(1)]
55
AWS D1.3/D1.3M:2018
CLAUSE 6. QUALIFICATION
3/8 in [1O mm]
PRE-PUNCHED OR
DRILLED HOLES
SUPPORTING
MEMBER OR BENT
REINFORCEMENT
CLAMP IN VISE
FIRST
PLUG WELD ~
1 in [25 mm]-->s--i
MIN.
I
I 1 1
1 1
1 1
1 1
1 1
1 1
.,,"'
... ._,,.
1
,,.
10 in- 12 in
[250 mm- 305 mm]
MIN. TO PROVIDE
LEVERAGE TO
TESTWELD
2- 1/2 in
[65 mm)
MIN.
DETAIL (B)
,
...
. . .·,· . .,·.-·.· ..·,. .·,. -·
......-,r
~
Figure -º.,6 (Continued)-Test for Are Plug Welds [see 6.7.7.2(1)]
..
APPLY
FORCE
56
SECOND
PLUG WELD
CLAUSE 6. QUALIFICATION
AWS D1 .3/D1.3M:2018
----------------------------- -------------------------~
11
Cut line
R
Root bend
Cut line
Face ben d
Root bend
Root bend
Face bend
Cut line
Rootben d
Face bend
Face bend Cut line
Figure 6.7- Bend Test Coupon Location for HSS Weld Tests [see 6.7.2.2(b)]
-
Bend direction
--........
"◄
✓-- ...........
/
"
//Weld inspection area\\
--
--
-
1
- Weld-
--
r_-..
-
-
-
......
I
Clamp coupon
in vice or clamping device
Figure 6.8- H.S S Butt Weld Bend Test [see 6.7.2.2(b)]
57
AWS D1 .3/D1.3M:2018
-7.
Fabrication
1.1 General
Unless adequate \veather protection is provided, the production welding shall not be performed when:
(1) A1nbient air temperature is belo\v Oº F [- 18ºC], or
(2) When the base metal to be welded is exposed to 1noisture (e.g., snov.,, rain, etc.), or
(3) For GMAW, FCAW-G, and GTAW, wind in excess of 5 1nph [8 kph].
1.2 Preparation of Base Metal
7.2.1 General. Base metal shall be sufficiently clean such that welds \Vill meet the quality requirements ofthis code.
7.2.2 Mill-lnduced Surface Defects. Welds shall not be placed on surfaces that contain fins, tears, cracks, slag, or
other base 1netal defects as defined in the base metal specifications.
7.2.3 Scale and Rust. Loose scale. heavy scale, and heavy rust shall be removed from the surfaces to be \velded, and
fron1 surfaces adiacent
to the weld. \:Velds may be 1nade on surfaces that contain mill scale and rust if the mill scale and
•
rust can withstand vigorous hand wire brushing and ifthe applicable quality require1nents ofthis code are met.
7.2.4 Foreii:n materiais.
7.2.4.l Surtàces to be welded, and su1faces adjacent to the weld. shall be cleaned to remove excessive quantities of
the follo\ving:
(1) Water
(2)
ili!
(3) Grease
(4) Other hydrocarbon based 1naterials
Welding on surfaces containing residual amounts of foreign 1naterials is permitted provided the quality requirements of
this code are met.
7.2.4.2 Welds are pe1mitted to be made on surfaces \vith surtàce protective coatings or anti-spatter compounds
provided the quality requirements ofthis code are met.
1.3 Assembly
1.3.1 Joint Detail Positions. Joint details shall be a1Tanged to provide the most favorable position for \velding (see
AWS A3.0 for definitions ofthe welding positions).
7.3.2 Close Contact. The pa1ts to be joined by welding shall be brought into close contact to facilitate complete
fusion between the1n.
1.3.3 Backing. The use of steel backing confonning to ASTM A 109 Ten1per 3 or 4 may be used \vithout requiring a
WPS base metal qualification test.
58
CLAUSE 7. FABRICATION
AWS D1 .3/D1 .3M:2018
1.4 Allo,vable Deviation from WPS for Lo,ver Temperatures Using Annex A, Note 1
1.4.1 Are Spot Welds. For are spot welds, WPSs qualified ata base metal temperature of I OOºF [38ºC] or lower shall
be pem1itted at temperatures as low as 32ºF [OºC] by inereasing the weld tin1e by 20% or by inereasing amperage settings
by 10% from that established and reeorded at the time of qualifieation. WPSs qualified at a base 111etal temperature of
lOOºF [38ºC] or lower shall be pennitted at ternperatures less than 32ºF [OºC] to as low as OºF [- 18ºC] by inereasing the
weld time by 30% or by inereasing the arnperage setting by 15% from that established and reeorded at the time of
qualifieatioo. For are spot welds, a deerease io weld time requires requalifieation.
NOTE: See Annex E "Calculated Cooling Rates o_fArc Spot fVelds. "
1 .4.2 Are Seam Welds. For are seam ,velds, WPSs qualified at base metal temperature of 1OOº F [38º C] or lower shall
be permitted at temperatures as low as 32°F [OºC] by decreasing the travei speed by 20% or by increasing amperage
settings by 10% from that established and recorded at the time of qualifieation. WPSs qualified at base metal temperature
of I OOº F [38ºC] or lower shall be perrnitted at te,nperatures less than 32ºF [Oº C] to as low as OºF [- l 8ºC] by deereasing
the travei speed by 30% or by inereasing the amperage setting by 15% from that established and reeorded at the titne of
qualifieation.
7.4.3 Are Plug Welds. For are plug welds, WPSs qualified at base metal ternperature of IOOºF [38ºC] or IO\\'er shall
be pennitted at temperatures as low as 32ºF [OºC] by inereasing the weld tiine by 20% or by inereasing amperage settiogs
by 10% from that established and reeorded at the time of qualification. \.VPSs qualified at base metal temperature of
IOOºF [38ºC] or lower shall be permitted at temperatures as low as OºF [-18ºC] by increasing the weld time by 30% or
by increasing the amperage setting by 15% from that established and recorded at the time of qualification.
NOTE: See com.mentary_for.further in_for1nation and re_ference data.
59
AWS D1 .3/D1.3M:2018
.B,. lnspection
PartA
Acceptance Criteria
~.1 Production Weld Acceptance Criteria
8.1.1 Visual Inspection. Ali vvelds shall be visually inspected. A weld shall be acceptable by visual inspection,
provided the following criteria are 1net:
8.1.1.1 No Cracks. The weld shall have no cracks.
8.1.l.2 \Vcld/Basc Metal Fusion. There shall be no evidence of lack of fusion at the toes of weld passes.
1!_.1.1.3 Minimum \Veld Throat. AII square groove welds shall have complete penetration of the sheet base metal
and be fully filled. For unequal sheet thickness joints the full thickness of each base metal edge shall be fully fused. Spot
'>velds and seam welds shall have fusion to the base 1netal and achieve a weld throat not less than the thickness ofthe sheet
base metal. Weld reinforcement of square groove. are seam or are spot welds is not reguired.
8.1.l.4 Undercut. The cumulative length of undercut shall be no longer than L/8, where L is the specified length
of the weld or in the case of are spot ,velds, the circumference, provided fusion exists bet\veen the weld metal and the
base metal. Depth ofundercut is nota subject of inspection and need not be measured. Melt-through that results in a hole
is unacceptable.
8.1.l.5 Fillet Weld Face. Faces of fillet ,velds shall be fl at or slightly convex.
1!_.1.1.6 Contract Document Conformance. Location, s ize, and length of weld shall be in conformance with
drawings or other contract document requirements. Welds that exceed the minimum length or size shall be permitted.
PartB
Contractor 's Responsibility
~.2 Inspection of WPS and Welder Qualifications
1!_.2.1 T he lnspector shall ascertain that in performing ,vork to this code, only qualified or prequalified WPSs are used,
and all welders are qualified.
1!_.2.2 WPSs previously qualified or prequalified by the manufacturer or contractor may be used, if approved by the
Engineer. Ho\vever, if the Engineer does not accept such evidence, the contractor shall qualify the WPSs in confonnance \vith
this code. Toe contractor's weld tests shall be successfully completed before any permanent welding is done on the contract.
~.3 Inspection of Work
8.3.1 Requests. At any tüne, and specifically '>vhile are spot welds or are sea1n welds are being 1nade, the Inspector
may request that the melting rate ofthe electrodes, wire feed speed, or ,velding current be compared with that established
io tbe WPS qualification test. If these melting rates are 5% or more belo,v those specified, ne'>v '>velds using the cotTect
current shall be made adjacent to those \Velds made w ith the inadequate current.
1!_.3.2 Work Quality. When the quality of a welder's work is judged by the Inspector to be below the requirements of
this specification, requalification of the ,velder may be required.
60
AWS D1 .3/D1 .3M:2018
Annex A (Normative)
Applicable Provision Requirements When Welding D1 .3
Sheet Steels to D1 .1 Other Steel Product Forms
This Am1ex is part ofthis standard and includes 1nandatory elements for use ,vith this standard.
.
''
'
..
'
'
'
Table A.1
Applicable Provision Requirements When Welding
D1 .3 Sheet Steels to D1 .1 Other Steel Product Forms
Dl.3:20l1
D1.1:20.li
General Provisions
5.3.2 through 5.3.2.5
5.3,3
5.3.4
5.3.5
SMAW- Lo,v-Hydrogen Eleetrode Control
SAW-Eleetrodes and Fluxes
GMAW/FCAW- Eleetrodes
GTAW
L§..6.2
1.7.2
1.7.3(2)
1.7.4
1.7,5(2)
1.7.6(2)
Shielding Gas
Filiei \.Velds
Flare-Bevel-Groove Welds
Are Spot Welds
Are Seam Welds
Are Plug Welds
Design of\Velded Connections
Square Groove We lds in Butt Joints
N/A
N/A
4.2.2/4.3.4
4.2.3/4.3.5
4.2.4/4.3.6
4.2.5/4.3.7
4.2.6/4.3.8
Filiei \.Velds
Flare-Groove Welds
Are Spot Welds
Are Sean1 Weld
Are Plug Welds
Prequalification of WPS
N/A
(Continued)
61
N/A
AWS D1.3/D1.3M:2018
ANNEXA
Table A.1 (Continued)
Applicable Provision Requirements When Welding
D1 .3 Sheet Steels to D1 .1 Other Steel Product Forms
Dl.3:20ll
D l. l :20.li
N/A
N/A
Qualifications
\VPS Qualifieation Tests
Square-Groove Welds in Butt Joints
Fillet Welds
Flare-Groove Welds
6.7.3- Tables 6.1 & 6.4,
Figures 6.2A(2) and 6.2A(4)
6.7.4-Tables 6.1 and 6.4, Figure 6.3B
Are Spot Welds
6.7 .5-Tables 6.1 and 6.4, Figure 6.4
Are Seam Welds
6.7.6- Tables 6. 1 and 6.4, Figure 6.5A
Are Plug Welds
6.7.7- Tables 6.1 and 6.4, Figure 6.6
Essential Variab les
Table 6.2 Items (8), ( 1O), ( 12), ( 13), (25)
Table 4.5, exeept Item (27)
Fabrication
Are Spot Welds
7.4.1
Are Seam Welds
7.4.2
Are Plug Welds
7.4.3
Preheat & Interpass Temperature
Note l
Heat Input-Q & T Steels
5.6 (refer to Note I below
for exeeptions to D 1.1, 5.6)
5.7
Inspection
Visual
Ji. t. l.l
Minimun1 Reinforee1nent- Are Spot & Are Sean1
Undercut-other than Are Spot & Are Seam
Table 6.1 lten1 (7)
Undercut-Arc Spot Welds & Are Semn
8.1.1.4
Weld Profile-Fillet \\leld Face
8.1.l.5
Time of inspeetion
Table 6.1 Item (5)
Stud Welding
Stud w·elding
7
Note:
1. \,Vhen welding "decking" o r roofing in the flat position, using are spot welds, are seain welds, are plug welds, o ra eo111bination of are spot and are
plug welds, lhe rules of D 1. 1/D 1. 1M:2015, 5.6 shall nor apply if the requirements of either: (1) IA, 2, 3, and 4, o r (2) 1B, 2, 3, and 4 are ,ner.
These rufes may be used.for coated, galvanized, or uncoated sheet steel (D/.3) welded to coated, galva11ized or uncoated sh·uctura/ m.aterials (Dl. l)
provided lhe quoli/ication meets the requirements o.f D/.3, Table 6.2 Item (/2). The requirements C>/ Dl.1/DI.IM:2015. 5.14 sha/l 1101 apply
(see C-AnnexA Re(2).
IA. The WPS has been qualified per AWS D1.3/D1. 3M Clause 6 using non-low hydrogen SMA\V eleetrodes and the ambient temperature is
>32º F (Oº C).
1B. The WPS has been qualified per A\VS D 1.3/D 1.3M Clause 6 using SMA\V using low-hydrogen welding eleetrodes or GTAW, GMA\V, FCA\V,
SAW and the an1bient temperature is >Oº F (-18ºC].
2. Tbe produetion \VPS bas been adjusted for temperature below the procedure qualifieation temperature according to AWS D 1.3/ D 1.3M, Clause 1-4
(see conuner11ary reference "Blodgett, O. \V.- Calculated cool ing rates of are spot welds," a paper presented at the 68th A1u1ual AWS Meeting,
Chicago, Ill inois, March 1987) for temperatures to 32°F [Oº C], o r CSTCC Tndustry Research Project No. 180 for temperatures below 32°F [OºC] to
OºF(- 18º C].
3. Combinations of are spot welds and are plug welds have been qua lified as a eombination to ensure that the required are spot weld size has been met.
4. The supporting structural member is listed in D 1.1/D 1.1Nl:2015, Table 3. 1, as a Group I o r li base metal.
62
AWS D1.3/D1.3M:2018
Annex B (lnformative)
Sample Welding Forms
This annex is not part of this standard but is included for informational purposes only.
This annex contains three forn1s that the AWS D I Committee on Structural Welding has approved for the recording of the
"velding procedure qualification test record (PQR), welding procedure specification (WPS), and welder or welding operator qualification test record (WPQR) data required by this code.
It is suggested tbat the qualification informatioo required by this code be recorded on these fonns or similar forms which
have been prepared by the user. Variations ofthese fonns to suit the user's needs are permissible.
63
AWS D1.3/D1.3M:2018
ANNEX B
SAMPLE FORM FOR WELDING PROCEDURE QUALIFICATION RECORO (PQR)
Company Name _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Date _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
POR No. _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Date _ _ _ _ _ _ _ _ _ _ _ __
Welding Procedure Specification No. _ _ _ Rev. _ _ _ _ __
Type _ _ _ _ __
Welding Process(es) _ _ _ _ _ _ _ _ _ _ __
Transfer Mode (GMAW) _ _ _ _ __
(Automatic, Manual, etc.)
JOINT (Table 6.1)
Type of Joint_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
POSITION (Table 1.3)
Position _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Type oi Weld._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Progression (vertical position)
Yes D No □
Backing Material Type _ _ _ _ _ _ _ _ _ _ _ _ __
Up □
Backing
FILLER METAL (Table 1.2)
Specification _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Butt Welded From:
One Side O
Down O
Both Sides O
Classification
BASE METAL (1.4)
Sheet Steel
Supporting Steel
------------------
G AS or GAS Mixture (1.6.6.2)
Composition _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Flow Rate _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Specification
Grade
FLUX (1.6.5.2)
Specification _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Thickness Range
Preparation
Classification _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
COATING(S) (Table 6.2(12)
Coating Type
PREHEATTemperature _ _ _ _ _ _ _ _ _ _ _ _ __
Coating Thickness
lnterpass Temperature _ _ _ _ _ _ _ _ _ _ _ _ _ __
POSTWELD HEATTREATMENT
Temperature _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Time_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
TEST RESULTS (6.7)
V isual Exa mination
Specimen No.
1
2
Appearance
Reinforcement
Cracks
Mechanical Testing
Undercut
Nugget Dia.
Fusion
Cracks
Weld Throat (Tw)
SKETCH OF JOINT DETAILS
Test Conducted By
Date of Test
Lab Test No.
Pass No.
Process
Electrode Size
TECHNIQUE-Welding Characteristics
Current Type
W ire Feed
& Pola ritv
Amneraae
Voltaae
Sneed
Meltino Rate
Travei Speed/Weld
T ime /Snot Welds)
Welder or Welding Operator Name _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
ID No. _ _ _ _ _ _ _ _ __
Date of Qualification _ _ _ _ _ _ _ _ _ __
The undersigned certifies that lhe statements in this record are correct and that lhe test assemblies were prepared, welded, and tested in
conformance with the requirements of Clause 6 of AWS D1 .3/D1 .3M ( _ _,) Structural Weldíng Code - Sheet Steel.
Name/Tille_ _ _ _ _ _ __
Signature_ _ _ _ _ _ __
Form B-1
64
Date_ _ _ _ _ _ __
AWS D1 .3/D1 .3M:2018
ANNEX B
SAMPLE FORM FOR WELDING PROCEDURE SPECIFICATION (WPS)
Company Name_ _ _ _ _ _ _ _ _ _ __
WPS No. _ _ _ _ _ _ _ _ _ _ _ _ __
Rev._ _ _ _ _
Date_ _ _ _ _ _ _ _ _ _ __
Supporting Procedure Qualification Record No. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Welding Process(es} _ _ _ _ _ _ _ _ __
Type______ Transfer Mode (GMAW}_ _ _ __
(Automatic, Manual, etc.)
JOINT (Table 6.1)
Type oi Joint _ _ _ _ _ _ _ _ _ _ _ _ __
Type of Weld _ _ _ _ _ _ _ _ _ _ _ _ __
Backing
Yes D No D
Backing Material Type _ _ _ _ _ _ _ _ _ __
GAS or GAS Mlxture (1 .6.6.2)
Composition _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Flow Rate _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
FLUX (1.6.5.2)
Specification _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Butt Welded From:
One Side D Both Sides D
Classification _ _ _ _ _ _ _ _ _ _ _ _ _ __
POSITION (Table 1.3)
Position _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
PREHEAT (1.1 , 7.4, Annex A)
Preheat Temperatura Min. _ _ _ _ _ _ _ _ _ __
Progression (vertical position)
Up D Down D
Preheat Temperatura Max _ _ _ _ _ _ _ _ _ __
POST WELD HEATTREATMENT
Temperatura _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Time _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
BASE METAL (1 .4}
SKETCH OF JOINT DETAILS
Sheet Steel
Supporting Steel
Specification
Grade
Thickness Range
Preparation
COATING(S) [Table 6.2(12))
Coating Type
Coating Thickness _ _ _ __
FILLER METAL (Table 1.2)
Specification
Classification
GTAW ELECTRODE _ _ _ _ _ _ _ _ _ __
TECHNIQUE-Welding Characteristics
Pass No.
Process
Electrode
Size
Current Type
& Polarity
Amperage
Authorized by _ _ _ _ _ _ _ _ _ _ _ _ __
Name/Title
Voltage
Wire Feed
Speed
Melting
Rate
Travei Speed/
WeldTime
(Spot Welds)
Date _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Form B-2
65
.:
.
..
..
.
.
..
AWS D1.3/D1.3M:2018
ANNEX B
SAMPLE FORM FOR WELOER ANO WELOING OPERATOR PERFORMANCE QUALIFICATION
TEST RECORO (WPQR)
Company Name _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
ID No. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Welder or Welding Operator Name _ _ _ _ _ _ __
Rev. _ _ _ _ _ _ _ __
Type _ _ _ _ _ _ _ __
WPS No. _ _ _ _ _ _ _ __
Welding Process(es) _ _ _ __
Qualification Date _ _ _ _ _ _ _ _ __
Transfer Mode (GMAW) _ _ _ _ _ _ __
(Automatic, Manual, etc.)
VARIABLE
JOINT (Table 6.4)
Joint and Weld per Table 6.4
Backing Material Type (steel, ceramic, etc.)
Butt Welded From: one or both sides
ACTUAL VARIABLE
USED IN QUALIFICATION
POSITION (6.8.1.5, 6.8.1.6, Table 1.3)
Progression for vertical
Up □
Down D
QUALIFICATION RANGE
Up □
Down □
BASE METAL (6.8.1.1)
Specification/Grade
Sheet Steel
Supporting Steel
Thickness
Sheet Steel (6.8.2)
Supporting Steel
COATING(S) [6.8.1.1] Type/Thickness
Sheet Steel
Supporting Steel
FILLER METAL (6.8.1.3, 6.8.1.4)
Specification/ Classification
Size
Group (SMAW)
.:
.
..
'
GAS or GAS Mixture (6.8.1.4)
Composition
FLUX (6.8.1.4)
Specification/Classification
PREHEAT (1 .1, 7.4, Annex A)
Preheat Temperatura Min. _ _ _ _ _ _ _ _ _ _ __
Preheat Temperatura Max. _ _ _ _ _ _ _ _ _ __
TEST RESULTS (6.7)
Visual Examination
Specimen No. Appearance Reinforcement Cracks
Undercut Nugget Dia.
Mechanical Testing
Fusion
Cracks Weld Throat
(T,J
1
2
Test Conducted By_ _ Lab Test No. _ _
Date of Test_ _
The undersigned certifies that the statements in this record are correct and that the test assemblies were prepared,
welded, and tested in conformance with the requ irements oi Clause 6 oi AWS D1 .3/D1 .3M: (_ _} Structural Welding
Code - Sheet Steel.
Name/Title _ _ _ _ _ _ __
Signature _ _ _ _ _ _ __
Form B-3
66
Date_ _ _ _ _ _ __
AWS D1.3/D1.3M:2018
Annex C (lnformative)
Requesting an Official lnterpretation on
an AWS Standard
This annex is not part of this standard but is included for informational purposes only.
Cl. Introduction
T he following procedures are here to assist standard users in submitting successful requests for official interpretations to
AWS standards. Requests from the general public submitted to AWS staff or committee members that do not follo,v these
rules may be returned to the sender unanswered. AWS reserves the right to decline ans\vering specific requests; if AWS
declines a request, AWS will provide the reason to the individual ,vhy the request ,vas declined.
C2. Limitations
The activities of AWS technical co1nrnittees regarding interpretations are lünited strictly to the interpretation of provisions of standards prepared by the committees. Neither AWS staff nor the committees are in a position to ofter interpretive or consulting services 011 (l) specific engineering proble1ns, (2) requirements of standards applied to fabrications
outside the scope of the document, or (3) points not specifically covered by the standard. ln such cases, the inquirer
should seek assistance from a competent engineer experienced in the particular field of interest.
C3. General Procedure for ali Requests
C3.1 Submission. Ali requests shall be sent to the Managing Director of AWS Standards Development. For efficient
handling, it is preferred that ali requests should be submitted electronically through standards@ aws.org. Alten1atively,
requests may be 1nailed to:
Managing Director
Standards Development
American Welding Society
8669 NW 36 St, # 130
Mia1ni, FL 33166
C3.2 Contact Information. Ali inquiries shall contain the name, address, e1nail, phone number, and employer of the
.
.
rnqurrer.
C3.3 Scope. Each inquiry shall address one single provision ofthe standard unless the issue in question involves two or
more inten·elated provisions. The provision(s) shall be identified in the scope ofthe request along with the edition ofthe
standard (e.g., Dl.3/ Dl.3M:2018) that contains the provision(s) the inquirer is addressing.
C3.4 Qucstion(s). Ali requests shall be stated in the form ofa question that can be answered 'yes' or 'no'. The request
shall be concise, yet complete enough to enable the committee to understand the point ofthe issue in question. When the
point is not clearly defined, the request v.1 ill be returned for clarification. Sketches should be used whenever appropriate,
and ali paragraphs, figures, and tables (or annexes) that bear 011 the issue in question shall be cited.
67
AWS D1.3/D1.3M:2018
ANNEXC
C3.5 Proposed Answcr(s). The inquirer shall provide proposed answer(s) to their O\Vn question(s).
C3.6 Background. Additional information on the topic may be provided but is not necessary. The question(s) and
proposed ansv.1er(s) above shall stand on their o,vn without the need for additional background information.
C4. AWS Policy on Interpretations
The American Welding Society (AWS) Board of Directors has adopted a policy v.1hereby ali official interpretations of
AWS standards are handled in a formal mallller. Under this policy, ali official interpretations are approved by the technical com1nittee that is respoosible for the standard.
Communication conceming an official interpretation is directed through the AWS staff member who ,vorks \Vith that
technical committee. The policy requires that ali requests for an official interpretation be submitted in writing. Such
requests will be handled as expeditiously as possible, but dueto the procedures that must be follo,ved, some requests for
an official interpretation may take considerable time to complete.
CS. AWS Response to Requests
Upon approval by the committee, the interpretation is an official interpretation of the Society, and AWS shall transmit the
response to the inquirer, publish it in the Welding Journal, and post it oo the AWS website.
C6. Telephone Inquiries
Telephone inquiries to AWS Headqua11ers concerning AWS standards should be limited to questions of a general nature
or to matters directly related to the use of the standard. The AWS Board Policy Manual requires that ali AWS staff members respond to a telephone request for an official interpretation of any AWS standard v.1 ith the information that such an
interpretation can be obtained only through a written request. Headquarters staff cannot provide consulting services.
However, the staff can refer a caller to any of those consultants \vhose names are on file at AWS Headquarters.
·,
68
AWS D1.3/D1 .3M:2018
º
Annex (lnformative)
Gage Numbers and Equivalent Thicknesses
This annex is not part of this standard but is included for informational purposes only.
Table D.1
Gage Numbers and Equivalent Thicknesses Hot-Rolled and
Cold-Rolled Sheet
Thickness Equiva lent
Manufacturer's Standard Gage Number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
111
mm
0.2391
0.2242
0.2092
0.1943
0.1793
0.1644
o. 1495
0.1345
0. 1196
0.1046
0.0897
0.0747
0.0673
0.0598
0.0538
0.0478
0.04 18
0.0359
0.0329
0.0299
0.0269
0.0239
0.0209
0.0179
0.0164
0.0149
6.073
5.695
5.314
4.935
4.554
4.176
3.800
3.416
3.038
2.657
2.278
1.900
l.709
1.519
l.366
l.214
1.062
0.912
0.836
0.759
0.660
0.607
0.531
0.455
0.417
0.378
Note: Table D. I is for infonnation on ly. T his product is comn1on ly specified to decimal thickness, not to gage
number.
69
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:
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.
AWS D1.3/D1.3M:2018
ANNEX D
Table -º·2
Gage Numbers and Equivalent Thicknesses
Galvanized Sheet
Thick:ness Equivalent
Galvanized Sheet Gage Number
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
m
mm
O. 1681
0.1532
0.1382
0.1233
0.1084
0.0934
0.0785
0.0710
0.0635
0.0575
0.0516
0.0456
0.0396
0.0366
0.0336
0.0306
0.0276
0.0247
0.0217
0.0202
0.0187
O.OI 72
0.0157
0.0142
0.0134
4.270
3.891
3.510
3.132
2.753
2.372
1.993
l.803
1.613
l.460
1.311
1.158
1.006
0.930
0.853
0.777
0.701
0.627
0.551
0.513
0.475
0.437
0.399
0.361
0.340
Note: Table 0 .2 is for information only. This product is commonly speci fied to decimal
thickness, not to gage number
70
AWS D1.3/D1 .3M:2018
Annex E (lnformative)
Reference Documents
This annex is not part of this standard but is included for informational purposes only.
American Welding Society (AWS) Welding Journal Articles:
Omer W. Blodgett, "Calculated Cooling Rates of Are Spot Welds" AWS Welding Journal, 66, no. 12, (Dece1nber
1987):17-31.
American lnstitute of Steel Construction (AISC) Standards:
(1) AISC 360 SJJecification o_f Structural Steel Buildings
American National Standards Institute (ANSI) document:
( 1) ANSI 249.1, Safety in Welding, Cutting, and Allied Processes
Papers/Research Projects:
(1) Blodgett, O. W. "Calculated Cooling Rates of Are Spot Welds" (paper presented at the 68th am1ualAWS Meeting,
Chicago, Illinois, March 1987.
(2) Strength c,j'Arc Spot Welds in Sheet Steel Construction- CISCC INDUS.T RYRESEARCH PROJECT 175 (1978) .
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Commentary on
Structural Welding Code Sheet Steel
6th Edition
Prepared by the
AWS D I Committee on Structural Welding
Under the Direction ofthe
A'vVS Technical Activities Committee
Approved by the
AWS Board of Directors
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Commentary on
Structural Welding Code - Sheet Steel
f,lOTE: All re.ferences to nu,nbered subclauses, tables, and.figures, unless other,vise indicated, r~fer to subclauses, tables,
or figures in AWS Dl.3/Dl.3M:2018, Structural Welding Code-Sheet Steel. References to subclauses, tables, ar.figures
in this Con11nentary are prefzxed ,vith a C-.
C-1. General Requirements
The purpose of the commentary is to provi de infonnation and background data supporting the provisions of some elauses
of this specification. These ela uses are duly identified.
C-1.1 Scope
ln terms of types of "velds, this specification covers the following:
( l) Welds custo,narily used in production work
(2) Welds for which conventional methods of measuring sizes ca1u1ot be used.
NOTE: The constructive response ofthe users (designers, fabricators, etc.) in each ofthe areas covered by the spec{fication is greatfy encouraged.
The following will amplify the above statements.
By definition, a plug weld is a circular weld in a lap joint made through a hole in one member. ln this specification, the
equivalent provisions are also made for are spot welds; these are circular welds fused through one sheet onto supporting
material without the use of a hole. To obtain proper penetration and fusion between the rn,o materiais, it is necessary to
use sufficient welding cu1Tent.
Also, the size of a filiei weld in a T-con1er, or lap joint in thick material can be measured with suitable gages, and the
allowable load capacity is based on the theoretical throat which is the shortest distance between the root of the joint, and
the face of the diagrammatic weld. ln this case, it is assumed that the ,veld is as strong as the material to which it is
attached because of tbe relatively deeper penetration; therefore, tbe allo,vable load capacity of the joint will essentially
depend upon the thickness ofthe material, its strength, and the length ofthe weld.
C-1 .6.2 Other Base Metal/Filler Metal Combinations. The use of undermatching filler metais is an accepted
practice in the installation of steel deck in buildings and other structural applications. Attention should be paid by the
Engineer to calculate the strength of the welds.
C-1 .6.4.1 AWS Specification. A\:VS AS. l/AS.lM and AWS AS.5/AS.SM specifications cover mild steel and lowalloy electrodes.
lt is possible to produce satisfactory welds in sheet metal "vith electrodes of many types. However, some electrode classifications have better penetration tban others and assist naturally io 1naking are spot ,velds and are seam ,velds. Other
electrode classifications are noted for their limited penetration and lesser tendency for undercutting and, therefore, would
perform better on fillet and flare-groove \Velds on thinner materiais.
C-1 .6.4.3 Nonlo,v-Hydroi:en Electrodes. Nonlow-hydrogen electrodes may be used for are spot, seam and plug
"velds. These welds and electrodes are most co1nmonly used for attaching sheet steel deck to structural steel in building
construction.
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C-f. Design of Welded Connections
C-4.2. Alterna te Allowable Load Capacities in Weld Joints
Subclauses 4.2.1. 4.2.2, 4.2.3, 4.2.4, and 4.2.5 may be substituted by the applicable section of AISI S 100 Speci.fication
_for the Design o,f Cold-Formed Steel Structural Me,nbers.
AWS D1.3/Dl.3M Subclauses
AISI S100 Section
4.2.1 Square Groove Welds
4.2.2 Fil.let Welds
4.2.3 Flare Groove Welds
4.2.4 Are Spot \Velds
4.2.5 Are Sea1n Welds
J2. J Groove Welds in Butt Joints
12.5 Fillet \Velds
J2.6 Flare Groove Welds
J2.2 Are Spot Welds
J2.3 Are Seam Welds
C-i.2.2 Fillet Welds. Prese11tly, the allowable stress for fillet welds i11 static applicatio11s other tha11 i11 sheet steel is
based 011 0.30 ofthe minünum specified te11sile strength ofthe weld n1etal (0.30 FXX). This stress is assun1ed to be applied
on the throat of the fillet (t) irrespective of the directio11 of the applied loads. For fusio11 faces having a11 i11cluded a11gle
of 90º, the throat (t) is equal to 0.707 tünes the leg size (,v). The allowable shear stress of the throat of the "veld is Fw =
0.30 (Fxx) (see Figure C-4.l). Ho\vever, AWS Dl. 1/Dl.lM, Structural Welding Code-Steel, also recognizes that the
allo\vable stress of the attaching plate shall not be exceeded.
However, the behavior of fillet welded joints in sheet steel is markedly different. The strength of the \Veld does not usually
govern the capacity ofthe joint, because it usually has a strength greater than the sheet steel. This is dueto the \veld metal
having typically greater stre11gth than the sheet steel, to the large amount of penetration (in T-joints), and to typically
convex \veld profile. For this reason, calculatio11s ofthe load capacity of a fillet-welded joint in sheet steel are based on
thick11ess and on the specified mi11ünum tensile strength of the sheet steel ünmediately adjacent to the weld (see Figure
C-.1_.2 and Equations (1), (2), and (3), which give the load capacities for suchjoi11ts). Equatio11s (1), (2), a11d (3) have been
established as result of research conducted 011 galvanized sheet steel lap joints vvhere the 1naximun1 thickness of the cover
sheet "vas 12 Ga. (0.108 in) [2.74 mm].
Research data have indicated that in longitudinally loaded fillet welds, the unit load capacity for shorter fillet welds is
greater than that calculated in Equation (3) and has led to the empírica! Equation (2). Equation (4) covers cases \Vhere
joint capacity is governed by weld strength. The relation t'" < t may occur in T-joints and in lap joints, especially in cases
where cover plate is thicker than 12 Ga. (0.108 in) [2.74 mm] and s ingle pass \Veld is used.
C-4.2.4 Are Spot Welds. As already noted in C-1 .1 , an are spot weld resembles a plug \veld 011 plate, except that the
sheet material is not punched and the weld metal is fused through the sheet i11to the supporting material or member. For
plate ~,etdi11g, the strength of a plug \veld depends upon the cross-sectio11al area of the weld fused with the surface of the
supporting me1nber. For sheet steel welding, the ratio of the diameter of the weld to the thickness of sheet n1aterial is
1nany times larger than that applicable to a plug ,veld in plate welding. Any strength calculation based upon this area
would be larger than the actual strength ofthe joint because failure "vould occur by the tearing ofthe sheet from the weld.
For this reasou, the load capacity of an are spot weld in sheet steel is based on some measurement of the diameter of the
weld, and the thickness and strength ofthe sheet steeL This fact has been confirmed by actual testing oftbe \velds.
The sheet steel around the circumference ofthe are spot weld is subjected to various stresses as it sets upa resisting force.
The stress in the material is a tensile stress at the leading edge, becoming a shear stress along the sides, and eventually,
becoming a compressive stress at the trailing edge of the weld. With progressively increasing loads , the tensile stress at
the leading edge will cause transverse tearing to occur in the materiais next to the weld and will extend it across the material, leading to eventual failure [see Figure C-§. (A)].
If the sheet steel is sufficiently thin, there may be a tendency for it to buckle near the trailing edge of the are spot weld.
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This will decrease the resisting force of the joint, and failure will occur initially by tension at the leading edge and, then,
tearing out in shear along the sides [see Figure C-4.3 (B)]. Evidence obtained from conducted tests suggests that this
buckling condition occurs \Vhen the follo"ving relationship exists:
d
t
240
Fll
-2:-
There are three equations \vith a transition at:
d _ 140 and d = 240
t
F,,
t
F,,
The diameter of the fused section of the weld at the face of supporting material (d)
is less than the surface diameter (d)
e
ofthe are spot ~reld. Since the surface ofthe weld is the only portion accessible for measurement, some reduction ofthis
measurement must be made \vhen calculating the load capacity of the weld.
A convenient way to affect this reduction, showing good correlation \vith test results, is to subtract one thickness (t) from
the outside diameter ofthe weld (d) [see Figure C-1.3 (C)].
ln the case of a double thickness of material, this reduction of the outside dian1eter of weld (d) amounts to twice the combined thickness of the 1naterial (t) [see Figure C-4.3 (D)]. Such reduction provides a slope of 45° at the top of the weld.
For a given overall thickness, there is less heat transferred through a double sheet than through a single sheet. For this
reason, the average diameter (dª) and the effective dian1eter, (de) will be smaller when a double sheet is used.
If sheet steel is galvanized, the thickness of galvanizing should be deducted from the overall thickness of the sheet. If the
thickness ofthe galvanizing is not sho\vn, an arbitra,y 0.0015 in (0.04 mm] should be deducted from the thickness of each
sheet.
ln cases where the effective \vidth of the are sea1n weld becomes too small, as shown in Figure C,4.4, it is possible for
the ~,eld to shear out ofthe base ,neta!. The following equation provides a lower bound, intended to preclude such failure.
p = [ (de)2 + Lde]p
4
3
XX
where
de = 0.7d - 1.5t
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CRITICAL SECTION
tw= 0.707 W
tw
Fw = 0.30 (Fxx)
1 '
1 ',,.
1 /
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w
Figure C-f.1-Allowable Stress for Fillet Welds
;
CRITICAL SECTION
T
....
'
'
t
'
·,
SHEET IN TENSION
SHEET IN SHEAR
P = 0.4 t(L) Fu
P = 0.3 t(L) Fu
WHERE: t = THICKNESS OF SHEET STEEL (in) [mm]
L = LENGTH OF WELDED JOINT (in) [mm]
Fu = SPECIFIED MINIMUM ULTIMATE TENSILE
STRENGTH OF SHEET STEEL (ksi) [MPa]
Figure C-f.2-Load Capacity of Fillet Welds
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TENSION ,
SHEET STEEL
TENSION , ._ _ ........._
....__ ~ SHEAR
WELD
SHEAR~~-
._--..:::!'---.SH EAR
........ '-:
WELD
SHEAR~ -...... ........._
t
(A) TENSION, COMPRESSION AND
SHEAR STRESS
(B) TENSION AND SHEAR STRESS
c=d~
,----+-------------~---~
r----,r::-..-.:.-:.:
: . --:.:-::..:::-~---_,
d8 =d- 2t
de = 0.7d- 1.5t
d8 =d- t
de = 0.7d- 1.5t
(C) SINGLE THICKNESS OF SHEET
(D) DOUBLE THICKNESS OF SHEET
Figure C-~.3- Arc Spot Welds
Figure C-~.4 Are Seam Weld in a Supporting Plate
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C-~- Workmanship
C-~-~ Essential Variable Limitations
NOTE: Perrnissible ranges for variations of other variables have not been introduced into this code at this tin1e. This
omission is due to insufficient data available to support such ranges. It is anticipated that the use of this code vvill result
in the flow of information which \\'ili eventually provide a basis for approp1iate n1odifications.
C-~-1-~ Are Spot Welds. The objective of the requirement of 6.7.5 is to check on the ability of the electrode to
produce sound \velds in rapid succession at elevated current leveis characte1istic of currents used in making spot v.relds.
At the relatively high current, the coating of some covered electrodes may break do,vn and, as a result, produce penetration
more shallow than that required. This tendency may be rectified by limiting the number of\velds made in rapid succession
\vith one electrode.
The required cun·ent levei shall have been established during the procedure qualification testing program. The current
shall be used to measure the electrode 1nelting rate as described here, which shall therefore be used to give evidence that
the proper current levei is being used in production welding.
C-6.7.5.4 SMAW Melting Rate. Melting rate as a method of measuring \\'elding current has long been in use.
Many published shielded n1etal are welding (SMAW) procedures still include the melting rate (M) along with the welding
cun·ent and other data needed.
Once the welding current for a given size and classification of SMAW electrode has been established, the ,velder should
place a new electrode into its holder. The welder should proceed to weld at this current levei for one minute (60 seconds)
and then measw·e the length of electrode melted during this time interval. This can easily be done by placing a steel measw·ing tape along the electrode stub, as sho\Vll in Figure C-§.. 1. The tape is positioned so that the number representing the
initial length of the electrode is lined up with the end of the electrode in the holder (position 1). The number on the side
which is opposite the melted end of the electrode should then be read (position 2). This number represents the electrode
melting rate in inches per 111inute, and is designated (M).
For most welding procedures on sheet steel, it ,vill take less than 60 seconds to melt off the electrode. ln such a case, a
shorter welding time should be used. For example, the electrode may be melted for 30 seconds, and the melted length of
electrode should be multiplied by two. A 20 second period may be used \Vith a multiplier ofthree, ora 15 second period,
\vith a multiplication factor of four.
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SET END OF ELECTRODE
ON 14 in [645 mm) FOR 14 in
[645 mm] LONG ELECTRODE
MELTING RATE (M)
HERE
2
o
1
2
3
4
5
6
7
8
9
10
11
12
13
14
r ----------------------------------------STEEL
MEASURING
TAPE
WELDING ELECTRODE
ELECTRODE HOLDER
Figure C-~.1-Melting Rate Measurement lllustrated
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C-7.
- Fabrication
C-7.2 Preparation of Base Metal
C-7.2.1 General. For quality welds. base 1netal cleanliness is in1portant. I-Iowever. it is neither required nor necessary
for base metal to be perfectly clean before vvelds are made. It is difficult both to establish quantifiable limits of cleanliness
and to n1easure to those limits. therefore this provision uses the practical standard ofthe resultant weld quality. Ifthe base
metal is sufficiently clean soas to facilitate a \.veld to be made that meets the requirements ofthis code. it is clean enough.
Ifthe resultant welds do not meet the quality requirements ofthis code. cleaner base metal may be required.
C-7.2.2 Mill-Tndueed Surfaee Defeets. The base metal to ,vhich welds are attaehed must be sufficiently sound soas
to not affeet the strength of the eonnection. Base metal defeets may be repaired prior to the deposition of the preseribed
weld. This elause does not limit base metal repairs by welding. Defeets that may be exposed on cut edges are governed
by clause 7 .2.1.
C-7.2.3 Seale and Rust. Exeessive rust or scale ean negatively affeet weld quality. The eode pennits welding on
surfaces that eontain mill seale. providing both:
1)
the mill scale re1nains intact after wire brushing and
2)
the resultant weld quality is not adversely affeeted. See C-7.2. l
C-7.2.4 Foreii:n materiais. This elause prohibits volumetrie {three dimensional) quantities of contaminants to be left
in plaee on the surfaee to be welded and adjaeent areas. Surfaees eonta1ninated by the materiais listed in Clause 7.2.4.1
1nust be eleaned, sueh as by wiping prior to ,velding. Speeial eonsideration should be given to the remova! of surfaee
eonta1ninants eontaining hydroearbons or eondensed moistw·e, as the hydrogen released into the molten weld pool ean
cause serious weld imperfections. e.g.• craeking. Toe eleaning operations. which 1nay involve just wiping. need not
remove ali foreign conta1ninants nor do they require the use of solvents; welding through thin layers of remaining
eontaminants is aeeeptable if the applicable quality requirements of this eode are 111et.
C-7.3 Assembly
C-1.3.1 Joint Detail Positions. Position of welding. The sketehes in Figure C-7. l should assist io the proper
understanding of the positions of welding.
C-1.3.3 Baekinf,!. Com1nereially available baeking rings are eommonly made of ASTM A 109 Temper 3 or 4.
C-1.4 Allo,vable Deviation from WPS for Lol, er Temperatures using Annex A, Note 1.
1
These adjustments to WPSs qualified at roo1n temperature and applied a mueh lower temperature are based on the
"Caleulated Cooling Rates of Are Spot Welds" ,vork by Omer Blodgett. l n the referenced works perfon11ed in Canada, it
was found thal it was not al"vays possible to inerease lhe welding eu1Tenl for a given ,velding eleetrode size lhe arnounl
necessary to achieve the required ,velding current increase for the lo,ver temperature. This should be considered when
extending tbe application temperature range. For are spot \velds and are plug \velds, tbe best solulion may be a co1nbination
of inereased current and increased weld time. For are seam welds, lhe best solution may be a eombination of inereased
\velding eurrent and deereased travei speed.
C-1.4.1 and C-1.4.2 Are Spot and Are Seam Welds. Are spot welding and are seam \velding are eommonly used to
attaeh sheet steel 1naterial, sueh as roof deeking and floor deeking, to thieker st1uetw·al me1nbers. Preheating is generally
not used. A number of research studies 1 on are spot welds have been 1nade by the Canadian Sheet Steel Industries
1
Thorn, K., et ai. Fracture tests 011 are spot welds. Report RC163 for Canadian Sheet Steel Building Jnstitute. Oakville, Ontario:
\Velding Jnstitute of Canada, May 1986.
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Construction Council, the Canadian Sheet Steel Building lnstitute, and the Welding Institute of Canada to determine the
strength ofv;elds and their effect on the strength and fracn1re resistance ofthe underlying structural steel.
Computer analysis2 has sho\vn the sarne cooling rate v.1 ill be obtained down to 32º F [Oº C] by increasing the welding time
by 20% or by increasing the amperage settings by 10%.
2
Blodgett, O. W. Calculated cooling rates o.f are spot we/ds. Paper presented at 68th Annual A\VS Meeting, Chicago, Illinois. March
1987.
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(A) FLAT
( B) HORIZONTAL
(C) VERTICAL
(D) OVERHEAD
Figure C-1.1-Positions ofWelding
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C-Annex A
C-A. Applicable Provision Requirements When Welding D1.3 Sheet Steels to D1 .1 Other Steel
Product Forms
Subclause l. l and Annex A address the sitnultaneous application of the AWS DI .3/D l .3M and AWS D l. l /D l . IM codes
to the welding of sheet steel to structural steel. Subclause l. l and Annex A clearly specify the relationships between AWS
D l.3/Dl.3M and AWS Dl.1/Dl.lM . The exemptions to A\VS Dl.l/Dl.lM are clearly defined and based on specific
connection tests (tbe referenced ,vorks) and associated years of service of existing fabricated structures. These specific
connection tests indicate that ifwelding procedures are kept w ithin the allo\vances of Annex A, welding at ambient temperatures >OºF [-18ºC] will provide sound welds. Experience with these procedures and contrais indicates that these
temperatures are adequate to avoid localized cracking or excessive hardness and adding preheat is not justified (see
References l , 2, 3, and 4).
References
1. Blodgett, O. W. Caleulated cooling rates oj·are spot ,velds. Paper presented at 68th Annual AWS Meeting, Chicago,
Illinois. March 1987.
2. Strength of Are Spot Welds in Sheet Steel Construetion-CISCC lndustry Research Project 175 (1978).
3. Study of Hardness and Cooling Rates in Are Spot fVe/ds-Canadian Sheet Steel Building lnstitute (1980).
4. Fraeture Tests on Are Spot Welds- Report RC163-
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List of AWS Documents on Structural Welding
Designation
Title
Dl. 1/Dl.lM
Structural Welding Code-Steel
Dl.2/Dl.2M
Structural Welding Code- Alu1ninun1
D1.3/D l.3M
S tructural Welding Code- Sheet Steel
Dl.4/D l.4M
Structural Welding Code-Rein;(orcing Steel
DJ .5/D1 .SM
.B ridge Welding Code
OI .6/D1 .6M
Structural Welding Code-Stainless Steel
Dl.7/Dl.7M
Guide.for Strengthening and Repairing Existing Structures
DJ.8/DI.8M
Structural Welding Code-Seistnic Supple1nent
D1.9/Dl.9M
S tructural TiVelding Code- Titaniurn
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