AWS 01.1/01.1 M:2008
An American National Standard
Approved by the
American National Standards Institute
JUly 2,2008
Structu'ral Welding CodeSteel
21 st Edition
Supersedes AWS Dl.l/D1.1M:2006
Prepared by the
American Welding Society CAWS) Dl Committee on Structural Welding
Under the Direction of the
AWS Technical Activities Committee
Approved by the
AWS Board of Directors
Abstract
This code covers the welding requirements for any type of welded structure made from the commonly used carbon and
low-alloy constructional steels. Clauses I through 8 constitute a body of rules for the regulation of welding in steel
construction. There are eight normative and twelve informative annexes in this code. A Commentary of the code is
included with the document.
. E
(!!9
Reproduced by
World Engineerin.g Xchange
With the Permission of
AWS Under Royalty Agreement
AWS 01.1/01.1 M:2008
International Standard Book Number: 978-0-87171-090-1
American Welding Society
550 N.W. Lejeune Road, Miami, FL 33126
© 2008 by American Welding Society
All rights reserved
Printed in Canada
Photocopy Rights. No portio.n of this standard may be reproduced, stored in a retrieval system, or transmitted in any
form, including mechanical, photocopying, recording, or otherwise, without the prior written permission of the copyright
owner.
Authorization to photocopy items for internal, personal, or educational classroom use only or the internal, personal, or
educational classroom use only of specific clients is granted by the American Welding Society provided that the appropriate(\
fee is paid to the Copyright Clearance Center, 222 Rosewood Drive, Danvers, MA 01923, tel: (978) 750-8400; Internet:
<www.copyright.com>.
\J
ii
AWS D1.1/D1.1 M:2008
Statement on the Use of American Welding Society Standards
All standards (codes, specifications, recommended practices, methods, classifications, and guides) of the American
Welding Society (AWS) are voluntary consensus standards that have been developed in accordance with the rules of the
American National Standards Institute (ANSI). When AWS American National Standards are either incorporated in, or
made part of, documents that are included in federal or state laws and regulations, or the regulations of other governmental bodies, their provisions carry the full legal authority of the statute. In such cases, any changes in those AWS
standards must be approved by the governmental body having statutory jurisdiction before they can become a part of
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that invokes the AWS standards. Where this contractual relationship exists, changes in or deviations from requirements
of an AWS standard must be by agreement between the contracting parties.
AWS American National Standards are developed through a consensus standards development process that brings
together volunteers representing varied viewpoints and interests to achieve consensus. While the AWS administers the
process and establishes rules to promote fairness in the development of consensus, it does not independently test, evaluate, or verify the accuracy of any information or the soundness of any judgments contained in its standards.
AWS disclaims liabiljty for any injury to persons or to property, or other damages of any nature whatsoever, whether
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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 name. Users of this standard accept
any and all liabilities for infringement of any patent or trade name items. AWS disclaims liability for the infringement of
any patent or product trade name resulting from the use of this standard.
Finally, the AWS does not monitor, police, or enforce compliance with this standard, nor does it have the power to do so.
On occasion, text, tables, or figures are printed incorrectly, constituting errata. Such errata, when discovered, are posted
on the AWS web page (www.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, Technical Services Division, 550 N.W. Lejeune Road, Miami, FL 33126 (see Annex 0).
With regard to technical inquiries made concerning AWS standards, oral opinions on AWS standards may be rendered.
These opinions are offered solely as a convenience to users of this standard, and they do not constitute professional
advice. Such opinions represent only the personal opinions of the particular individuals giving them. These individuals
do not speak on behalf of AWS, nor do these oral opinions constitute official or unofficial opinions or interpretations of
AWS. In addition, oral opinions are informal and should not be used as a substitute for an official interpretation.
This standard is subject to revision at any time by the AWS Dl Committee on Structural Welding. It must be reviewed
every five years, and if not revised, it must be either reaffirmed or withdrawn. Comments (recommendations, additions,
or deletions) and any pertinent data that may be of use in improving this standard are required and should be addressed
to AWS Headquarters. Such comments will receive careful consideration by the AWS Dl Committee on Structural
Welding and the author of the comments will be informed of the Committee's response to the comments. Guests are
invited to attend all meetings of the AWS D 1 Committee on Structural Welding to express their comments verbally.
Procedures for appeal of an adverse decision concerning all such comments are provided in the Rules of Operation of
the Technical Activities Committee. A copy of these Rules can be obtained from the American Welding Society, 550
N.W. Lejeune Road, Miami, FL 33126.
iii
AWS D1.1/D1.1 M:2008
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iv
AWS D1.1/D1.1 M:2008
Personnel
A WS Dl Committee on Structural Welding
Rager Consulting, Incorporated
The Lincoln Electric Company
Alstom Power, Incorporated
American Welding Society
STV, Incorporated
The Lincoln Electric Company
Acute Technological Services
Strocal, Incorporated
Walt Disney World Company
Parker Drilling
Team Industries, Incorporated
Exelon Nuclear Corporation
Consultant
Massachusetts Highway Department
Modjeski and Masters, Incorporated
Shell International E & P
ConocoPhillips Company
Genesis Quality Systems
American Engineering & Manufacturing, Incorporated
Butler Manufacturing Company
Inspectech Consulting and Testing
Canadian Welding Bureau
Department of the Army
MHP Systems Engineering
Mayes Testing Engineers, Incorporated
D L McQuaid and Associates, Incorporated
High Steel Structures, Incorporated
MACTEC, Incorporated
Minnesota Department of Transportation
LTK Engineering Services
ITW, Hobart Brothers Company
J. W. Post and Associates, Incorporated
American Institute of Steel Construction
PSI
URS-Washington Division
Steel Structures Technology Center, Incorporated
Greenman-Pederson, Incorporated
Massachusetts Highway Department (Retired)
Massachusetts Highway Department
Federal Highway Administration
Advantage Aviation Technologies
D. D. Rager, Chair
D. K. Miller, 1st Vice Chair
A. W. Sindel, 2nd Vice Chair
S. Morales, Secretary
N. J. Altebrando
F. G. Armao
E. L. Bickford
F. C. Breismeister
B. M. Butler
H. H. Campbell, III
L. E. Collins
R. B. Corbit
R. A. Dennis
M. A. Grieco
C. W. Holmes
J. J. Kenney
J. H. Kiefer
V.Kuruvilla
J. Lawmon
D. R. Lawrence, n
N. S. Lindell
D. R. Luciani
S. L. Luckowski
P. W. Marshall
M.J. Mayes
D. L. McQuaid
R. D. Medlock
J. Merrill
T. L. Niemann
J. B. Pearson
D. C. Phillips
J. W. Post
T. Schlafly
D. R. Scott
D. A. Shapira
R. E. Shaw, Jr.
R. W. Stieve
P. J. Sullivan
M. M. Tayarani
K. K. Verma
B. D. Wright
v
AWS 01.1/01.1 M:2008
Advisors to the AWS Dl Committee on Structural Welding
W. G. Alexander
E. M. Beck
O. W. Blodgett
M. V. Davis
G. L. Fox
G. J. Hill
M. L. Hoitomt
W. A. Milek, Jr.
J. E. Myers
WGAPE
MACTEC, Incorporated
The Lincoln Electric Company
Consultant
Consuftant
G. J. Hill and Associates, Incorporated
Hoitomt Consulting Services
Consultant
Consuftant
AWS DIQ Subcommittee on Steel
D. D. Rager, Chair
T. Schlafly, Vice C,hair
S. Morales, Secretary
N. J. Altebrando
M. Bemasek
E. L. Bickford
B. M. Butler
1. W. Cagle
B. Capers
H. H. Campbell, III
L. E. Collins
R. A. Dennis
D. A. Dunn
K. R. Fogleman
J. Guili
M.J.Jordan
J. J. Kenney
J. H. Kiefer
L. A. Kloiber
S. W. Kopp
J. E. Koski
V.Kuruvilla
K. Landwehr
D. R. Lawrence, II
D. R. Luciani
P. W. Marshall
R. P. Marslender
G. S. Martin
M.J.Mayes
R. D. Medlock
J. Merrill
J. 1. Miller
S. P. Moran
J. C. Nordby
J. A. Packer
F. J. Palmer
J. W. Post
D. R. Scott
J. G. Shaw
R. E. Shaw, Jr.
A. W. Sindel
Rager Consulting, Incorporated
American Institute ofSteel Construction
American Welding Society
STV, Incorporated
C-spec
Acute Technological Services
Walt Disney World Company
C P Buckner Steel Erection, Incorporated
Walt Disney World Company
Parker Drilling
Team Industries, Incorporated
Consultant
PSI
Valmont Industries
Tru-Weld Equipment Company
Johnson Plate and Tower Fabrication
Shell International E & P
ConocoPhillips Company
Lejeune Steel Company
High Steel Structures
Stud Welding Products, Incorporated
Genesis Quality Systems
Schuff Steel Company
Butler Manufacturing Company
Canadian Welding Bureau
MHP Systems Engineering .."
Kiewit Offshore Services, LTD
GEEnergy
Mayes Testing Engineers, Incorporated
High Steel Structures, Incorporated
MACTEC, Incorporated
J. I. Miller Consulting
Hobart Brothers
Entergy
University of Toronto
Steel Tube Institute
J. W. Post and Associates, Incorporated
PSI
WSP Mountain Enterprises, Incorporated
Steel Structures Technology Center, Incorporated
Alstom Power, Incorporated
vi
AWS D1.1/D1.1 M:2008
AWS DIQ Subcommittee on Steel (Continued)
R. W. Stieve
S. R. Swartz, Jr.
S. J. Thomas
w. A. Thornton
R. H. R. Tide
P. Workman
Greenman-Pederson, Incorporated
New Age Fastening Systems, Incorporated
VP Buildings, Incorporated
Cives Corporation
Wiss, Janney, Elstner Associates
Tru-Weld
Advisors to the AWS DIQ Committee on Steel
H C Nutting I A Terracon Company
Strocal, Incorporated
Nelson Stud Welding
Exelon Nuclear Corporation
Texas Department of Transportation
Massachusetts Highway Department
Idaho National Laboratory
The Lincoln Electric Company
High Steel Structures
G. J. Hill and Associates, Incorporated
Modjeski and Masters, Incorporated
Bombardier Transportation
Inspectech Consulting and Testing
Caterpillar, Incorporated
D L McQuaid and Associates, Incorporated
PDM Bridge, Eau Clair Wisc
Consultant
The Lincoln Electric Company
Cives Steel Company
LTK Engineering Services
ITW, Hobart Brothers Company
U.S. Army Corps ofEngineers
URS-Washington Division
Massachusetts Highway Department (Retired)
Massachusetts Highway Department
Waukesha County Tech College
Federal Highway Administration
Canadian Welding Bureau
Ohmstede Ltd.
U. W. Aschemeier
F. C. Breismeister
H. A. Chambers
R. B. Corbit
H. E. Gilmer
M. A. Grieco
M. J. Harker
C. W. Hayes
C. R. Hess
G. J. Hill
C. W. Holmes
W. Jaxa-Rozen
N. S. Lindell
H. W. Ludewig
D. L. McQuaid
1. K. Mieseke
W. A. Milek, Jr.
D. K. Miller
L. Muir
J. B. Pearson
D. C. Phillips
J. Ross
D. A. Shapira
P. J. Sullivan
M. M. Tayarani
J. L. Uebele
K. K. Verma
D. G. Yantz
O. Zollinger
AWS DIQ Subcommittee Task Group on Design
B. M. Butler, Chair
S. J. Thomas, Vice Chair
N. J. Altebrando
B. Capers
W. Jaxa-Rozen
M. J. Jordan
J. J. Kenney
L. A. Kloiber
P. W. Marshall
L. Muir
1. A. Packer
F. J. Palmer
Walt Disney World Company
VP Buildings, Incorporated
STV, Incorporated
Walt Disney World Company
Bombardier Transportation
Johnson Plate and Tower Fabrication
Shell International E & P
Lejeune Steel Company
MHP Systems Engineering
Cives Steel Company
University of Toronto
Steel Tube Institute
vii
AWS D1.1/D1.1M:2008
AWS DIQ Subcommittee Task Group on Design (Continued)
LTK Engineering Services
AISC
Steel Structures Technology Center, Incorporated
WSP Mountains Enterprises, Incorporated
Wiss, Janney, Elstner Associates
J. B. Pearson, Jf.
T. J. Schlafly
R. E. Shaw, Jf.
J.G. Shaw
R. H. R. Tide
Advisors to the AWS DIQ Subcommittee Task Group on Design
The Lincoln Electric Company
Exelon Nuclear Corporation
Bombardier Transportation Canada
Consultant
U.S. Army of Corps ofEngineers
Cives Corporation
O. W. Blodgett
R. B. Corbit
J. Desjardins
W. A. Milek, Jr.
J. D. Ross
W. A. Thornton
AWS DIQ Subcommittee Task Group on Qualification
Consultant
ConocoPhillips Company
C-spec
Acute Technological Services
Strocal, Incorporated
Exelon Nuclear Corporation
Consultant
Massachusetts Highway Department
Idaho National Laboratory
Shell International E & P
Genesis Quality Systems
Schuff Steel Company
Butler Manufacturing Company
Kiewit Offshore Services, LTD
J. I. Miller Consulting
Entergy
Hobart Brothers Company
J. W. Post and Associates, Incorporated
URS-Washington Division
Alstom Power, Incorporated
Massachusetts Highway Department
Waukesha County Technical College
Ron Dennis, Chair
J. H. Kiefer, Vice Chair
M. Bernasek
E. L. Bickford
F. C. Breismeister
R. B. Corbit
R. A. Dennis
M. A. Grieco
M. J. Harker
J. J. Kenney
V.Kuruvilla
K.Landwehr
D. R. Lawrence, II
R. P. Marslender
J. 1. Miller
J. C. Nordby
D. C. Phillips
J. W. Post
D. A. Shapira
A. W. Sindel
M. M. Tayarani
J. L. Uebele
Advisors to the AWS DIQ Subcommittee Task Group on Qualification
M. L. Hoitmont
H. W. Ludewig
G. S. Martin
J. K. Mieseke
D. K. Miller
K. K. Verma
B. D. Wright
D. G. Yantz
O. Zollinger
Consultant
Caterpillar, Incorporated
GE Energy
Consultant
The Lincoln Electric Company
Federal Highway Department of Transportation
Advantage Aviation Technologies
Canadian Welding Bureau
Ohmstede Limited
viii
AWS D1.1/D1.1M:2008
AWS DIQ Subcommittee Task Group on Fabrication
Genesis Quality Systems
Texas Department of Transportation
Strocal, Incorporated
C P Buckner Steel Erection, Incorporated
Parker Drilling
Team Industries, Incorporated
Consultant
Massachusetts Highway Department
High Steel Structures
G J Hill & Associates
Modjeski & Masters, Incorporated
Schuff Steel Company
D L McQuaid & Associates, Incorporated
High Steel Structures, Incorporated
Consultant
J. I. Miller Consulting
Hobart Brothers
J. W. Post and Associates, Incorporated
AISC
URS-Washington Division
Alstom Power, Incorporated
Federal Highway Administration
V. Kuruvilla, Chair
H. E. Gilmer, Vice Chair
F. C. Breismeister
J. W. Cagle
H. H. Campbell, III
L. E. Collins
R. A. Dennis
M. A. Grieco
C. R. Hess
G. J. Hill
C. W. Holmes
K. Landwehr
D. L. McQuaid
R. D. Medlock
W. A. Milek
J. I. Miller
S. P. Moran
J. W. Post
T. J. Schlafly
D. A. Shapira
A. W. Sindel
K. K. Verma
Advisors to the AWS DIQ Subcommittee Task Group on Fabrication
WGAPE
Consultant
Acute Technological Services
Consultant
The Lincoln Electric Company
Consultant
Wiss, Janney, Elstner Associates
W. G. Alexander
F. R. Beckmann
E. L. Bickford
G. L. Fox
D. K. Miller
J. E. Myers
R. H. R. Tide
AWS DIQ Subcommittee Task Group on Inspection
D. R. Scott, Chair
G. S. Martin, Vice Chair
U. W. Aschemeier
H. H. Campbell, III
R. V. Clarke
L. E. Collins
D. A. Dunn
K. R. Fogleman
C. W. Hayes
R. K. Holbert
P. G. Kinney
S. W. Kopp
N. S. Lindell
C. A. Mankenberg
P. W. Marshall
D. L. McQuaid
J. E. Mellinger
J. Merrill
PSI (Retired)
GE Energy
H C Nutting I A Terracon Company
Parker Drilling
St. Louis Testing Laboratories, Incorporated
Team Industries, Incorporated
PSI
Valmont Industries
The Lincoln Electric Company
FMC Technologies, Incorporated
Robert W Hunt Company
High Steel Structures
Inspectech Consulting and Testing
Shell International
MHP Systems Engineering
D L McQuaid & Associates, Incorporated
Pennoni Associates, Incorporated
MACTEC, Incorporated
ix
AWS D1.1/D1.1M:2008
AWS DIQ Subcommittee Task Group on Inspection
J. B. Pearson, Jr.
R. W. Stieve
P. J. Sullivan
K. K. Verma
D. G. Yantz
LTK Engineering Services
Greenman-Pederson, Incorporated
Massachusetts Highway Department (Retired)
Federal Highway Administration
Canadian Welding Bureau
Advisors to the AWS DIQ Subcommittee Task Group ou Inspection
WGAPE
MACTEC Engineering & Consulting
Consultant
Consultant
G J Hill & Associates
Consultant
ConocoPhillips Company
Consultant
Consultant
Welding Consultants, Incorporated
W. G. Alexander
E. M. Beck
F. R. Beckmann
G. L. Fox
G. J. Hill
M. L. Hoitomt
J. H. K.iefer
D. M. Marudas
W. A. Milek, Jr.
W. A. Svekric
AWS DIQ Subcommittee Task Group on Stud Welding
M. M. Tayarani, Chair
D. R. Luciani, Vice Chair
U. W. Aschemeier
H. A. Chambers
D. A. Dunn
J. Guili
B. C. Hobson
J. E. Koski
S. P. Moran
S. R. Swartz, Jr.
J. L. Uebele
P. Workman
Massachusetts Highway Department
Canadian Welding Bureau
H C Nutting I A Terracon Company
Consultant
PSI
Tru-Weld Equipment Company
Image Industries
Stud Welding Products, Incorporated
Hobart Brothers
New Age Fastening Systems, Incorporated
Waukesha County Tech College
Tru-Weld Equipment Company
Advisors to the AWS DIQ Subcommittee Task Group on Stud Welding
Nelson Stud Welding
Consultant
C. B. Champney
C. C. Pease
AWS DIM Standing Task Group on New Materials
D. c. Phillips, Chair
T. J. Schlafly, Vice Chair
F. C. Breismeister
B. M. Butler
C. W. Hayes
R. D. Medlock
J. B. Pearson, Jr.
D. Rees-Evans
D. A. Shapira
Hobart Brothers Company
AISC
Strocal, Incorporated
Walt Disney World Company
The Lincoln Electric Company
High Steel Structures, Incorporated
LTK Engineering Services
Steel Dynamics
URS-Washington Division
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AWS D1.1/D1.1 M:2008
Advisors to the AWS DIM Standing Task Gronp on Materials
M. L. Hoitomt
J. W. Post
A. W. Sindel
Consultant
J W Post & Associates, Incorporated
Alstom Power, Incorporated
AWS DIF Subcommittee on Strengthening and Repair
VP Bridges
High Steel Structures
American Welding Society
Modjeski & Masters, Incorporated
New York State Department of Transportation
Greenman-Pederson, Incorporated
Massachusetts Highway Department
N. J. Altebrando, Chair
S. W. Kopp, Vice Chair
S. Morales, Secretary
C. W. Holmes
P. Rimmer
R. W. Stieve
M. M. Tayarani
Advisors to the AWS DIF Snbcommittee on Strengthening and Repair
E. M. Beck
C. R. Hess
G. J. Hill
M. J. Mayes
J. W. Post
J. D. Ross
R. E. Shaw, Jr.
W. A. Thornton
R. H. R. Tide
MACTEC, Incorporated
High Steel Structures
G J Hill & Associates
Mayes Testing Engineers, Incorporated
J W Post & Associates, Incorporated
U.S. Army Corps ofEngineers
Steel Structures Technology Center, Incorporated
Cives Corporation
Wiss, Janney, Elstner Associates
xi
AWS D1.1/D1.1M:2008
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xii
AWS D1.1 /D1.1 M:2008
Foreword
This foreword is not part of AWS Dl.l/Dl.lM:2008, Structural Welding Code-Steel,
but is included for informational purposes only.
The first edition of the Code for Fusion Welding and Gas Cutting in Building Construction was published by the American Welding Society in 1928. The first bridge welding specification was published separately in 1936. The two documents were consolidated in 1972 into the D1.1 document but were once again separated in 1988 when the joint
AASHTO/AWS D1.5, Bridge Welding Code, was published to address the specific requirements of State and Federal
Transportation Departments. Coincident with this, the D1.1 code changed references of buildings and bridges to statically loaded and dynaJ;nically loaded structures, respectively, in order to make the document applicable to a broader
range of structural corlfigurations.
Underlined text in the subclauses, tables, or figures indicates an editorial or technical change from the 2006 edition. A
vertical line in the margin indicates a revision from the 2006 edition.
The following is a summary of the most significant technical revisions contained in D1.1/D1.1M:2008:
Clause 1.2-Revised to clarify limitations of the code.
Clause 2.3.5-New section on depth of filling for plug and slot welds added.
Clause 2.5.4-Revisions made to clarify the allowable stress for a singular linear fillet weld or fillet weld groups of
parallel linear fillet welds.
Clause 2.5.4.4-Adds design equation for determining allowable stresses on fillet welds in concentrically loaded weld
~
Clause 2.6.7-Revised provision for calculating the resistance provided by connections sharing the load between welds,
bolts, and rivets.
Clause 2.7.I-Revised to eliminate transition slope requirements for butt joints of unequal thickness in typical low yield
tension load situations.
Clause 2, Tables-Tables 2.4 through 2.9 were renumbered to accommodate a new table detailing the strength coefficients for obliquely loaded fillet welds.
Table 2.3-New note added to limit allowable stresses for plug and slot welds.
Figure 2.2-Revised to apply to cyclically loaded structures.
Figure 2.3-Revised to apply to the thickness of statically loaded structures.
Figure 2.6-Corrections made to better illustrate holdback dimensions and tension.
Figures 2.9 and 2.W-Corrections were made to splice joint thicknesses.
Clause 3.7-Adds new provision on prequalified shielding gases.
Clause 3.W-Revised to clarify the minimum depth of filling for plug and slot welds.
Figure 3.4-Correction made was to the tolerances for B-U7-S.
Clause 4.8. I-Term "run-off tab" replaced with "weld tabs."
Clauses 4.11.1 and 4.11.2-Qualification testing requirements for fillets clarified.
Clause 4.23.2-Revised to clarify welding operator requirements for ESW and EGW.
xiii
AWS D1.1/D1.1 M:2008
Table 4. I-Note assignments for production pipe butt-grooves clarified.
Table 4.5-Revised so that number of electrodes is a FOR essential variable for GTAW.
Table 4.6-Changes were made to required FOR supplementary essential variables when for single to multiple
electrode, or vice versa, in same weld pool and interpass temperatures.
Table 4.10--Note assignments clarified.
Figure 4.19-1/8 in [3 mm] weld size added to fillet weld soundness tests for WPS qualification.
Figures 4.31 and 4.32-Note added to allow side-bent test substitutions for face- or- root-bend tests for 3/8 in [10 mm]
plate.
Figure 4.38-Revised to apply to both welder and welder operator qualification as well as WPS qualification.
Clause 5.3-Deleted references to shielding gases.
Clauses 5.3.4.1 and 5.3.4.2-Revised to clarify low-alloy electrodes by strength and not process. References to A5
specifications corrected.
Clause 5. 18-Entire section on temporary welds and tack welds was revised and reorganized while introducing the new
term "construction aid welds."
Clause 5.22. I-Changed "fillet weld leg" to "fillet weld legs" for clarification.
Clause 6.1.4.4-Changed the required visual acuity test from Snellen English test to a Jaeger J-2 test at a distance of
12 in-17 in [300 mm-430 mm].
Clause 6. 12-Entire section RT discontinuity acceptance criteria was reorganized.
Clause 6.24. I-Changed the required minimum requalification interval for UT equipment horizontal linearity.
Clause 6.25.3-Changed the recalibration interval requirement for UT testing equipment.
Clause 6.25.5.2-Revised to establish the required maximized horizontal trace deflection screen height for IT testing
procedures.
Clause 6, Figures-All figures and cases in Clause 6 have been revised and renumbered.
Figures 6.2 and 6.3-Figure on maximum acceptable RT images was moved to the commentary.
Clause 7.2.6-Correction made to ASTM specification reference.
Clause 7.3.3-Revised to eliminate six-month requirement for quality control tests on studs prior to delivery.
Clause 7.8.5-Revised to clarify the Contractor's responsibility for corrective stud welding.
Annex C-Content was moved to Clause 6 Commentary. Annex C left blank to avoid confusion with Commentary sections.
Annex G-Contents moved into Clause 7 as new Clause 7.9. Text revised so a stud base qualified with an approved grade
of ASTM A 108 also meets requirements of 7.3.1.
Annex K-Added new term "construction aid weld" and deleted term "temporary weld."
Annex N-Sample form N-1 revised to include power source.
Annex U-Reference documents have been updated to include applicable year.
Annex V-Updated all tables to include most recent A5 Classifications.
Clause C-1.2-Content deleted and moved into Clause 1.2.
Clauses C-2.5.4, C-2.6.5, C-2.6.7, and C-2.7.1-New commentary added.
Clause C-2, Figures-Figures renumbered and new figures added illustrating obliquely loaded weld groups.
C-Table 3.7-New commentary added for root pass and fill pass thickness variables.
Clause C-5.3.2.1-Revised to clarify "low-hydrogen" term.
XIV
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AWS D1.1/D1.1M:2008
Clause C-6.11.1-New commentary added on tubular connection requirements.
Clause C-6, Figures-New figures added illustrating discontinuity acceptance criteria.
Clause C-Annex I-Section designations removed for clarification.
AWS B4.0, Standard Methods for Mechanical Testing of Welds, provides additional details of test specimen
preparation and details of test fixture construction.
Commentary. The Commentary is nonmandatory and is intended only to provide insightful information into provision
rationale.
Normative Annexes. These annexes address specific subjects in the code and their requirements are mandatory requirements that supplement the code provisions.
Informative Annexes. These annexes are not code requirements but are provided to clarify code provisions by showing
examples, providing information, or suggesting alternative good practices.
Index. As in previous codes, the entries in the Index are referred to by subclause number rather than by page number.
This should enable the user of the Index to locate a particular item of interest in minimum time.
Errata. It is the Structural Welding Committee's Policy that all errata should be made available to users of the code.
Therefore, any significant errata will be published in the Society News Section of the Welding Journal and posted on the
AWS web site at: http://www.aws.org/technical/dl/.
Suggestions. Your comments for improving AWS D1.1/D1.1M:2008, Structural Welding Code-Steel are welcome.
Submit comments to the Managing Director, Technical Services Division, American Welding Society, 550 N.W.
Lejeune Road, Miami, FL 33126; telephone (305) 443-9353; fax (305) 443-5951; e-mail info@aws.org; or via the AWS
web site <http://www.aws.org>.
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xvi
AWS D1.1/D1.1M:2008
Table of Contents
Page No.
v
xi
xxii
xxiv
Personnel
Foreword
List of Tables
List ofFigures
1.
General Requirements
1.1 Scope
1.2 Limitations
1.3 Definition.s
1.4 Responsibilities
1.5 ApprovaL
1.6 Welding Symbols
1.7 Safety Precautions
1.8 Standard Units of Measurement.
1.9 Reference Documents
,
2.
Design of Welded Counectious
2.0 Scope of Clause 2
5
5
Part A-Common Requirements for Design of Welded Connections (Nontubular and Tubular Members)
2.1 Scope of Part A
2.2 Contract Plans and Specifications
2.3 Effective Areas
5
5
5
6
Part B-Specific Requirements for Design of Nontubular Connections (Statically or Cyclically Loaded)
2.4 General
2.5 Stresses
2.6 Joint Configuration and Details
2.7 Joint Configuration and Details-Groove Welds
2.8 Joint Configuration and Details-Fillet Welded Joints
2.9 Joint Configuration and Details-Plug and Slot Welds
2.10 Filler Plates
,
2.11 Built-Up Members
8
8
8
9
10
10
11
11
12
Part C-Specific Requirements for Design of Nontubular Connections (Cyclically Loaded)
2.12 General
2.13 Limitations
2.14 Calculation of Stresses
2.15 Allowable Stresses and Stress Ranges
2.16 Detailing, Fabrication, and Erection
2.17 Prohibited Joints and Welds
2.18 Inspection
12
12
12
13
13
14
15
15
Part D-Specific Requirements for Design of Tubular Connections (Statically or Cyclically Loaded)
2.19 General
2.20 Allowable Stresses
2.21 Identification
2.22 Symbols
15
15
15
17
17
xvii
1
1
1
1
2
2
3
3
3
3
AWS D1.1/D1.1 M:2008
Page No.
2.23
2.24
2.25
2.26
Weld Design
Limitations of the Strength of Welded Connections
Thickness Transition
'"
Material Limitations
17
18
22
22
3.
Prequalification of WPSs
3.1 Scope
3.2 Welding Processes
3.3 Base Metal/Filler Metal Combinations
3.4 Engineer's Approval for Auxiliary Attachments
3.5 Minimum Preheat and Interpass Temperature Requirements
3.6 Limitation ofWPS Variables
3.7 General WPS Requirements
3.8 Common Requirements for Parallel Electrode and Multiple Electrode SAW
3.9 Fillet Weld Requirements
3.10 Plug and Slot Weld Requirements
3.11 Common Requirements of PIP and CJP Groove Welds
3.12 PIP Requirements
3.13 CJP Groove Weld Requirements
3.14 Postweld Heat Treatment
4.
Qualification
4.0 Scope
123
123
Part A-General Requirements
4.1 General
4.2 Common Requirements for WPS and Welding Personnel Performance Qualification
123
123
124
Part B-Welding Procedure Specification (WPS)
4.3 Production Welding Positions Qualified
4.4 Type of Qualification Tests
4.5 Weld Types for WPS Qualification
4.6 Preparation of WPS
4.7 Essential Variables
4.8 Methods of Testing and Acceptance Criteria for WPS Qualification
4.9 CIP Groove Welds for Nontubular Connections
4.10 PIP Groove Welds for Nontubular Connections
4.11 Fillet Welds for Tubular and Nontubular Connections
4.12 CIP Groove Welds for Tubular Connections
4.13 PIP Tubular T-, Y-, or K-Connections and Butt loints
4.14 Plug and Slot Welds for Tubular and Nontubular Connections
4.15 Welding Processes Requiring Qualification
4.16 WPS Requirement (GTAW)
4.17 WPS Requirements (ESWIEGW)
124
124
124
124
124
125
125
127
127
127
128
129
129
129
130
130
Part C-Performance Qualification
4.18 General
4.19 Type of Qualification Tests Required
4.20 Weld Types for Welder and Welding Operator Performance Qualification
4.21 Preparation of Performance Qualification Forms
4.22 Essential Variables
4.23 CIP Groove Welds for Nontubular Connections
4.24 PIP Groove Welds for Nontubular Connections
4.25 Fillet Welds for Nontubular Connections
130
130
130
131
131
131
131
132
132
xviii
59
59
59
59
60
60
60
60
61
61
61
61
62
62
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AWS D1.1/D1.1 M:2008
Page No.
4.26
4.27
4.28
4.29
4.30
4.31
4.32
CJP Groove Welds for Tubular Connections
PJP Groove Welds for Tubular Connections
Fillet Welds for Tubular Connections
Plug and Slot Welds for Tubular and Nontubular Connections
Methods of Testing and Acceptance Criteria for Welder and Welding Operator Qualification
Method of Testing and Acceptance Criteria for Tack Welder Qualification
Retest.
132
132
132
132
132
134
134
Part D-Requirements for CVN Testing
4.33 General
4.34 Test Locations
4.35 CVN Tests
4.36 Test Requirements
4.37 Retest
4.38 Reporting
134
134
134
135
135
135
135
5.
Fabrication
:.'
5.1 Scope
5.2 Base Metal.
5.3 Welding Consumables and Electrode Requirements
5.4 ESW and EGW Processes
5.5 WPS Variables
5.6 Preheat and Interpass Temperatures
5.7 Heat Input Control for Quenched and Tempered Steels
5.8 Stress-Relief Heat Treatment
5.9 Backing, Backing Gas, or Inserts
5.10 Backing
5.11 Welding and Cutting Equipment
5.12 Welding Environment
5.13 Conformance with Design
5.14 Minimum Fillet Weld Sizes
5.15 Preparation of Base Metal
5.16 Reentrant Comers
5.17 Beam Copes and Weld Access Holes
5.18 Tack Welds and Construction Aids
5.19 Camber in Built-Up Members
5.20 Splices in Cyclically Loaded Structures
5.21 Control of Distortion and Shrinkage
~
5.22 Tolerance of Joint Dimensions
5.23 Dimensional Tolerance of Welded Structural Members
5.24 Weld Profiles
5.25 Technique for Plug and Slot Welds
5.26 Repairs
5.27 Peening
5.28 Caulking
5.29 Arc Strikes
5.30 Weld Cleaning
5.31 Weld Tabs
191
191
191
191
193
193
194
194
194
195
195
195
195
196
196
196
197
197
198
198
199
199
199
200
202
203
203
204
204
205
205
205
6.
Inspection
Part A-General Requirements
6.1 Scope
6.2 Inspection of Materials and Equipment
213
213
213
214
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AWS D1.1/D1.1 M:2008
Page No.
6.3
6.4
6.5
Inspection of WPSs
Inspection of Welder, Welding Operator, and Tack Welder Qualifications
Inspection of Work and Records
Part B-Contractor Responsibilities
6.6 Obligations of the Contractor
215
215
Part C-Acceptance Criteria
6.7 Scope
6.8 Engineer's Approval for Alternate Acceptance Criteria
6.9 Visual Inspection
6.10 PT and MT
6.11 NDT
6.12 RT
6.13 UT
'
7.
214
214
214
:
215
215
215
215
215
216
216
217
Part D-NDT Procedures
6.14 Procedures
6.15 Extent of Testing
218
218
219
Part E-Radiographic Testing (RT)
6.16 RT of Groove Welds in Butt Joints
6.17 RT Procedures
6.18 Supplementary RT Requirements for Tubular Connections
6.19 Examination, Report, and Disposition of Radiographs
219
219
219
221
222
Part F-Ultrasonic Testing (UT) of Groove Welds
6.20 General
6.21 Qualification Requirements
6.22 UT Equipment
6.23 Reference Standards
6.24 Equipment Qualification
6.25 Calibration for Testing
6.26 Testing Procedures
6.27 UT of Tubular T-, Y-, and K-Connections
6.28 Preparation and Disposition of Reports
6.29 Calibration of the UT Unit with IIW or Other Approved Reference Blocks (Annex H)
6.30 Equipment Qualification Procedures
6.31 Discontinuity Size Evaluation Procedures
6.32 Scanning Patterns
6.33 Examples of dB Accuracy Certification
222
222
222
222
223
223
224
224
226
227
228
229
230
231
231
Part G-Other Examination Methods
6.34 General Requirements
6.35 Radiation Imaging Systems
6.36 Advanced Ultrasonic Systems
6.37 Additional Requirements
231
231
231
231
232
Stud Welding
7.1 Scope
7.2 General Requirements
7.3 Mechanical Requirements
7.4 WorkmanshiplFabrication
7.5 Technique
7.6 Stud Application Qualification Requirements
275
275
275
276
276
276
277
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AWS 01.1/01.1 M:2008
Page No.
7.7
7.8
7.9
8.
Production Control
Fabrication and Verification Inspection Requirements
Manufacturers' Stud Base Qualification Requirements
Strengthening and Repairing Existing Strnctures
8.1 General
8.2 Base Metal.
8.3 Design for Strengthening and Repair
8.4 Fatigue Life Enhancement
8.5 Workmanship and Technique
8.6 Quality
285
285
285
285
285
286
286
Annexes
Annex A
Annex B
Annex D
Annex E
Annex F
Annex G
Annex H
Annex I
Annex J
Annex K
Annex L
Annex M
Annex N
Annex a
Annex P
Annex Q
Annex R
Annex S
Annex T
Annex U
Annex V
278
279
279
(Normative)-Effective Throat
(Normative)-Effective Throats of Fillet Welds in Skewed T-Joints
(Normative)-Flatness of Girder Webs-Statically Loaded Structures
(Normative)-Flatness of Girder Webs-Cyclically Loaded Structures
(Normative)-Temperature-Moisture Content Charts
(Normative)-Manufacturers' Stud Base Qualification Requirements
(Normative)-Qualification and Calibration ofUT Units with Other Approved Reference Blocks
(Normative)-Guideline on Alternative Methods for Determining Preheat...
(Normative)-Symbols for Tubular Connection Weld Design
(Informative)-Terms and Definitions
(Informative)-Guide for Specification Writers
(lnformative)-UT Equipment Qualification and Inspection Forms
(lnformative)-Sample Welding Forms
(Informative)-Guidelines for the Preparation of Technical Inquiries for the Structural Welding
Committee
(Informative)-Local Dihedral Angle
(Informative)-Contents of Prequalified WPS
(Informative)-Safe Practices
(lnformative)-UT Examination of Welds by Alternative Techniques
(lnformative)-Ovalizing Parameter Alpha
(lnformative)-List of Reference Documents
(Informative)-Filler Metal Strength Properties
287
289
291
295
299
305
309
311
315
325
327
335
337
347
359
361
367
369
373
389
391
393
Foreword
405
407
Index
521
List of AWS Documents on Structural Welding
533
Commentary
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AWS 01.1/01.1 M:2008
List of Tables
Page No.
Table
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
2.10
3.1
3.2
3.3
3.4
3.5
3.6
3.7
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
4.9
4.10
4.11
4.12
4.13
4.14
4.15
5.1
5.2
5.3
5.4
Effective Size of Flare-Groove Welds Filled Flush
Z Loss Dimension (Nontubular)
:
Allowable Stresses
Equivalent Strength Coefficients for Obliquely Loaded Fillet Welds
Fatigue Stress Design Parameters
Allowable Stresses in Tubular Connection Welds
Stress Categories for Type and Location or'Material for Circular Sections
Fatigue Category Limitations on Weld Size or Thickness and Weld Profile (Tubular Connections)
Z Loss Dimensions for Calculating Prequalified PJP T-,Y-, and K-Tubular Connection Minimum
Weld Sizes
Terms for Strength of Connections (Circular Sections)
Prequalified Base Metal-Filler Metal Combinations for Matching Strength
Prequalified Minimum Preheat and Interpass Temperature
Filler Metal Requirements for Exposed Bare Applications of Weathering Steels
Minimum Prequalified PJP Weld Size (E)
Joint Detail Applications for Prequalified CJP T-, Y-, and K-Tubular Connections
Prequalified Joint Dimensions and Groove Angles for CJP Groove Welds in Tubular T-, Y, and
K-Connections Made by SMAW, GMAW-S, and FCAW
;
Prequalified WPS Requirements
WPS Qualification-Production Welding Positions Qualified by Plate, Pipe, and Box Tube Tests
WPS Qualification-CJP Groove Welds: Number and Type of Test Specimens and Range of
Thickness and Diameter Qualified
Number and Type of Test Specimens and Range of Thickness Qualified-WPS Qualification;
PJP Groove Welds
Number and Type of Test Specimens and Range of Thickness Qualified-WPS Qualification;
Fillet Welds
PQR Essential Variable Changes Requiring WPS Requalification for SMAW, SAW, GMAW,
FCAW, and GTAW
PQR Supplementary Essential Variable Changes for CVN Testing Applications Requiring WPS
Requalification for SMAW, SAW, GMAW, FCAW, and GTAW
PQR Essential Variable Changes Requiring WPS Requalification for ESW or EGW
Table 3.1, Table 4.9, and Unlisted Steels Qualified by PQR
Code-Approved Base Metals and Filler Metals Requiring Qualification per Clause 4
Welder and Welding Operator Qualification-Production Welding Positions Qualified by
Plate, Pipe, and Box Tube Tests
Welder and Welding Operator Qualification-Number and Type of Specimens and Range of
Thickness and Diameter Qualified
Welding Personnel Performance Essential Variable Changes Requiring Requalification
Electrode Classification Groups
CVN Test Requirements
CVN Test Temperature Reduction
Allowable Atmospheric Exposure of Low-Hydrogen Electrodes
Minimum Holding Time
Alternate Stress-Relief Heat Treatment
Limits on Acceptability and Repair of Mill Induced Laminar Discontinuities in Cut Surfaces
xxii
24
24
25
26
27
37
39
41
41
.42
64
68
71
71
71
72
73
136
137
139
139
140
143
144
145
146
147
148
152
152
153
153
206
206
206
206
AWS D1.1/D1.1M:2008
Table
5.5
5.6
5.7
5.8
6.1
6.2
6.3
6.4
6.5
6.6
6.7
7.1
7.2
B.1
D.1
D.2
D.3
E.1
E.2
E.3
E.4
E.5
I.1
1.2
S.l
Page No.
Tubular Root Opening Tolerances
Camber Tolerance for Typical Girder
Camber Tolerance for Girders without a Designed Concrete Haunch
Minimum Fillet Weld Sizes
Visual Inspection Acceptance Criteria
UT Acceptance-Rejection Criteria (Statically Loaded Nontubular Connections)
UT Acceptance-Rejection Criteria (Cyclically Loaded Nontubular Connections)
Hole-Type IQI Requirements
Wire IQI Requirements
IQI Selection and Placement.
Testing Angle
Mechanical Property Requirements for Studs
Minimum Fillet Weld Size for Small Diameter Studs
Equivalent Fillet Weld Leg Size Factors for Skewed T-Joints
Intermediate Stiffeners on Both Sides of Web
No Interme<;liate Stiffeners
Intermediate Stiffeners on One Side Only of Web
Intermediate Stiffness on Both Sides of Web, Interior Girders
Intermediate Stiffness on One Side Only of Web, Fascia Girders
Intermediate Stiffness on One Side Only of Web, Interior Girders
Intermediate Stiffness on Both Sides of Web, Fascia Girders
No Intermediate Stiffeners, Interior or Fascia Girders
Susceptibility Index Grouping as Function of Hydrogen Level "H" and Composition Parameter Pem
Minimum Preheat and Interpass Temperatures for Three Levels of Restraint
Acceptance-Rejection Criteria
Commentary
C-2.1 Survey of DiameterfThickness and Flat WidthfThickness Limits for Tubes
C-2.2 Suggested Design Factors
C-2.3 Values of JD
C-2.4 Structural Steel Plates
C-2.5 Structural Steel Pipe and Tubular Shapes
C-2.6 Structural Steel Shapes
C-2.7 Classification Matrix for Applications
;
C-2.8 CVN Testing Conditions
C-3.1 Typical Current Ranges for GMAW-S on Steel
C-4.1 CVN Test Values
C-4.2 HAZ CVN Test Values
C-6.1 UT Acceptance Criteria for 2 in [50 mm] Welding, Using a 70° Probe
C-8.1 Guide to Welding Suitability
C-8.2 Relationship Between Plate Thickness and Burr Radius
xxiii
:
207
207
207
207
233
234
235
236
236
237
238
281
281
294
296
296
297
300
301
302
303
303
318
318
378
.430
431
431
432
.433
433
434
434
.452
463
463
.494
511
511
AWS D1.1/D1.1M:2008
List of Figures
Figure
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
2.10
2.11
2.12
2.13
2.14
2.15
2.16
2.17
2.18
2.19
2.20
2.21
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
3.10
3.11
4.1
4.2
4.3
4.4
4.5
4.6
4.7
4.8
Page No.
Maximum Fillet Weld Size Along Edges in Lap Joints
Transition of Butt Joints in Parts of Unequal Thickness (Cyclically Loaded Nontubular)
Transition of Thicknesses (Statically Loaded Nontubular)
Transversely Loaded Fillet Welds
Minimum Length of Longitudinal Fillet Welds at End of Plate or Flat Bar Members
Termination of Welds Near Edges Subject to Tension
:
End Return at Flexible Connections
Fillet Welds on Opposite Sides of a Common Plane
Thin Filler Plates in Splice Joint
Thick Filler Plates in Splice Joint
Allowable Stress Range for Cyclically Applied Load (Fatigue) in Nontubular Connections
(Graphical Plot of Table 2.~)
Transition of Width (Cyclically Loaded Nontubular)
Allowable Fatigue Stress and Strain Ranges for Stress Categories (see Table 2.7), Redundant
Tubular Structures for Atmospheric Service
Parts of a Tubular Connection
Fillet Welded Lap Joint (Tubular)
Tubular T-, Y-, and K-Connection Fillet Weld Footprint Radius
Punching Shear Stress
Detail of Overlapping Joint
Limitations for Box T-, Y-, and K-Connections
Overlapping K-Connections
Transition of Thickness of Butt Joints in Parts of Unequal Thickness (Tubular)
Weld Bead in which Depth and Width Exceed the Width of the Weld Face
Fillet Welded Prequalified Tubular Joints Made by SMAW, GMAW, and FCAW
Prequalified PJP Groove Welded Joint Details (Dimensions in Millimeters)
Prequalified CJP Groove Welded Joint Details (Dimensions in Inches)
Prequalified Joint Details for PJP T-, Y-, and K-Tubular Connections
Prequalified Joint Details for CJP T-, Y-, and K-Tubular Connections
Definitions and Detailed Selections for Prequalified CJP T-, Y-, and K-Tubular Connections
Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and K-ConnectionsStandard Flat Profiles for Limited Thickness
Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and K-ConnectionsProfile with Toe Fillet for Intermediate Thickness
Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and K-ConnectionsConcave Improved Profile for Heavy Sections or Fatigue
Prequalified Skewed T-Joint Details (Nontubular)
Positions of GroQve Welds
Positions of Fillet Welds
Positions of Test Plates for Groove Welds
Positions of Test Pipe or Tubing for Groove Welds
Positions of Test Plate for Fillet Welds
Positions of Test Pipes or Tubing for Fillet Welds
Location of Test Specimens on Welded Test Pipe
Location of Test Specimens for Welded Box Tubing
xxiv
.43
44
.45
45
.46
.46
47
47
48
48
49
50
50
51
54
54
55
55
56
56
57
74
74
76
92
114
117
118
119
120
121
122
154
155
156
157
158
159
160
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AWS D1.1/D1.1 M:2008
Page No.
Figure
4.9
4.10
4.11
4.12
4.13
4.14
4.15
4.16
4.17
4.18
4.19
4.20
4.21
4.22
4.23
4.24
4.25
4.26
4.27
4.28
4.29
4.30
4.31
4.32
4.33
4.34
4.35
4.36
4.37
4.38
4.39
4.40
5.1
5.2
5.3
5.4
6.1
6.2
6.3
6.4
6.5
6.6
6.7
Location of Test Specimens on Welded Test Plates-ESW and EGW- WPS Qualification
Location of Test Specimens on Welded Test Plate Over 3/8 in [10 mm] Thick-WPS Qualification
Location of Test Specimens on Welded Test Plate 3/8 in [10 mm] Thick and UnderWPS Qualification
Face and Root Bend Specimens
Side Bend Specimens
Reduced-Section Tension Specimens
Guided Bend Test Jig
Alternative Wraparound Guided Bend Test Jig
Alternative Roller-Equipped Guided Bend Test Jig for Bottom Ejection of Test Specimen
All-Weld-Metal Tension Specimen
Fillet Weld Soundness Tests for WPS Qualification
Pipe Fillet Weld Soundness Test-WPS Qualification
Test Plate for Unlimited Thickness-Welder Qualification
Test Plate for Unlimited Thickness-Welding Operator Qualification
Location of Test Specimen on Welded Test Plate 1 in [25 mm] Thick-Consumables
Verification for Fillet Weld WPS Qualification
Tubular Butt Joint-Welder or WPS Qualification-without Backing
Tubular Butt Joint-WPS Qualification with and without Backing
Acute Angle Heel Test (Restraints not Shown)
Test Joint for T-, Y-, and K-Connections without Backing on Pipe or Box Tubing-Welder and
WPS Qualification
Test Joint for T-, Y-, and K-Connections without Backing on Pipe or Box Tubing
«4 in [100mm] O.D.)-Welder and WPS Qualification
:
Comer Macroetch Test Joint for T-, Y-, and K-Connections without Backing on Box Tubing
for CJP Groove Welds-Welder and WPS Qualification
Optional Test Plate for Unlimited Thickness-Horizontal Position-Welder Qualification
Test Plate for Limited Thickness-All Positions-Welder Qualification
Optional Test Plate for Limited Thickness-Horizontal Position-Welder Qualification
Fillet Weld Root Bend Test Plate-Welder or Welding Operator Qualification~Option 2
Location of Test Specimens on Welded Test Pipe and Box Tubing-Welder Qualification
Method of Rupturing Specimen-Tack Welder Qualification
;
Butt Joint for Welding Operator Qualification-ESW and EGW
Fillet Weld Break and Macroetch Test Plate-Welder or Welding Operator Qualification
Option 1
Plug Weld Macroetch Test Plate-Welder or Welding Operator Qualification and WPS Qualification
Fillet Weld Break Specimen-Tack Welder Qualification
CVN Test Specimen Locations
Edge Discontinuities in Cut Material
Weld Access Hole Geometry
Workmanship Tolerances in Assembly of Groove Welded Joints
Acceptable and Unacceptable Weld Profiles
Discontinuity Acceptance Criteria for Statically Loaded Nontubular and Statically or Cyclically
Loaded Tubular Connections
Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular Connections in Tension
(Limitations of Porosity and Fusion Discontinuities)
Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular Connections in Compression
(Limitations of Porosity or Fusion-Type Discontinuities)
Class R Indications
Class X Indications
Hole-Type IQI
Wire IQI
xxv
162
163
164
165
166
167
168
169
169
170
171
172
173
173
174
175
175
176
177
178
179
180
181
182
183
184
185
185
186
187
188
189
208
209
210
211
241
246
251
256
258
259
260
AWS D1.1/D1.1 M:2008
Figure
6.8
6.9
6.10
6.11
6.12
6.13
6.14
6.15
6.16
6.17
6.18
6.19
6.20
6.21
6.22
6.23
7.1
7.2
7.3
7.4
7.5
F.1
F.2
H.1
I.1
I.2
1.3
1.4
S.l
S.2
S.3
S.4
S.5
S.6
S.7
S.8
S.9
S.lO
S.lI
S.12
S.13
S.14
S.15
T.1
Page No.
RT Identification and Hole-Type or Wire IQI Locations on Approximately Equal Thickness Joints
10 in [250 mm] and Greater in Length
RT Identification and Hole-Type or Wire IQI Locations on Approximately Equal Thickness Joints
'"
Less than lOin [250 mm] in Length
RT Identification and Hole-Type or Wire IQI Locations on Transition Joints 10 in [250 mm] and
Greater in Length
RT Identification and Hole-Type or Wire IQI Locations on Transition Joints Less than 10 in
[250 mm] in Length
RT Edge Blocks
Single-Wall Exposure-Single-Wall View
Double-Wall Exposure-Single-Wall View
Double-Wall Exposure-Double-Wall (Elliptical) View, Minimum Two Exposures
Double-Wall Exposure-Double-Wall View, Minimum Three Exposures
Transducer Crystal
Qualification Procedure of Search Unit Using nw Reference Block
International Institute of Welding (nW) UT Reference Blocks
Qualification Blocks
Plan View ofUT Scanning Patterns
Scanning Techniques
Transducer Positions (Typical)
Dimension and Tolerances of Standard-Type Shear Connectors
Typical Tension Test Fixture
Torque Testing Arrangement and Table of Testing Torques
Bend Testing Device
Suggested Type of Device for Qualification Testing of Small Studs
Temperature-Moisture Content Chart to be Used in Conjunction with Testing Program
to Determine Extended Atmospheric Exposure Time of Low-Hydrogen SMAW Electrodes
Application of Temperature-Moisture Content Chart in Determining Atmospheric Exposure Time
of Low-Hydrogen SMAW Electrodes
Other Approved Blocks and Typical Transducer Position
Zone Classification of Steels
Critical Cooling Rate for 350 HV and 400 HV
Graphs to Determine Cooling Rates for Single-Pass SAW Fillet Welds
Relation Between Fillet Weld Size and Energy Input
Standard Reference Reflector
Recommended Calibration Block
Typical Standard Reflector (Located in Weld Mock-Ups and Production Welds)
Transfer Correction
Compression Wave Depth (Horizontal Sweep Calibration)
Compression Wave Sensitivity Calibration
Shear Wave Distance and Sensitivity Calibration
Scanning Methods
Spherical Discontinuity Characteristics
Cylindrical Discontinuity Characteristics
Planar Discontinuity Characteristics
Discontinuity Height Dimension
Discontinuity Length Dimension
Display Screen Marking
Report ofUT (Alternative Procedure)
Definition of Terms for Computed Alpha
Commentary
C-2.1
Balancing of Fillet Welds About a Neutral Axis
C-2.2 Shear Planes for Fillet and Groove Welds
261
262
263
264
264
265
265
266
266
267
267
268
269
271
272
273
282
282
283
284
284
306
307
313
320
320
321
324
379
379
380
381
381
382
382
383
384
384
385
385
386
386
387
388
.435
.435
xxvi
AWS D1.1/D1.1M:2008
Figure
C-2.3
C-2.4
C-2.5
C-2.6
C-2.7
C-2.8
C-2.9
C-2.lO
C-2.1l
C-2.12
C-2.13
C-2.14
C-3.1
C-3.2
C-3.3
C-4.1
C-5.1
C-5.2
C-5.3
C-5.4
C-5.5
C-5.6
C-5.7
C-5.8
C-6.1
C-6.2
C-6.3
C-6.4
C-6.5
C-6.6
C-6.7
C-8.1
C-8.2
C-8.3
C-8.4
C-8.5
C-8.6
C-8.7
C-8.8
Page No.
Eccentric Loading
Load Deformation Relationship for Welds
Example of an Obliquely Loaded Weld Group
Graphical Solution of the Capacity of an Obliquely Loaded Weld Group
Single Fillet Welded Lap Joints
Illustrations of Branch Member Stresses Corresponding to Mode of Loading
Improved Weld Profile Requirements
Simplified Concept of Punching Shear
Reliability of Punching Shear Criteria Using Computed Alpha
Transition Between Gap and Overlap Connections
Upper Bound Theorem
Yield Line Patterns
Oscillograms and Sketches ofGMAW-S Metal Transfer
Examples of Centerline Cracking
Details of Alternative Groove Preparations for Prequalified Comer Joints
Type ofWelfting on Pipe That Does Not Require Pipe Qualification
Examples of Unacceptable Reentrant Comers
Examples of Good Practice for Cutting Copes
Permissible Offset in Abutting Members
Correction of Misaligned Members
:
Typical Method to Determine Variations in Girder Web Flatness
Illustration Showing Camber Measurement Methods
Measurement of Flange Warpage and Tilt
Tolerances at Bearing Points
:
90° T- or Comer Joints with Steel Backing
Skewed T- or Comer Joints
Butt Joints with Separation Between Backing and Joint
Effect of Root Opening on Butt Joints with Steel Backing
Scanning with Seal Welded Steel Backing
Resolutions for Scanning with Seal Welded Steel Backing
Illustration of Discontinuity Acceptance Criteria for Statically Loaded Nontubular and Statically
or Cyclically Loaded Tubular Connections .,
Illustration of Discontinuity Acceptance Criteria for Statically Loaded Nontubular and Statically
or Cyclically Loaded Tubular Connections 1-1/8 in [30 mm] and Greater, Typical of Random
Acceptable Discontinuities
Illustration of Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular Connections
in Tension
Microscopic Intrusions
Fatigue Life
Toe Dressing with Burr Grinder
Toe Dressing Normal to Stress
Effective Toe Grinding
End Grinding
Hammer Peening
Toe Remelting
xxvii
436
436
437
.438
439
.439
440
440
441
442
442
443
452
453
453
463
474
474
475
475
476
477
478
479
.495
495
.496
496
.497
497
498
499
500
512
512
513
513
514
514
515
516
AWS 01.1/01.1 M:2008
This page is intentionally blank.
xxviii
AWS 01.1/01.1 M:2008
Structural Welding Code-Steel
1. General Requirements
1.1 Scope
7. Stud Welding. This clause contains the requirement
for the welding of studs to structural steel.
This code contains the requirements for fabricating and
erecting welded steeJstructures. When this code is stipulated in contract documents, conformance with all provisions of the code shall be required, except for those
provisions that the Engineer (see 1.4.1) or contract documents specifically modifies or exempts.
8. Strengthening and Repair of Existing Structures.
This clause contains basic information pertinent to the
welded modification or repair of existing steel structures.
1.2 Limitations
The following is a summary of the code clauses:
The code was specifically developed for welded steel
structures that utilize carbon or low alloy steels that are
1/8 in [3 mm] or thicker with a minimum specified yield
strength of 100 ksi [690 MPa] or less. The code may be
suitable to govern structural fabrications outside the
scope of the intended purpose. However, the Engineer
should evaluate such suitability, and based upon such
evaluations, incorporate into contract documents any
necessary changes to code requirements to address the
specific requirements of the application that is outside
the scope of the code. The Structural Welding Committee encourages the Engineer to consider the applicability
of other AWS D I codes for applications involving aluminum (AWS D1.2), sheet steel equal to or less than
3/16 in thick [5 mm] (AWS D1.3), reinforcing steel
(AWS D1.4), and stainless steel (AWS D1.6). The
AASHTOIAWS D1.5 Bridge Welding Code was specifically developed for welding highway bridge components
and is recommended for those applications.
1. General Requirements. This clause contains basic
information on the scope and limitations of the code, key
definitions, and the major responsibilities of the parties
involved with steel fabrication.
2. Design of Welded Connections. This clause contains
requirements for the design of welded connections composed of tubular, or nontubular, product form members.
3. Prequalification. This clause contains the requirements for exempting a WPS (Welding Procedure Specification) from the WPS qualification requirements of this
code.
4. Qualification. This clause contains the requirements
for WPS qualification and the qualification tests required
to be passed by all welding personnel (welders, welding
operators, and tack welders) to perform welding in accordance with this code.
5. Fabrication. This clause contains general fabrication
and erection requirements applicable to welded steel structures governed by this code, including the requirements
for base metals, welding consumables, welding technique,
welded details, material preparation and assembly, workmanship, weld repair, and other requirements.
1.3 Definitions
The welding terms used in this code shall be interpreted
in conformance with the definitions given in the latest
edition of AWS A3.0, Standard Welding Terms and Definitions, supplemented by Annex K of this code and the
following definitions:
6. Inspection. This clause contains criteria for the qualifications and responsibilities of inspectors, acceptance
criteria for production welds, and standard procedures
for performing visual inspection and NDT (nondestructive
testing).
1.3.1 Engineer. "Engineer" shall be defined as a duly
designated individual who acts for, and in behalf of, the
Owner on all matters within the scope of the code.
1
AWS 01.1/01.1 M:2008
CLAUSE 1. GENERAL REQUIREMENTS
ments that govern products or structural assemblies produced under this code. The Engineer may add to, delete
from, or otherwise modify, the requirements of this code
to meet the particular requirements of a specific structure. All requirements that modify this code shall be incorporated into contract documents. The Engineer shall
determine the suitability of all joint details to be used in a
welded assembly.
1.3.2 Contractor. "Contractor" shall be defined as any
company, or that individual representing a company,
responsible for the fabrication, erection, manufacturing, or
welding, in conformance with the provisions of this code.
1.3.3 Inspectors
1.3.3.1 Contractor's Inspector. "Contractor's Inspector" shall be defined as the duly designated person
who acts for, and in behalf of, the Contractor on all
inspection and quality matters within the scope of the
code and of the contract documents.
The Engineer shall specify in contract documents, as
necessary, and as applicable, the following:
(1) Code requirements that are applicable only when
specified by the Engineer.
1.3.3.2 Verification Inspector. "Verification Inspector" shall be defined as the duly designated person who
acts for, and in behalf of, the Owner or Engineer on all
inspection and quality matters specified by the Engi~eer.
(2) All additional NDT that is not specifically addressed in the code.
1.3.3.3 Inspector(s) (unmodified). When the term
"Inspector" is used without further qualification as the
specific Inspector category described above, it applies
equally to the Contractor's Inspector and the Verification
Inspector within the limits of responsibility described in
6.1.2.
(3) Verification inspection, when required by the
Engineer.
(4) Weld acceptance criteria other than that specified
in Clause 6.
(5) CVN toughness criteria for weld metal, base
metal, and/or HAZ when required.
1.3.4 OEM (Original Equipment Manufacturer).
"OEM" shall be defined as that single Contractor that
assumes some or all of the responsibilities assigned by
this code to the Engineer.
(6) For nontubular applications, whether the structure is statically or cyclically loaded.
(7) All additional requirements that are not specifically addressed in the code.
1.3.50wner. "Owner" shall be defined as the individual
or company that exercises legal ownership of the product
or structural assembly produced under this code.
(8) For OEM applications, the responsibilities of the
parties involved.
1.3.6 Code Tenus "Shall," "Should," and ''May.'' "Shall,"
"should," and "may" have the following significance:
1.4.2 Contractor's Responsibilities. The Contractor
shall be responsible for WPSs, qualification of welding
personnel, the Contractor's inspection, and performing
work in conformance with the requirements of this code
and contract documents.
1.3.6.1 Shall. Code provisions that use "shall" are
mandatory unless specifically modified in contract documents by the Engineer.
1.3.6.2 Should. The word "should" is used to recommend practices that are considered beneficial, but are not
requirements.
1.4.3 Inspector's Responsibilities
1.4.3.1 Contractor Inspection. Contractor inspection
shall be supplied by the Contractor and shall be performed as necessary to ensure that materials and workmanship meet the requirements of the contract documents.
1.3.6.3 May. The word "may" 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 without the Engineer's
approval when the code does not specify that the Engineer's approval shall be required.
1.4.3.2 Verification Inspection. The Engineer shall
determine if Verification Inspection shall be performed.
Responsibilities for Verification Inspection shall be
established between the Engineer and the Verification
Inspector.
1.5 Approval
1.4 Responsibilities
All references to the need for approval shall be interpreted to mean approval by the Authority having Jurisdiction or the Engineer.
1.4.1 Engineer's Responsibilities. The Engineer shall
be responsible for the development of the contract docu-
2
CLAUSE 1. GENERAL REQUIREMENTS
AWS D1.1/D1.1M:2008
1.6 Welding Symbols
NOTE: This code may involve hazardous materials, operations, and equipment. The code does not purport to address all ofthe safety problems associated with its use. It is
the responsibility ofthe user to establish appropriate safety
and health practices. The user should determine the applicability ofany regulatory limitations prior to use.
Welding symbols shall be those shown in the latest edition of AWS A2A, Symbols for Welding, Brazing, and
Nondestructive Examination. Special conditions shall be
fully explained by added notes or details.
1.8 Standard Units of Measurement
1.7 Safety Precautions
This standard makes use of both U.S. Customary Units
and the International System of Units (SI). The measurements may not be exact equivalents; therefore, each system shall be used independently of the other without
combining in any way. The standard with the designation
D1.1:2008 uses U.S. Customary Units. The standard designation D1.1M:2008 uses SI Units. The latter are shown
within brackets [ ].
This technical document does not address all welding
and health hazards. However, pertinent information can
be found in the following documents:
(1) ANSI Z49.1, Safety in Welding, Cutting, and
Allied Processes
(2) Manufacturer's safety literature on equipment
and materials
1.9 Reference Documents
(3) Other pertinent documents as appropriate.
Annex U contains a list of all documents referenced in
this code.
These documents shall be referred to and followed as
required (also see Annex R, Safe Practices).
3
AWS D1.1/D1.1M:2008
This page is intentionally blank.
4
AWS D1.1/D1.1M:2008
2. Design of Welded Connections
2.0 Scope of Clause 2
welds shall be clearly shown on the contract plans and
specifications, hereinafter referred to as the contract
documents. If the Engineer requires specific welds to be
performed in the field, they shall be designated in the
contract documents. The fabrication and erection drawings, hereinafter referred to as the shop drawings, shall
clearly distinguish between shop and field welds.
This clause covers requirements for design of welded
connections. It is divided into four parts as follows:
Part A-Common Requirements for Design of Welded
Connections (Nontubular and Tubular Members)
Part B-Specific Requirements for Design of Nontubular Connections (Statically or Cyclically Loaded).
The requirements shall apply in addition to the requirements of Part A.
2.2.2 Notch Toughness Requirements. If notch toughness of welded joints is required, the Engineer shall
specify the minimum absorbed energy with the corresponding test temperature for the filler metal classification to be used, or the Engineer shall specify that the
WPSs be qualified with CVN tests. If WPSs with CVN
tests are required, the Engineer shall specify the minimum absorbed energy, the test temperature and whether
the required CVN test performance is to be in the weld
metal, or both in the weld metal and the HAZ (see 4.1.1.3
and Clause 4, Part D).
Part C-Specific Requirements for Design of Nontubular Connections (Cyclically Loaded). When applicable, the requirements shall apply in addition to the
requirements of Parts A and B.
Part D-Specific Requirements for Design of Tubular
Structures (Statically and Cyclically Loaded). When applicable, the requirements shall apply in addition to the
requirements of Part A.
2.2.3 Specific Welding Requirements. The Engineer, in
the contract documents, and the Contractor, in the shop
drawings, shall indicate those joints or groups of joints in
which the Engineer or Contractor require a specific assembly order, welding sequence, welding technique or
other special precautions.
Part A
Common Requirements for
Design of Welded Connections
(Nontubular and Tubular Members) .
2.2.4 Weld Size and Length. Contract design drawings
shall specify the effective weld length and, for PJP
groove welds, the required weld size "(E)."
For fillet welds and skewed T-joints, the following shall
be provided on the contract documents.
2.1 Scope of Part A
This part contains requirements applicable to the design
of all welded connections of nontubular and tubular
structures, independent of loading.
(1) For fillet welds between parts with surfaces meeting at an angle between 80° and 100°, contract documents shall specify the fillet weld leg size.
(2) For welds between parts with the surfaces meeting at an angle less than 80° or greater than 100°, the
contract documents shall specify the effective throat.
2.2 Contract Plans and Specifications
, 2.2.1 Plan and Drawing Information. Complete information regarding base metal specification designation
(see 3.3 and 4.7.3) location, type, size, and extent of all
End returns and hold-backs for fillet welds, if required
by design, shall be indicated on the contract documents.
5
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PARTA
2.2.5 Shop Drawing Reqnirements. Shop drawings
shall clearly indicate by welding symbols or sketches the
details of groove welded joints and the preparation of
base metal required to make them. Both width and thickness of steel backing shall be detailed.
AWS 01.1/01.1 M:2008
beyond the fusion boundary nor suitability of the joint
detail for a given application.
2.2.5.5 Special Details. When special groove details
are required, they shall be detailed in the contract
documents.
2.2.5.1 PJP Groove Welds. Shop drawings shall indicate the weld groove depths "S" needed to attain weld
size "(E)" required for the welding process and position of
welding to be used.
2.2.5.6 Specific Inspection Requirements. Any specific inspection requirements shall be noted on the contract documents.
2.2.5.2 Fillet Welds and Welds in Skewed T-Joints.
The following shall be provided on the shop drawings:
2.3 Effective Areas
(1) For fillet welds between parts with surfaces meet-
ing at an angle between 80° and 100°, shop drawings
shall show the fillet weld leg size,
2.3.1 Groove Welds
2.3.1.1 Effective Length. The maximum effective
weld length of any groove weld, regardless of orientation, shall be the width of the part joined, perpendicular
to the direction of tensile or compressive stress. For
groove welds transmitting shear, the effective length is
the length specified.
(2) For welds between parts with surfaces meeting at
an angle less than 80° or greater than 100°, the shop
drawings shall show the detailed arrangement of welds
and required leg size to account for effects of joint geometry and, where appropriate, the Z-loss reduction for the
process to be used and the angle,
2.3.1.2 Effective Size of CJP Groove Welds. The
weld size of a CJP groove weld shall be the thickness of
the thinner part joined. An increase in the effective area
for design calculations for weld reinforcement shall
be prohibited. Groove weld sizes for T-, Y-, and Kconnections in tubular construction are shown in Table
3.6.
(3) End returns and hold-backs.
2.2.5.3 Welding Symbols. The contract documents
shall show CJP or PJP groove weld requirements. Contract documents do not need to show groove type or
groove dimensions. The welding symbol without dimensions and with "CJP" in the tail designates a CJP weld as
follows:
2.3.1.3 Minimum Size of PJP Groove Welds. PJP
groove welds shall be equal to or greater than the size
"(E)" specified in 3.12.2.1 unless the WPS is qualified in
conformance with Clause 4.
~CJP
The welding symbol without dimension and without CJP
in the tail designates a weld that will develop the adjacent
base metal strength in tension and shear. A welding symbol for a PJP groove weld shall show dimensions enclosed
in parentheses below "(E l )" and/or above "(E z)" the reference line to indicate the groove weld sizes on the arrow
and other sides of the weld joint, respectively, as shown
below:
2.3.1.4 Effective Size of Flare-Groove Welds. The
effective size of flare-groove welds when filled flush
shall be as shown in Table 2.1, except as allowed by
4.10.5. For flare-groove welds not filled flush, the underfill U shall be deducted. For flare-V-groove welds to surfaces with different radii R, the smaller R shall be used.
For flare-groove welds to rectangular tubular sections, R
shall be taken as two times the wall thickness.
2.3.1.5 Effective Area of Groove Welds. The effective area of groove welds shall be the effective length
multiplied by the effective weld size.
2.2.5.4 Prequalified 'Detail Dimensions. The joint
details described in 3.12 (PJP) and 3.13 (CJP) have repeatedly demonstrated their adequacy in providing the
conditions and clearances necessary for depositing and
fusing sound weld metal to base metal. However, the use
of these details shall not be interpreted as implying consideration of the effects of welding process on base metal
2.3.2 Fillet Welds
2.3.2.1 Effective Length (Straight). The effective
length of a straight fillet weld shall be the overall length
of the full size fillet, including end returns. No reduction
in effective length shall be assumed in design calculations to allow for the start or stop crater of the weld.
6
PART A
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.3.2.2 Effective Length (Curved). The effective
length of a curved fillet weld shall be measured along the
centerline of the effective throat.
2.3.2.9 Maximum Weld Size in Lap Joints. The
maximum fillet weld size detailed along the edges of
base metal in lap joints shall be the following:
2.3.2.3 Minimum Length. The minimum length of a
fillet weld shall be at least four times the nominal size, or
the effective size of the weld shall be considered not to
exceed 25% of its effective length.
(1) the thickness of the base metal, for metal less than
114 in [6 mm] thick (see Figure 2.1, Detail A).
(2) 1116 in [2 mm] less than the thickness of the base
metal, for metal 114 in [6 mm] or more in thickness (see
Figure 2.1, Detail B), unless the weld is designated on
the shop drawing to be built out to obtain full throat
thickness for a leg size equal to the base metal thickness.
In the as-welded condition, the distance between the
edge of the base metal and the toe of the weld may be
less than 1/16 in [2 mm] provided the weld size is clearly
verifiable.
2.3.2.4 Intermittent Fillet Welds (Minimum
Length). The minimum length of segments of an intermittent fillet weld shall be 1-112 in [38 mm].
2.3.2.5 Maximum Effective Length. For end-loaded
fillet welds with a length up to 100 times the leg dimension, it is allowed to take the effective length equal to the
actual length. When the length of end-loaded fillet welds
exceeds 100 but not more than 300 times the weld size,
the effective length shall be determined by multiplying
the actual length by the reduction coefficient ~.
~
= 1.2 - 0.2C
o~J
:;
2.3.2.10 Effective Area of Fillet Welds. The effective area shall be the effective weld length multiplied by
the effective throat.
2.3.3 Skewed T-Joints
1.0
2.3.3.1 General. T-joints in which the angle between
joined parts is greater than 100° or less than 80° shall be
defined as skewed T-joints. Prequalified skewed T-joint
details are shown in Figure 3.11. The details of joints for
the obtuse and acute sides may be used together or independently depending upon service conditions and design
with proper consideration for effects of eccentricity.
where
~ = reduction coefficient
L = actual length of end-loaded weld, in [mm]
w = weld leg size, in [mm]
When the length exceeds 300 times the leg size, the effective length shall be taken as 180 times the leg size.
2.3.3.2 Welds in Acute Angles Between 80° and 60°
and in Obtuse Angles Greater than 100°. When welds
are deposited in angles between 80° and 60° or in angles
greater than 100° the contract documents shall specify
the required effective throat. The shop drawings shall
clearly show the placement of welds and the required leg
dimensions to satisfy the required effective throat (see
Annex B).
2.3.2.6 Calculation of Effective Throat. For fillet
welds between parts meeting at angles between 80° and
100° the effective throat shall be taken as the shortest
distance from the joint root to the weld face of a 90° diagrammatic weld (see Annex A). For welds in acute angles between 60° and 80° and for welds in obtuse angles
greater than 100°, the weld leg size required to provide
the specified effective throat shall be calculated to account for geometry (see Annex B). For welds in acute
angles between 60 0 and 30°, leg size shall be increased by
the Z loss dimension to account for the uncertainty of
sound weld metal in the root pass of the narrow angle for
the welding process to be used (see 2.3.3).
2.3.3.3 Welds in Angles Between 60° and 30°. When
welding is required in an acute angle that is less than 60°
but equal to or greater than 30° [Figure 3.1l(D)], the
effective throat shall be increased by the Z-loss allowance (Table 2.2). The contract documents shall specify
the required effective throat. The shop drawings shall
show the required leg dimensions to satisfy the required
effective throat, increased by the Z-loss allowance (Table
2.2) (see Annex B for calculation of effective throat).
2.3.2.7 Reinforcing Fillet Welds. The effective
throat of a combination PIP groove weld and a fillet weld
shall be the shortest distance from the joint root to the
weld face of the diagrammatic weld minus 118 in [3 mm]
for any groove detail requiring such deduction (see Figure
3.3 and Annex A).
2.3.3.4 Welds in Angles Less than 30°. Welds deposited in acute angles less the 30° shall not be considered as effective in transmitting applied forces except as
modified for tubular structures in 4.12.4.2.
2.3.3.5 Effective Length of Skewed T-Joints. The
effective length of skewed T-joints shall be the overall
length of the full size weld. No reduction shall be as-
2.3.2.8 Minimum Size. The minimum size fillet weld
shall not be smaller than the size required to transmit the
applied load nor that provided in 5.14.
7
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PARTS A &8
AWS 01.1/01.1 M:2008
sumed in design calculations to allow for the start or stop
of the weld.
the comers rounded to a radius not less than the thickness
of the part in which it is made.
2.3.3.6 Minimum Skewed T-Joint Weld Size. The
requirements of 2.3.2.8 shall apply.
2.3.5.3 Effective Area of Plug and Slot Welds. The
effective area of plug and slot welds shall be the nominal
area of the hole or slot in the plane of the faying surface.
2.3.3.7 Effective Throat of Skewed T-Joints. The
effective throat of a skewed T-joint in angles between
60° and 30° shall be the minimum distance from the root
to the diagrammatic face, less the Z loss reduction dimension. The effective throat of a skewed T-joint in angles between 80° and 60° and in angles greater than 100°
shall be taken as the shortest distance from the joint root
to the weld face.
2.3.5.4 Depth of Filing. The minimum depth of
filling of plug and slot welds shall meet the following
requirements:
(1) for slot or plug welds in material 5/8 in [16 mm]
thick or less, the thickness of the material.
(2) for slot or plug welds in materials over 5/8 in
[16 mm] thick, one-half the thickness of the material or
5/8 in [16 mm], whichever is greater.
2.3.3.8 Effective Area of Skewed T-Joints. The
effective area of skewed T-joints shall be the specified
effective throat multiplied by the effective length. '
In no case is the minimum depth of filling required to be
greater than the thickness of the thinner part being
joined.
2.3.4 Fillet Welds in Holes and Slots
2.3.4.1 Diameter and Width Limitations. The minimum diameter of the hole or the width of slot in which a
fillet weld is to be deposited shall be no less than the
thickness of the part in which it is made plus 5/16 in
[8 mm].
PartB
Specific Requirements for
Design ofNontubular Connections
(Statically or Cyclically Loaded)
2.3.4.2 Slot Ends. Except for those ends which extend to the edge of the part, the ends of the slot shall be
semicircular or shall have the comers rounded to a radius
not less than the thickness of the part in which it is made.
2.4 General
2.3.4.3 Effective Length of Fillet Welds in Holes or
Slots. For fillet welds in holes or slots, the effective
length shall be the length of the weld along the centerline
of the throat.
The specific requirements of Part B together with the requirements of Part A shall apply to all connections of
nontubular members subject to static loading. The requirements of Parts A and B, except as modified by Part
C, shall also apply to cyclic loading.
2.3.4.4 Effective Area of Fillet Welds in Holes or
Slots. The effective area shall be the effective length
multiplied by the effective throat. In the case of fillet
welds of such size that they overlap at the centerline
when deposited in holes or slots, the effective area shall
not be taken as greater than the cross-sectional area of
the hole or slot in the plane of the faying surface.
2.5 Stresses
2.5.1 Calculated Stresses. The calculated stresses to be
compared with the allowable stresses shall be nominal
stresses determined by appropriate analysis or stresses
determined from the minimum joint strength requirements that may be specified in the applicable design
specifications which invoke this code for design of
welded connections.
2.3.5 Plug and Slot Welds
2.3.5.1 Diameter and Width Limitations. The minimum diameter of the hole or the width of slot in which a
plug or slot weld is to be deposited shall be no less than
the thickness of the part which it is made plus 5/16 in
[8 mm.]. The maximum diameter of the hole or width of
slot shall not exceed the minimum diameter plus 1/8 in [3
mm] or 2-1/4 times the thickness of the part, whichever
is greater.
2.5.2 Calculated Stresses Due to Eccentricity. In the
design of welded joints, the calculated stresses to be
compared with allowable stresses, shall include those
due to design eccentricity, if any, in alignment of connected parts and the position, size and type of welds,
except as provided in the following: for statically loaded
structures, the location of fillet welds to balance the
forces about the neutral axis or axes for end connections
2.3.5.2 Slot Length and Shape. The length of the slot
in which slot welds are to be deposited shall not exceed
ten times the thickness of the part in which it is made.
The ends of the slot shall be semicircular or shall have
8
l
AWS 01.1/01.1 M:2008
PARTB
= Moment of internal forces about the instantaneous center of rotation
p
= I::./I::.m ratio of element "i" deformation to
deformation in element at maximum stress
I::.m = 0.209 (8 + 6)-0.32 W, deformation of weld
element at maximum stress, in [mm]
I::.u = 1.087 (8 + 6)-0.65 W, < 0.17 W, deformation
of weld element at ultimate stress (fracture),
usually in element furthest from the instantaneous center of rotation, in [rom]
W = leg size of the fillet weld, in [mm]
I::. i = deformation of weld elements at intermediate
stress levels, linearly proportioned to the
critical deformation based on distance from
instantaneous center of rotation, in [rom] =
ril::.u/rerit.
x
Xi component of ri
y
= Yi component of ri
rerit. = distance from instantaneous center of rotation
to weld element with minimum I::.u/ri ratio, in
[mm]
of single-angle, double-angle, and similar members is
not required. In such members, weld arrangements at the
heel and toe of angle members may be distributed to conform to the length of the various available edges.
M
2.5.3 Allowable Base Metal Stresses. The calculated
base-metal stresses shall not exceed the allowable
stresses specified in the applicable design specifications.
2.5.4 Allowable Weld Metal Stresses. The calculated
stresses on the effective area of welded joints shall not
exceed the allowable stresses given in Table 2.3 except
as allowed by 2.5.4.2,-).5.4.3, and 2.5.4.4. The use of
2.5.4.2 shall be limited to the analysis of a single linear
fillet weld or fillet weld groups consisting of parallel linear fillet welds all loaded at the same angle.
2.5.4.1 Stress in Fillet Welds. Stress in fillet welds
shall be considered as.shear applied to the effective area
for any direction of applied load.
=
2.5.4.2 Alternative Allowable Fillet Weld Stress.
For a single linear fillet weld or fillet weld groups consisting of parallel linear fillet welds all loaded at the
same angle and loaded in plane through the centroid of
the weld group, the allowable stress may be determined
by Formula (1):
Formula (1)
2.5.4.4 Concentrically Loaded Weld Groups. Alternatively, for the special case of a concentrically loaded
weld group, the allowable shear stress for each weld element may be determined using Formula (2) and the allowable loads of all elements calculated and added.
Fy = 0.30 FEXX (1.0 + 0.50 sin1.58)
Formula (2)
where
r:y
~xx
C
2.5.4.3 Instantaneous Center of Rotation. The allowable stresses in weld elements within a weld group
that are loaded in-plane and analyzed using an instantaneous center of rotation method to maintain deformation compatibility and the nonlinear load-deformation
behavior of variable angle loaded welds shall be the
following:
Fvx =
Fyy =
Fvi =
F(p) =
M =
Fy = 0.30 C F EXX
where
Fy = allowable unit stress
F EXX = electrode classification number, i.e., electrode strength classification
8
= angle between the direction of force and the
axis of the weld element, degrees
= allowable unit stress
= nominal tensile strength of filler metal
= the equivalent strength coefficient for obliquely loaded fillet weld, chosen from Table
2.4.
2.5.5 Allowable Stress Increase. Where the applicable
design specifications allow the use of increased stresses
in the base metal for any reason, a corresponding increase shall be applied to the allowable stresses given
herein but not to the stress ranges allowed for base metal
or weld metal subject to cyclic loading.
L Fvix
LFyiy
2.6 Joint Configuration and Details
0.30 FEXX (1.0 + 0.50 sin I.58) F(p)
[p (1.9 - 0.9p)] 0.3
L [Fyiy (x) - Fyix (y)]
2.6.1 General Considerations. Welded connections shall
be designed to satisfy the strength and stiffness or flexibility requirements of the general invoking specifications.
where
Fyx
Fyy
F yix
F yiy
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.6.2 Compression Member Connections and Splices
=
=
=
=
Total internal force in x direction
Total internal force in y direction
x component of stress FYi
Ycomponent of stress FYi
2.6.2.1 Connections and Splices Designed to Bear
Other than Connections to Base Plates. Unless otherwise specified in contract documents, column splices
which are finished to bear shall be connected by PJP
9
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PARTB
AWS D1.1/D1.1M:2008
groove welds or by fillet welded details sufficient to hold
the parts in place. Where compression members other
than columns are finished to bear at splices or connections welds shall be designed to hold all parts in alignment and shall be proportioned for 50% of the force in
the member. The requirements of Table 3.4 or 5.8 shall
apply.
2.6.6 Weld Access Holes. When weld access holes are
required, they shall be sized to provide clearances necessary for deposition of sound weld metal. The shape and
size requirements of 5.17.1 shall apply. The designer
and detailer shall recognize that holes of the minimum
required size may affect the maximum net area available
in the connected base metal.
2.6.2.2 Connections and Splices Not Finished to
Bear Except for Connections to Base Plates. Welds joining splices in columns and splices and connections in other
compression members which are not finished to bear, shall
be designed to transmit the force in the members, unless
CJP welds or more restrictive requirements are specified in
contract documents or governing specifications. The requirements of Table 3.4 or Table 5.8 shall apply.
2.6.7 Welds with Rivets or Bolts. Connections that are
welded to one member and bolted or riveted to the other
shall be allowed. When bolts and welds share the
load on a common faying surface, strain compatibility
between the bolts and welds shall be considered (see
commentary).
2.7 Joint Configuration and Details-.
Groove Welds
2.6.2.3 Connections to Base Plates. At base plates of
columns and other compression members, the connection shall be adequate to hold the members securely in
place.
2.7.1 Transitions in Thicknesses and Widths. For statically loaded structures, surface contouring fillet welds
need not be provided. When surface contouring fillet
welds are required by the Engineer, they shall be specified in the contract documents (see Figure 2.3).
2.6.3 Base Metal Through-Thickness Loading. T- and
comer joints whose function is to transmit stress normal
to the sUlface of a connected part, especially when the base
metal thickness of the branch member or the required
weld size is 3/4 in [20 mm] or greater, shall be given special attention during design, base metal selection and detailing. Joint details which minimize stress intensity on
base metal subject to stress in the through-thickness direction shall be used where practical. Specifying weld
sizes larger than necessary to transmit calculated stress
shall be avoided.
2.7.2 Partial Length CJP Groove Weld Prohibition.
Intermittent or partial length CJP groove welds shall be
prohibited except that members built-up of elements
connected by fillet welds may have groove welds of
limited length at points of localized load application to
participate in the transfer of localized load. The groove
weld shall extend at uniform size for at least the length
required to transfer the load. Beyond this length, the
groove shall be made with a transition in depth to zero
over a distance not less than four times its depth. The
groove shall be filled flush before application of the fillet
weld.
2.6.4 Combinations of Welds. Except as provided
herein, if two or more welds of different type (groove,
fillet, plug, slot) are combined to share the load in a single connection, the capacity of the connection shall be
calculated as the sum of the individual welds determined
relative to the direction of applied load. This method of
adding individual capacities of welds does not apply to
fillet welds reinforcing PJP groove welds (see Annex A).
2.7.3 Intermittent PJP Groove Welds. Intermittent PJP
groove welds, flare bevel, and flare-groove welds may be
used to transfer shear stress between connected parts.
2.7.4 Weld Tab Removal. For statically loaded nontubular structures, weld tabs need not be removed. Wher
removal is required, or when finishing to surface requirements other than that described by 5.15.4, the requirements shall be specified in the contract documents.
2.6.5 Butt, Corner! and T-Joint Surface Contouring.
Fillet welds may be applied over CJP and PJP groove
welds in butt joints joining parts of unequal width or
thickness, comer, and T-joints for the purpose of contouring weld face or to reduce stress concentrations.
When such surface contouring fillet welds are used in
statically loaded applications, the size need not be more
than 5/16 in [8 mmL The fillet-like reinforcement on the
surface ofT- and comer joint groove welds that naturally
occurs shall not be cause for rejection nor need it be removed provided it does not interfere with other elements
of the construction. No minimum contour radius need be
provided.
2.8 Joint Configuration and DetailsFillet Welded Joints
2.8.1 Lap Joints
2.8.1.1 Transverse Fillet Welds. Transverse fille
welds in lap joints transferring stress between axiall)
loaded parts shall be double-fillet welded (see Figun
10
AWS 01.1/01.1 M:2008
PARTB
2.4) except where deflection of the joint is sufficiently
restrained to prevent opening under load.
2.8.4 Fillet Welds in Holes or Slots. Fillet welds in
holes or slots in lap joints may be used to transfer shear
or to prevent buckling or separation of lapped parts. Minimum spacing and dimensions of holes or slots for fillet
welds shall conform to the requirements of 2.3.4.1,
2.3.4.2, 2.8.1, 2.8.2, and 2.9. These fillet welds may
overlap subject to the limitation provisions of 2.3.4.4.
Fillet welds in holes or slots are not considered to be plug
or slot welds.
2.8.1.2 Minimum Overlap. The minimum overlap of
parts in stress-carrying lap joints shall be five times the
thickness of the thinner part, but not less than 1 in [25 mm].
Unless out-of-plane deflection of the parts is prevented,
they shall be double fillet welded (see Figure 2.4) or
joined by at least two transverse lines of plug or slot
welds or two or more longitudinal fillet or slot welds.
2.8.5 Intermittent Fillet Welds. Intermittent fillet welds
may be used to transfer stress between connected parts.
2.8.2 Longitudinal Fillet Welds. If longitudinal fillet
welds are used alone in lap joints of end connections of
flat bar or plate members, the length of each fillet weld
shall be no less than the perpendicular distance between
them (see Figure 2.5). The transverse spacing of longitudinal fillet welds used in end connections shall not exceed 16 times the thickness of the thinner connected part
unless suitable proviSion is made (as by intermediate
plug or slot welds) to prevent buckling or separation of
the parts. The longitudinal fillet welds may be either at
the edges of the member or in slots. The design of connections using longitudinal fillet welds for members
other than flat bar cross sections shall be as provided in
the general design specifications.
2.9 Joint Configuration and DetailsPlug and Slot Welds
2.9.1 Minimum Spacing (Plug Welds). The minimum
center-to-center spacing of plug welds shall be four times
the diameter of the hole.
2.9.2 Minimum Spacing (Slot Welds). The minimum
center-to-center spacing of lines o(slot welds in a direction transverse to their length shall be four times the
width of the slot. The minimum center-to-center spacing
in a longitudinal direction shall be two times the length
of the slot.
2.8.3 Fillet Weld Terminations
2.8.3.1 General. Fillet weld terminations may extend
to the ends or sides of parts or may be stopped short or
may have end returns except as limited by the following
cases:
2.9.3 Prequalified Dimensions. Dimensions for prequalified plug and slot welds are described in 2.3.5 and
3.10.
2.8.3.2 Lap Joints Subject to Tension. In lap joints
in which one part extends beyond the edge or side of a
part subject to calculated tensile stress, fillet welds shall
terminate not less than the size of the weld from the start
of the extension (see Figure 2.6).
2.9.4 Prohibition in Quenched and Tempered Steels.
Plug and slot welds shall be prohibited in quenched and
tempered steels with specified minimum Fy greater than
70 ksi [490 MPa].
2.8.3.3 Maximum End Return Length. Welded
joints shall be arranged to allow the flexibility assumed
in the connection design. If the outstanding legs of connection base metal are attached with end returned welds,
the length of the end return shall not exceed four times
the nominal size of the weld (see Figure 2.7 for examples
of fl~xible connections).
2.10 Filler Plates
Wherever it is necessary to use filler plates in joints required to transfer applied force, the filler plates and the
connecting welds shall conform to the requirements of
2.10.1 or 2.10.2, as applicable.
2.8.3.4 Transverse Stiffener Welds. Except where
the ends of stiffeners are welded to the flange, fillet
welds joining transverse stiffeners to girder webs shall
start or terminate not less than four times nor more than
six times the thickness of the web from the web toe of the
web-to-flange welds.
I
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.10.1 Thin Filler Plates. Filler plates less than 1/4 in
[6 mm] thick shall not be used to transfer stress. When
the thickness of the filler plate is less than 1/4 in [6 mm],
or when the thickness of the filler plate is greater than
114 in [6 mm] but not adequate to transfer the applied
force between the connected parts, the filler plate shall
be kept flush with the edge of the outside connected palt,
and the size of the weld shall be increased over the
required size by an amount equal to the thickness of the
filler plate (see Figure 2.9).
2.8.3.5 Opposite Sides of a Common Plane. Fillet
welds on the opposite sides of a common plane shall
be interrupted at the comer common to both welds (see
Figure 2.8).
11
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PARTSB& C
AWS 01.1/01.1 M:2008
2.11.2.3 Unpainted Weathering Steel. For members
of unpainted weathering steel exposed to atmospheric
corrosion, if intermittent fillet welds are used, the spacing shall not exceed 14 times the thickness of the thinner
plate nor 7 in [180 mm].
2.10.2 Thick Filler Plates. When the thickness of the
filler plate is adequate to transfer the applied force
between the connected parts, the filler plate shall extend
beyond the edges of the outside connected base metal.
The welds joining the outside connected base metal
to the filler plate shall be sufficient to transmit the force
to the filler plate, and the area subject to applied force
in the filler plate shall be adequate to avoid overstressing the filler plate. The welds joining filler plate to the
inside connected base metal shall be sufficient to transmit the applied force (see Figure 2.10).
PartC
Specific Requirements for Design
ofNontubular Connections
(Cyclically Loaded)
2.10.3 Shop Drawing Requirement. Joints reqUlrmg
filler plates shall be completely detailed on shop and
erection drawings.
2.12 General
2.12.1 Applicability. Part C applies only to nontubular
members and connections subject to cyclic load, within
the elastic range, of frequency and magnitude sufficient
to initiate cracking and progressive failure (fatigue). The
provisions of Part C provide a method for assessing the
effects of repeated fluctuations of stress on welded nontubular structural elements which shall be applied to
minimize the possibility of a fatigue failure.
2.11 Built-Up Members
2.11.1 Minimum Required Welding. If two or more
plates or rolled shapes are used to build up a member,
sufficient welding (fillet, plug, or slot type) shall be provided to make the parts act in unison but not less than
that which may be required to transmit the calculated
stress between the parts joined.
2.12.2 Other Pertinent Provisions. The provisions of
Parts A and B shall apply to the design of members and
connections subject to the requirements of Part C.
2.11.2 Maximum Spacing oflntermittent Welds
2.11.2.1 General. Except as may be provided by
2.11.2.2 or 2.11.2.3, the maximum longitudinal spacing
of intermittent welds connecting a plate component to
other components shall not exceed 24 times the thickness
of the thinner plate nor exceed 12 in [300 mm]. The longitudinal spacing between intermittent fillet welds connecting two or more rolled shapes shall not exceed 24 in
[600 mm].
2.12.3 Engineer's Responsibility. The Engineer shall
provide either complete details, including weld sizes, or
shall specify the planned cycle life and the maximum
range of moments, shears, and reactions for the connections in contract documents.
2.11.2.2 Compression Members. In built-up compression members, except as provided in 2.11.2.3, the
longitudinal spacing of intermittent fillet weld segments
along the edges of an outside plate component to other
components shall not exceed 12 in [300 mm] nor the
plate thickness times 0.730 JEfFy (Fy = specified minimum yield strength and E is Young's modulus of elasticity for the type of steel being used.) When intermittent
fillet weld segments are staggered along opposite edges
of outside plate components narrower than the width provided by the next sentence, the spacing shall not exceed
18 in [460 mm] nor :the plate thickness times 1.10
JEfFy. The unsupported width of web, cover plate, or
diaphragm plates, between adjacent lines of welds, shall
not exceed the plate thickness times 1.46 JEfFy. When
unsupported transverse spacing exceeds this limit, but a
portion of its width no greater than 1.46 JEfFy times
the thickness would satisfy the stress requirement, the
member shall be considered acceptable.
2.13 Limitations
2.13.1 Stress Range Threshold. No evaluation of fatigue resistance shall be required if the live load stress
range is less than the threshold stress range, FTH (see
Table 2.~).
2.13.2 Low Cycle Fatigue. Provisions of Part C are nol
applicable to low-cycle loading cases which induce calculated stresses into the inelastic range of stress.
2.13.3 Corrosion Protection. The fatigue strengths described in Part C are applicable to structures with
suitable corrosion protection, or subject only to mildly
corrosive environments such as normal atmospheric
conditions.
2.13.4 Redundant-Nonredundant Members. This codf
no longer recognizes a distinction between redundant and
nonredundant members.
12
AWS 01.1/01.1 M:2008
PART C
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.14 Calculation of Stresses
2.14.1 Elastic Analysis. Calculated stresses and stress
ranges shall be nominal, based upon elastic stress analysis
at the member level. Stresses need not be amplified by stress
concentration factors for local geometrical discontinuities.
In which:
FSR = Allowable stress range, ksi [MPa]
Cf = Constant from Table 2.~ for all categories except category F.
N = Number of cycles of stress range in design
life.
= Cycles per day x 365 x years of design life.
FTH = Threshold fatigue stress range, that is the maximum stress range for infinite life, ksi [MPa]
2.14.2 Axial Stress and Bending. In the case of axial
stress combined with bending, the maximum combined
stress shall be that for concurrent applied load cases.
2.14.3 Symmetrical Sections. For members having
symmetrical cross sections, the connection welds shall
preferably be arranged symmetrically about the axis of
the member, or if symmetrical arrangement is not practical, the total stresses including those resulting from joint
eccentricity shall be included in the calculation of the
stress range.
For stress category F, the stress range shall not exceed
FSR as determined by Formula (3).
Formula (3)
2.14.4 Angle Members. For axially stressed angle members, the center of gravity of the connecting welds shall
lie between the line of the center of gravity of the angle's
cross section and the center of the connected leg, in
which case the effects of eccentricity may be ignored. If
the center of gravity of the connecting weld lies outside
this zone, the total stresses, including those resulting
from eccentricity of the joint from the center of gravity
of the angle, shall be included in the calculation of the
stress range.
F SR
c l°.167
( r!J ~FTH
Cfx 11
F SR = [(
X
N
(ksi)
10 4 0.167
)
~ FTH (MPa)]
In which:
Cf = Constant from Table 2.~ for Category F
For tension-loaded plate elements at cruciform, Tand corner joint details with CIP welds, PIP welds, fillet welds or combinations of the preceding, transverse to
the direction of stress, the maximum stress range on the
cross section of the tension-loaded plate element shall be
determined by (a), (b), or (c) as follows:
2.15 Allowable Stresses and Stress
Ranges
2.15.1 Allowable Stresses. The calculated unit stresses
in welds shall not exceed the allowable stresses described in Table 2.3.
(a) For the cross section of a tension-loaded plate
element, the maximum stress range on the base metal
cross section at the toe of the weld governed by consideration of crack initiation from the toe of the weld, the
stress range shall not exceed FSR as determined by Formula (2), Category C, which shall be equal to:
2.15.2 Allowable Stress Ranges. Stress range is defined
as the magnitude of fluctuation in stress that results from
the repeated application and removal of the live load. In
the case of stress reversal, the stress range shall be computed as the numerical sum of the maximum repeated
tensile and compressive stresses or the sum of maximum
shearing stresses of opposite direction at a given point,
resulting from differing arrangement of live load. The
calculated range of stress shall not exceed the maximum
computed by Formulas (2) through (5), as applicable (see
Figure 2.11 for graphical plot of Formulas (2) through
(5) for stress categories A, B, B', C, D, E, E', and F).
~ 0.333
F SR =
(44~10_)
~ 10 (ksi)
11 0.333
FSR
= [e4.4~ 10)
~68.9 (MPa)]
(b) For end connections of tension-loaded plate elements using transverse PJP welds, with or without reinforcing or contouring fillet welds, the maximum stress
range on the base metal cross section at the toe of the
weld governed by consideration of crack initiation from
the root of the weld shall not exceed F SR as determined
by Formula (4).
For categories A, B, B', C, D, E, and E', the stress
range shall not exceed FSR as determined by Formula (2).
Formula (2)
F SR
=
c lo.333
= ( r!J ~ F TH (ksi)
13
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PARTe
AWS D1.1/D1.1M:2008
Formula (4)
2.16 Detailing, Fabrication, and
Erection
~ 0.333
F SR =
RpJP(44~1O_)
F SR = [ RPJP (
14.4 X 10
N
(ksi)
11
)°.333
(MPa)
2.16.1 Transitions in Thickness and Width
]
2.16.1.1 Butt-Joint Thickness Transitions. Butt
joints between parts having unequal thicknesses and subject to cyclic tensile stress shall have smooth transitions
between offset surfaces at a slope of no more than 1 in
2-112 with the surface of either part. The transition may
be accomplished by sloping the weld surfaces, by chamfering the thicker part, or by a combination of the two
methods (see Figure 2.3).
In which:
R pJp = Reduction factor for reinforced or nonreinforced PJP joints
RpJp =
0_._65_-_0_.5_9_(2_a_/t.<:..p)_+_0_._72_(_w_/t....r:....p) <
.
_ 1.0 (for Ill.)
t 0.167
p
2.16.1.2 Butt-Joint Width Transitions. Butt joints
between parts of unequal width subject to cyclic stress
into the tensile range shall have a smooth transition between the offset edges at a slope of not more than 1 on
2-1/2 with the edge of either part or shall be provided
with a transition having a 24 in [600 mm] minimum
radius tangent to the narrower part at the center of the
butt joint (see Figure 2.12). An increased stress range
may be used for steels having a yield stress greater than
90 ksi [620 MPa] with details incorporating the radius.
_1._12_-_1_.0_1...:...(2_a_/tLP)_+_1._24_(_w_/t....r:....p) ~ 1.0 (for mm)
t 0.167
p
2a
tp
w
= the length of the nonwelded root face in the
direction of the thickness of the tensionloaded plate
= the thickness of tension loaded plate element
(in or mm)
= the leg size of the reinforcing or contouring
fillet, if any, in the direction of the thickness
of the tension-loaded plate (in or mm)
2.16.2 Backing
2.16.2.1 Welds for Attaching Steel Backing. Requirements for welds for attaching steel backing and
whether the backing shall be removed or left in place
shall be determined as described in 2.16.2.2, 2.16.2.3,
2.16.2.4, and the stress range categories of Table 2.~.
The Engineer shall note the fatigue stress category on the
contract drawings. The Contractor shall note on the shop
drawings the required location, the weld detail to be
used, whether the tack welds shall be inside the groove or
shall be allowed to be outside the groove, and whether
the backing shall be allowed to remain in place or
whether it shall be removed to provide for the intended
stress range category.
(c) For end connections of tension-loaded plate el-
ements using a pair of fillet welds, the maximum stress
range on the base metal cross section at the toe of the
weld governed by consideration of crack initiation from
the root of the weld due to tension on the root shall not
exceed F SR as determined by Formula (5). Additionally,
the shear stress range on the throat of the weld shall not
exceed F SR by Formula (3) Category F.
Formula (5)
F SR = R FIL (
.
44 x 1O~ 0.333
N -)
(ksl)
F SR = [ R FIL (
14.4 X 10
N
11
)°.333
(MPa)
2.16.2.2 CJP T- and Corner Joints Made from One
Side. Welds for attaching backing may be made inside or
outside the joint groove. Backing for joints subject to cyclic transverse tension (fatigue) loading shall be removed
and the back side of the joint finished consistent with
face weld. Any unacceptable discontinuity discovered or
caused by removal shall be repaired to the acceptance
criteria of this code.
]
In which:
RFIL = Reduction Factor for joints using a pair of
transverse fillet welds only
0.06 + 0.72(~)
0167
t .
P
2.16.2.3 CJP Butt Splices. Welds for attaching backing may be inside or outside the groove unless restricted
in the stress category description. Tack welds located
outside the joint groove shall terminate not closer than
112 in [12 mm] from the edge of the connected part.
Backing may remain in place or be removed unless
restricted in the stress category used in design.
~ 1.0 (for in)
p
0.10 + 1.24
°
t .
167
(~)
t
p
~ 1.0 (for mm)
p
14
A.WS 01.1/01.1 M:2008
PARTSC& 0
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.18 Inspection
2.16.2.4 Longitudinal Groove Welds and Corner
Joints. Steel backing, if used, shall be continuous for the
full length of the joint. Welds for attaching backing may
be inside or outside the groove (see 5.10.2).
Fatigue categories Band C require that the Engineer ensure that CJP groove welds subject to cyclic transverse
applied stress into the tensile range be inspected using
RTorUT.
2.16.3 Contouring Weld at Corner and T-Joints. In
transverse comer and T-joints subject to tension or tension due to bending, a single pass contouring fillet weld,
not less than 1/4 in [6 mm] in size shall be added at
reentrant comers.
PartD
Specific Requirements for
Design of Tubular Connections
(Statically or Cyclically Loaded)
2.16.4 Flame-Cut Edges. Flame-cut edges need not be
dressed provided they meet the roughness provisions of
5.15.4.3.
2.16.5 Transversely Loaded Butt Joints. For transversely loaded butt joints, weld tabs shall be used to provide for cascading the weld termination outside the
finished joint. End d~s shall not be used. Weld tabs
shall be removed and the end of the weld finished flush
with the edge of the member.
2.19 General
The specific requirements of Part D apply only to tubular
connections, and shall be used with the applicable requirements of Part A. All provisions of Part D apply to
static applications and cyclic applications, with the exception of the fatigue provisions of 2.20.6, which are
unique to cyclic applications.
2.16.6 Fillet Weld Terminations. In addition to the
requirements of 2.8.3.3 the following applies to weld
terminations subject to cyclic (fatigue) loading. For connections and details with cyclic forces on outstanding
elements of a frequency and magnitude that would tend
to cause progressive failure initiating at a point of maximum stress at the end of the weld, fillet welds shall be returned around the side or end for a distance not less than
two times the nominal weld size.
2.19.1 Eccentricity. Moments caused by significant deviation from concentric connections shall be provided for
in analysis and design [see Figure 2.14(H) for an illustration of an eccentric connection].
2.20 Allowable Stresses
2.17 Prohibited Joints and Welds
2.20.1 Base-Metal Stresses. These provisions may be
used in conjunction with any applicable design specifications in either allowable stress design (ASD) or load and
resistance factor design (LRFD) formats. Unless the applicable design specification provides otherwise, tubular
connection design shall be as described in 2.20.5,2.20.6,
and 2.24. The base-metal stresses shall be those specified
in the applicable design specifications, with the following limitations:
2.17.1 One-Sided Groove Welds. Groove welds, made
from one side only without backing or made with backing, other than steel, that has not been qualified in conformance with Clause 4 shall be prohibited except that
these prohibitions for groove welds made from one side
shall not apply to the following:
(1) Secondary or nonstress carrying members.
(2) Comer joints parallel to the direction of calculated stress between components of built-up members
2.20.2 Circular Section Limitations. Limitations on
diameter/thickness for circular sections, and largest flat
width/thickness ratio for box sections, beyond which
local buckling or other local failure modes shall be considered, shall be in conformance with the governing design code. Limits of applicability for the criteria given in
2.24 shall be observed as follows:
2.17.2 Flat Position Groove Welds. Bevel-groove and
J-groove welds in butt joints welded in the flat position
shall be prohibited where V-groove or U-groove joints
are practicable.
2.17.3 Fillet Welds Less than 3/16 in [5 mm]. Fillet
welds less than 3/16 in [5 mm] shall be prohibited.
(1) circular tubes: D/t < 3300IFy [for F y in ksi],
478IFy [for Fy in MPa]
2.17.4 T- and Corner CJP Welds with Backing Left in
I Place. T- and comer CJP welds subject to cyclic transverse tension stress with the backing bar left in place
shall be prohibited.
(2) box section gap connections: D/t :::; 210/ JF;, [for
F y in ksi], 80/ JF;, [for F y in MPa] but not more than 35
15
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
PART 0
(3) box section overlap connections: D/t :s; 190/ IF;
[for F y in ksi], 72/ IF; [for F y in MPa]
2.20.6.5 Critical Members. For critical members
whose sole failure mode would be catastrophic, D (seel
2.20.6.4) shall be limited to a fractional value of 1/3.
2.20.3 Welds Stresses. The allowable stresses in welds
shall not exceed those given in Table 2.§., or as allowed
by 2.5.4.2 and 2.5.4.3, except as modified by 2.20.5,
2.20.6, and 2.24.
2.20.6.6 Fatigue Behavior Improvement. For the
purpose of enhanced fatigue behavior, and where specified in contract documents, the following profile improvements may be undertaken for welds in tubular T-,
Y-, or K-connections:
2.20.4 Fiber Stresses. Fiber stresses due to bending
shall not exceed the values described for tension and
compression, unless the members are compact sections
(able to develop full plastic moment) and any transverse
weld is proportioned to develop fUlly the strength of sections joined.
(1) A capping layer may be applied so that the aswelded surface merges smoothly with the adjoining base
metal, and approximates the profile shown in Figure
3.10. Notches in the profile shall not be deeper than
0.04 in or 1 mID, relative to a disc having a diameter
equal to or greater than the branch member thickness.
2.20.5 Load and Resistance Factor Design. Resistance
factors, cD, given elsewhere in this section, may be used
in context of load and resistance factor design (LRFD)
calculations in the following format:
cD x (Pu or Mu )
AWS D1.1/D1.1M:2008
(2) The weld surface may be ground to the profile
shown in Figure 3.10. Final grinding marks shall be
transverse to the weld axis.
=L,(LF x Load)
(3) The toe of the weld may be peened with a blunt
instrument, so as to produce local plastic deformation
which smooths the transition between weld and base
metal, while inducing a compressive residual stress.
Such peening shall always be done after visual inspection, and be followed by MT as described below. Consideration should be given to the possibility of locally
degraded notch toughness due to peening.
where Pu or Mu is the ultimate load or moment as given
herein; and LF is the load factor as defined in the governing LRFD design code, e.g., AISC Load and Resistance
Factor Design Specification for Structural Steel in
Buildings.
2.20.6 Fatigue
2.20.6.1 Stress Range and Member Type. In the
design of members and connections subject to repeated
variations in live load stress, consideration shall be given
to the number of stress cycles, the expected range of
stress, and type and location of member or detail.
In order to qualify fatigue categories Xl and Kl, representative welds (all welds for nonredundant structures or
where peening has been applied) shall receive MT for
surface and near-surface discontinuities. Any indications
which cannot be resolved by light grinding shall be repaired in conformance with 5.26.1.4.
2.20.6.2 Fatigue Stress Categories. The type and
location of material shall be categorized as shown in
Table 2.7.
2.20.6.7 Size and Profile Effects. Applicability of
welds to the fatigue categories listed below is limited to
the following weld size or base-metal thicknesses:
2.20.6.3 Basic Allowable Stress Limitation. Where
the applicable design specification has a fatigue requirement, the maximum stress shall not exceed the basic allowable stress provided elsewhere, and the range of
stress at a given number of cycles shall not exceed the
values given in Figure 2.13.
Cl
C2
D
E
ET
F
FT
2.20.6.4 Cumulative Damage. Where the fatigue environment involves stress ranges of varying magnitude
and varying numbers of applications, the cumulative fatigue damage ratio, D, summed over all the various loads,
shall not exceed unity, where
2 in [50 mm] thinner member at transition
1 in [25 mm] attachment
1 in [25 mm] attachment
1 in [25 mm] attachment
1.5 in [38 mm] branch
0.7 in [18 mm] weld size
1 in [25 mm] weld size
For applications exceeding these limits, consideration
should be given to reducing the allowable stresses or improving the weld profile (see Commentary). For T-, Y-,
and K-connections, two levels of fatigue performance are
provided for in Table 2.§.. The designer shall designate
when Level I is to apply; in the absence of such designation, and for applications where fatigue is not a consideration, Level II shall be the minimum acceptable standard
where
n = number of cycles applied at a given stress range
N = number of cycles for which the given stress
range would be allowed in Figure 2.13
16
AWS D1.1/D1.1M:2008
PART 0
2.21 Identification
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
2.23.2.2 Prequalified CJP Groove Weld Details
Welded from One Side without Backing in T -, Y-, and
K-Connections. See 3.13.4 for the detail options. If
fatigue behavior improvement is required, the details selected shall be based on the profile requirements of
2.20.6.6 and Table 2.8.
Members in tubular structures shall be identified as
shown in Figure 2.14.
2.22 Symbols
2.23.3 Stresses in Welds. When weld allowable stress
calculations are required for circular sections, the nominal stress in the weld joining branch to chord in a simple
T-, Y-, or K-connection shall be computed as:
Symbols used in Clause 2, Part D, are as shown in Annex
I.
.{"
2.23 Weld Design
Jweld
2.23.1 Fillet Welds
=
~[fa
(r~ + (fb)
r~]
K r
K
2
t
w
a
b
rw
where
2.23.1.1 Effective Area. The effective area shall be
in conformance with ?3.2.10 and the following: the effective length of fillet welds in structural T-, Y-, and Kconnections shall be calculated in conformance with
2.23.4 or 2.23.5, using the radius or face dimensions of
the branch member as measured to the centerline of the
weld.
tb = thickness of branch member
tw = effective throat of the weld
fa and fb = nominal axial and bending stresses in the
branch
For rm and r w , see Figure 2.16.
Ka and Kb are effective length and section factors given
in 2.23.4 and 2.23.5.
2.23.1.2 Beta Limitation for Prequalified Details.
Details for prequalified fillet welds in tubular T-, Y-, and
K-connections are described in Figure 3.2. These details
are limited to ~ ::; 1/3 for circular connections, and
~ ::; 0.8 for box sections. They are also subject to the
limitations of 3.9.2. For a box section with large comer
radii, a smaller limit on ~ may be required to keep the
branch member and the weld on the flat face.
In ultimate strength or LRFD format, the following expression for branch axial load capacity P shall apply for
both circular and box sections:
Pu = Qw' Leff
where Qw = weld line load capacity (kips/inch) and L eff =
weld effective length.
For fillet welds,
2.23.1.3 Lap Joints. Lap joints of telescoping tubes
(as opposed to an interference slip-on joint as used in
tapered poles) in which the load is transferred via the
weld may be single fillet welded in conformance with
Figure 2.15.
Qw = 0.6 t w F Exx
with <I> = 0.8
where FEXX = classified minimum tensile strength of
weld deposit.
2.23.2 Groove Welds. The effective area shall be in
conformance with 2.3.1.5 and the following: the effective length of groove welds in structural T-, Y-, and Kconnections shall be calculated in conformance with
2.23.4 or 2.23.5, using the mean radius r m or face dimensions of the branch member.
2.23.4 Circular Connection Lengths. Length of welds
and the intersection length in T-, Y-, and K-connections
shall be determined as 21trKa where l' is the effective
radius of the intersection (see 2.23.2, 2.23.1.1, and
2.24.1.3(4)).
2.23.2.1 Prequalified PJP Groove Weld Details.
Prequalified PIP groove welds in tubular T-, Y-, or Kconnections shall conform to Figure 3.5. The Engineer
shall use the figure in conjunction with Table 2.2. to calculate the minimum weld size in order to determine the
maximum weld stress except where such calculations are
waived by 2.24.1.3(2).
x = 1/(2 1t sin e)
where
, The Z loss dimension shall be deducted from the distance
from the work point to the theoretical weld face to find
the minimum weld size.
e
~
17
= the acute angle between the two member axes
= diameter ratio, branch/main, as previously defined
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
(1) Punching Shear Format. The acting punching
shear stress on the potential failure surface (see Figure
2.17) shall not exceed the allowable punching shear stress.
NOTE: The following may be used as conservative
approximations:
8 ~~or aXla
. 11oad
K a -_ 1 + l/sin
2
Kb =
Kb =
AWS 01.1/01.1 M:2008
PARTD
The acting punching shear stress is given by
acting V p = 'tin sin 8
3 + l/sin 8 .
.
4 ' 8 for m-plane bendmg
sm
The allowable punching shear stress is given by
1 + 3/sin 8
.
4
for out-of-plane bendmg
allow V p = Qq' Qf' F yo /(0.6 y)
The allowable V p shall also be limited by the allowable
shear stress specified in the applicable design specification (e.g., 0.4 F yo )'
2.23.5 Box Connection Lengths
2.23.5.1 K- and N-Connections. The effective length
of branch welds in structural, planar, gap K- and Nconnections between box sections, subjected to pr~domi
nantly static axial load, shall be taken as:
Terms used in the foregoing equations are defined as
follows:
2ax + 2b,
for 8 ~ 50°
8, y, ~ and other parameters of connection geometry
are defined in Figure 2.l4(M).
2ax + b,
for 8 ~ 60°
in is the nominal axial (fa) or bending (fb ) stress in.the
1:,
branch member (punching shear for each kept separate)
Thus for 8 ~ 50° the heel, toe and sides of the branch can
be considered fully effective. For 8 ~ 60°, the heel is
considered ineffective due to uneven distribution of load.
For 50° < 8 < 60°, interpolate.
F yo = The specified minimum yield strength of the
main member chord, but not more than 2/3 the tensile
strength.
2.23.5.2 T-, yo, and X-Connections. The effective
length of branch welds in structural, planar, T-, Y-, and
X-connections between box sections, subjected to predominantly static axial load, shall be taken as:
Qq, Qf are geometry modifier and stress interaction
terms, respectively, given in Table 2.10.
For bending about two axes (e.g., y and z), the effective
resultant bending stress in circular and square box sections may be taken as
2ax + b, for 8 ~ 50°
2ax' for 8 ~ 60°
For 50° < 8 < 60°, interpolate.
For combined axial and bending stresses, the following
formula shall be satisfied:
2.24 Limitations of the Strength of
Welded Connections
JI.75
Acting V
[ allow V pP axial
2.24.1 Circular T -, Y-, and K-Connections (see 2.26.1.1)
2.24.1.1 Local Failnre. Where a T-, Y-, or Kconnection is made by simply welding the branch member(s) individually to the main member, local stresses at
potential failure surface through the main member wall
may limit the usable strength of the welded joint. The
shear stress at which such failure occurs depends not
only upon the strength of the main member steel, but also
on the geometry of the: connection. Such connections
shall be proportioned on the basis of either (1) punching
shear, or (2) ultimate load calculations as given below.
The punching shear is an allowable stress design (ASD)
criterion and includes the safety factor. The ultimate load
format may be used in load and resistance factor design
(LRFD), with the resistance factor cI> to be included by
the designer, see 2.20.5.
+[
VpJ
acting
allow V p
~
1.0
bending
(2) LRFD Format (loads factored up to ultimate
condition-see 2.20.5)
Branch member loadings at which plastic chord wall failure in the main member occurs are given by:
axial load: Pu sin 8 = t~ F yo [61t ~ Qq] Qf
bending moment:
Mu sin 8 = t~ Fyo [db /4][6 1t ~ Qq] Qf
with the resistance factor cI> = 0.8.
Qf should be computed with lJ2 redefmed as (Pe/AFyo )2 +
(MclSFyo)2 where Pe and Me are factored chord load and
moment, A is area, S is section modulus.
18
AWS D1.1/D1.1M:2008
PART 0
uniform, and local yielding can be expected before the
connection reaches its design load. To prevent "unzipping" or progressive failure of the weld and ensure ductile behavior of the joint, the minimum welds provided in
simple T-, Y-, or K-connections shall be capable of developing, at their ultimate breaking strength, the lesser of
the brace member yield strength or local strength (punching shear) of the main member. The ultimate breaking
strength of fillet welds and PIP groove welds shall be
computed at 2.67 times the basic allowable stress for
60 ksi [415 MPa] or 70 ksi [485 MPa] tensile strength
and at 2.2 times the basic allowable stress for higher
strength levels. The ultimate punching shear shall be
taken as 1.8 times the allowable V p of 2.24.1.1.
These loadings are also subject to the chord material
shear strength limits of:
Pu sin e ~ 1t dbtc Fyol J3
M u sin e ~ d~ tc Fyol J3
with ep = 0.95
where
tc = chord wall thickness
db = branch member diameter and other terms are
defined as 2.24.1.1(1).
The limit state for combinations of axial load P and
bending moment M is given by:
(PlPu )1.75 + MlMu ~ 1.0
(2) This requirement may be presumed to be met by
the prequalified joint details of Figure 3.8 (CJP) and
3.12.4 (PIP), when matching materials (Table 3.1) are
used.
2.24.1.2 General Collapse. Strength and stability of
a main member in a,tubular connection, with any reinforcement, shall be investigated using available technology in conformance with the applicable design code.
General collapse is particularly severe in cross connections and connections subjected to crushing loads [see
Figure 2.14(G) and (1)]. Such connections may be reinforced by increasing the main member thickness, or by
use of diaphragms, rings, or collars.
(3) Compatible strength of welds may also be presumed with the prequalified fillet weld details of Figure
3.2, when the following effective throat requirements are
met:
(a) E = 0.7 tb for elastic working stress design of
mild steel circular steel tubes (Fy ~ 40 ksi [280 MPa]
joined with overmatched welds (classified strength FExx =
70 ksi [485 MPa])
(1) For unreinforced circular cross connections, the
allowable transverse chord load, due to compressive
branch member axial load P, shall not exceed
(b) E = 1.0 tb for ultimate strength design (LRFD)
of circular or box tube connections of mild steel, F y ~
40 ksi [280 MPa], with welds satisfying the matching
strength requirements of Table 3.1.
(2) For circular cross connections reinforced by a
"joint can" having increased thickness to and length, L,
the allowable branch axial load, P, may be employed as
(c) E = lesser of tc or 1.07 tb for all other cases
P = P(l) + [P(2) - P(l)]L/2.5D for L < 2.5/D
P = P(2)
for L
~
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
(4) Fillet welds smaller than those required in Figure
3.2 to match connection strength, but sized only to resist
design loads, shall at least be sized for the following
multiple of stresses calculated per 2.23.3, to account for
nonuniform distribution of load:
2.5/D
where P(l) is obtained by using the nominal main member thickness in the equation in (1); and P(2) is obtained
by using the joint can thickness in the same equation.
The ultimate limit state may be taken as 1.8 times the
foregoing ASD allowable, with ep = 0.8.
ASD
LRFD
E60XX and E70XX-
1.35
1.5
Higher strengths-
1.6
1.8
(3) For circular K-connections in which the main
member thickness required to meet the local shear provisions of 2.24.1.1 extends at least D/4 beyond the connecting branch member welds, general collapse need not
be checked.
2.24.1.4 Transitions. Flared connections and tube
size transitions not excepted below shall be checked for
local stresses caused by the change in direction at the
transition (see Note Q to Table 2.J). Exception, for static
loads:
2.24.1.3 Uneven Distribution of Load (Weld Sizing)
(1) Due to differences in the relative flexibilities of
the main member loaded normal to its surface, and the
branch member carrying membrane stresses parallel to
its surface, transfer of load across the weld is highly non-
Circular tubes having D/t less than 30, and
Transition slope less than 1:4.
19
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS 01.1/01.1 M:2008
PART 0
These terms are illustrated in Figure 2.18.
2.24.1.5 Other Configurations and Loads
The ultimate limit state may be taken as 1.8 times the I
foregoing ASD allowable, with <I> = 0.8.
(1) The term "T-, Y-, and K-connections" is often
used generically to describe tubular connections in which
branch members are welded to a main member, or chord,
at a structural node. Specific criteria are also given for
cross (X-) connections (also referred to as double-tee) in
2.24.1.1 and 2.24.1.2. N-connections are a special case
of K-connections in which one of the branches is perpendicular to the chord; the same criteria apply (see Commentary for multiplanar connections).
(2) The allowable combined load component parallel
to the main member axis shall not exceed V w tw :~:J 1>
where :D 1 is the sum of the actual weld lengths for all
braces in contact with the main member.
(3) The overlap shall preferably be proportioned for
at least 50% of the acting P1-. In no case shall the branch
member wall thickness exceed the main member wall
thickness.
(2) Connection classifications as T-, Y-, K-, or cross
should apply to individual branch members according to
the load pattern for each load case. To be considered a Kconnection, the punching load in a branch member
should be essentially balanced by loads on other braces
in the same plane on the same side of the joint. In T- and
Y -connections the punching load is reacted as beam
shear in the chord. In cross connections the punching
load is carried through the chord to braces on the opposite side. For branch members which carry part of their
load as K-connections, and part as T-, Y-, or cross
connections, interpolate based on the portion of each in
total, or use computed alpha (see Commentary).
(4) Where the branch members carry substantially
different loads, or one branch member has a wall thickness greater than the other, or both, the thicker or more
heavily loaded branch member shall preferably be the
through member with its full circumference welded to
the main member.
(5) Net transverse load on the combined footprint
shall satisfy 2.24.1.1 and 2.24.1.2.
(6) Minimum weld size for fillet welds shall provide
effective throat of 1.0 tb for F y < 40 ksi [280 MPa], 1.2 tb
for F y > 40 ksi [280 MPa].
(3) For multiplanar connections, computed alpha as
given in Annex T may be used to estimate the beneficial
or deleterious effect of the various branch member loads
on main member ovalizing. However, for similarly loaded
connections in adjacent planes, e.g., paired TT and KK
connections in delta trusses, no increase in capacity over
that of the corresponding uniplanar connections shall be
taken.
2.24.2 Box T-, Y, and K-Connections (see 2.26.1.1).
Criteria given in this section are all in ultimate load format, with the safety factor removed. Resistance factors
for LRFD are given throughout. For ASD, the allowable
capacity shall be the ultimate capacity, divided by a
safety factor of 1.44/<1>. The choice of loads and load factors shall be in conformance with the governing design
specification; see 2.5.5 and 2.20.5. Connections shall be
checked for each of the failure modes described below.
2.24.1.6 Overlapping Connections. Overlapping
joints, in which part of the load is transferred directly
from one branch member to another through their common weld, shall include the following checks:
These criteria are for connections between box sections
of uniform wall thickness, in planar trusses where the
branch members loads are primarily axial. If compact
sections, ductile material, and compatible strength welds
are used, secondary branch member bending may be
neglected. (Secondary bending is that due to joint deformation or rotation in fully triangulated trusses. Branch
member bending due to applied loads, sidesway of unbraced frames, etc., cannot be neglected and shall be
designed for (see 2.24.2.5).
(1) The allowable individual member load component, P1- perpendicular to the main member axis shall be
taken as P1- = (Vp tc 11) + (2V w tw 12 ) where V p is the
allowable punching shear as defined in 2.24.1.1, and
tc = the main member thickness
11 = actual weld length for that portion of the branch
member which contacts the main member
V p = allowable punching shear for the main member
as K-connection(a = 1.0)
V w = allowable shear-stress for the weld between
branch members (Table 2.§)
t~ = the lesser of the weld size (effective throat) or
the thickness t b of the thinner branch member
12 = the projected chord length (one side) of the
overlapping weld, measured perpendicular to
the main member.
Criteria in this section are subject to the limitations
shown in Figure 2.19.
2.24.2.1 Local Failure. Branch member axial load Pu
at which plastic chord wall failure in the main member
occurs is given by:
.
P u sm
20
e --
F yo t 2c
[ -211
-A
I- p
+
4
,J(l-~)
] Qf
AWS 01.1/01.1 M:2008
PARTD
for cross, T-, and Y-connections with 0.25 ~ ~ < 0.85 and
ep = 1.0.
Also, Pu sin e = F yo t~ [9.8 ~eff
and ep = 0.8 for compression.
and
JY] Qf
47ee
Pu sin e = H _ 4 t JEFyo(Qf)
with ep = 0.9
c
with ep = 0.8 for cross connections, end post reactions,
etc., in compression, and E = modulus of elasticity
for gap K- and N-connections with least
~eff~ 0.1 +
fcJ
and g/D =
S~ 0.5 (1-~)
or
Pu sin e = 1.5 t~ [1 + 3axlH] JEFyo (Qf)
where F yo is specified minimum yield strength of the
main member, te is chord wall thickness, "I is D/2te (D =
chord face width); ~, 11, e, and Sare connection topology
parameters as defined in Figure 2.14(M) and Figure
C-2.26; (~eff is equivalent ~ defined below); and Qf =
1.3-O.4U!WQf ~ 1.0); use Qf = 1.0 (for chord in tension)
with U being the chord utilization ratio.
with ep = 0.75 for all other compression branch loads
(2) For gap K- and N-connections, beam shear adequacy of the main member to carry transverse loads
across the gap region shall be checked including interaction with axial chord forces. This check is not required
for IT ~ 0.44 in stepped box connections having ~ +
11 ~ H/D (H is height of main member in plane of truss).
2.24.2.3 Uneven Distribution of Load (Effective
Width). Due to differences in the relative flexibilities of
the main member loaded normal to its surface and the
branch member carrying membrane stresses parallel to
its surface, transfer of load across the weld is highly nonuniform, and local yielding can be expected before the
connection reaches its design load. To prevent progressive failure and ensure ductile behavior of the joint, both
the branch members and the weld shall be checked, as
follows:
~eff =(beompression + acompression + btension + atension)/4D
branch
branch
branch
branch
These loadings are also subject to the chord material
shear strength limits of
Pu sin e = (Fy.J J3) teD [211 + 2 ~eop]
Ifor cross, T-, or Y-connections with ~ > 0.85, using ep =
0.95, and
Pu sin e = (FyJ J3) teD [211 + ~eop + ~gap]
(1) Branch Member Check. The effective width axial
capacity Pu of the branch member shall be checked for
all gap K- and N-connections, and other connections
having ~ > 0.85. (Note that this check is unnecessary if
branch members are square and equal width.)
for gap K- and N-connections with ~ ~ 0.1 + "1150, using
ep = 0.95 (this check is unnecessary if branch members
are square and equal width), where
~gap = ~ for K- and N-connections with
S~ 1.5 (1-~)
~gap = ~eop for all other connections
~eop (effective outside punching) = 5~/y
Pu = F ytb[2a + b gap + b eoi - 4tb]
but not more than ~
with ep = 0.95
where
2.24.2.2 General Collapse. Strength and stability of
a main member in a tubular connection, with any reinforcement, shall be investigated using available technology in conformance with the applicable design code.
Fy =
tb =
a, b =
bgap =
b gap =
(1) General collapse is particularly severe in cross
connections and connections subjected to crushing loads.
Such connections may be reinforced by increasing the
main member thickness or by use of diaphragms, gussets, or collars.
b .
eOl
specified minimum yield strength of branch
branch wall thickness
branch dimensions [see Figure 2.14(B)]
b for K- and N-connections with S~ 1.5(1-~)
b eoi for all other connections
=(5b\~
y~) F
y
<b
-
NOTE: 't ~ 1.0 and Fy ~ Fyo are presumed.
For unreinforced matched box connections, the ultimate
load normal to the main member (chord) due to branch
axial load P shall be limited to:
~
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
(2) Weld Checks. The minimum welds provided in
simple T-, Y-, or K-connections shall be capable of developing at their ultimate breaking strength, the lesser of
the branch member yield strength or local strength of the
main member.
Pu sin e = 2te Fyo(ax + 5 te)
with ep = 1.0 for tension loads,
21
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
'Yt = b/(2tb) of the through brace
This requirement may be presumed to be met by the
prequalified joint details of Figure 3.6 (CJP and PIP),
when matching materials (Table 3.1) are used,
'tt = toverlapltthrough
and other terms are as previously defined.
(3) Fillet welds shall be checked as described in 2.23.5.
(2) Net transverse load on the combined footprint,
treated as a T- or Y -connection.
2.24.2.4 Overlapping Connections. Lap joints reduce the design problems in the main member by transferring most of the transverse load directly from one
branch member to the other (see Figure 2.20).
(3) For more than 100% overlap, longitudinal shearing shall be checked, considering only the sidewalls of
the thru branch footprint to be effective.
The criteria of this section are applicable to statically
loaded connections meeting the following limitations:
2.24.2.5 Bending. Primary bending moment, M, due
to applied load, cantilever beams, sidesway of unbraced
frames, etc., shall be considered in design as an additional axial load, P:
(1) The larger, thicker branch is the thru member.
(2)
~~
0.25.
(3) The overlapping branch member is 0.75 'to 1.0
times the size of the through member with at least 25%
of its side faces overlapping the through member.
P=
(5) All branch and chord members are compact box
tubes with width/thickness ~ 35 for branches, and ~ 40
for chord.
(1) Axial capacity Pu of the overlapping tube, using
Pu
= Fy tb [QOL (2a - 4tb) + beo + bet]
e
2.24.2.6 Other Configurations. Cross T-, Y-, gap
K-, and gap N-connections with compact circular branch
tubes framing into a box section main member may bel
designed using 78.5% of the capacity given in 2.24.2.1
and 2.24.2.2, by replacing the box dimension "a" and "b"
in each equation by branch diameter, db (limited to compact sections with 0.4 ~ ~ ~ 0.8).
The following checks shall be made:
= 0.95 with
M
JD sin
In lieu of more rational analysis (see Commentary), JD
may be taken as Tl D/4 for in-plane bending, and as ~D/4
for out-of-plane bending. The effects of axial load, inplane bending and out-of-plane bending shall be considered as additive. Moments are to be taken at the branch
member footprint.
(4) Both branch members have the same yield
strength.
ep
AWS 01.1/01.1 M:2008
PART 0
for 25% to 50% overlap, with
Q _ % overlap
OL-
50%
2.25 Thickness Transition
Pu = Fy tb [(2a - 4tb) + beo + bet]
Tension butt joints in cyclically loaded axially aligned
primary members of different material thicknesses or
size shall be made in such a manner that the slope
through the transition zone does not exceed 1 in 2-112.
The transition shall be accomplished by chamfering the
thicker part, sloping the weld metal, or by any combination of these methods (see Figure 2.21).
for 50% to 80% overlap.
Pu
= Fy tb [(2a - 4tb) + b + bet]
for 80% to 100% overlap.
Pu = Fytb [(2a - 4tb) + 2bet]
for more than 100% overlap
where beo is effective width for the face welded to the
chord,
2.26 Material Limitations
Tubular connections are subject to local stress concentrations which may lead to local yielding and plastic strains
at the design load. During the service life, cyclic loading
may initiate fatigue cracks, making additional demands
on the ductility of the steel, particularly under dynamic
loads. These demands are particularly severe in heavywall joint-cans designed for punching shear (see Commentary C-2.26.2.2).
and bet is effective width for the face welded to the
through brace.
22
AWS 01.1/01.1 M:2008
PART 0
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
(1) Base-metal thickness of 2 in [50 mm] or greater
with a specified minimum yield strength of 40 ksi
[280 MPa] or greater.
2.26.1 Limitations
2.26.1.1 Yield Strength. The design provisions of
2.24 for welded tubular connections are not intended for
use with circular tubes having a specified minimum
yield, F y , over 60 ksi [415 MPa] or for box sections over
52 ksi [360 MPa].
CVN testing shall be in conformance with ASTM A 673
(Frequency H, heat lot). For the purposes of this subclause, a tension member is defined as one having more
than 10 ksi [70 MPa] tensile stress due to design loads.
2.26.1.2 Rednced Effective Yield. Reduced effective yield shall be used as Fyo in the design of tubular
connections with limits ofFyo as follows:
2.26.2.2 LAST Requirements. Tubulars used as the
main member in structural nodes, whose design is governed by cyclic or fatigue loading (e.g., the joint can in
T-, Y-, and K-connections) shall be required to demonstrate CVN test absorbed energy of 20 ft·lb [27 J] at the
Lowest Anticipated Service Temperature (LAST) for the
following conditions:
(1) 2/3 of specified minimum tensile strength for
circular sections (see Notes in Table 2.10).
(2) 4/5 of specified minimum tensile strength for
rectangular sections (see Figure 2.19).
(1) Base-metal thickness of2 in [50 mm] or greater.
2.26.1.3 Box T·, Y·, and K-Connections. The designer should consider~special demands which are placed
on the steel used in box T-, Y-, and K-connections.
(2) Base-metal thickness of 1 in [25 mm] or greater
with a specified yield strength of 50 ksi [345 MPa] or
greater.
2.26.1.4 ASTM A 500 Precaution. Products manufactured to this specification may not be suitable for
those applications such as dynamically loaded elements
in welded structures, etc., where low-temperature notch
toughness properties may be important. Special investigation or heat treatment may be required if this product is
applied to tubular T-,Y-, and K-connections.
When the LAST is not specified, or the structure is not
governed by cyclic or fatigue loading, testing shall be at
a temperature not greater than 40°F [4°C]. CVN testing
shall normally represent the as-furnished tubulars, and be
tested in conformance with ASTM A 673 Frequency H
(heat lot).
2.26.2.3 Alternative Notch Toughness. Alternative
notch toughness requirements shall apply when specified
in contract documents. The Commentary gives additional guidance for designers. Toughness should be considered in relation to redundancy versus criticality of
structure at an early stage in planning and design.
2.26.2 Tubular Base-Metal Notch Toughness
2.26.2.1 CVN Test Requirements. Welded tubular
members in tension shall be required to demonstrate
CVN test absorbed energy of 20 ft·lb at 70°F [27 J at
20°C] for the following conditions:
23
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS 01.1/01.1 M:2008
Table 2.1
Effective Size of Flare-Groove Welds Filled Flush (see 2.3.1.4)
Welding Process
SMAWand FCAW-S
GMAW· and FCAW-G
SAW
Flare-Bevel-Groove
Flare-V-Groove
5/16 R
5/8R
5/16 R
5/8R
3/4R
1/2R
• Except GMAW-8
Note: R = radius of outside surface.
Table 2.2
Z Loss Dimension (Nontubular) (see 2.3.3.3)
Position of Welding-V or OR
Dihedral Angle 'P
Position of Welding-R or F
Process
Z (in)
Z(mm)
Process
Z (in)
Z(mm)
60° > 'P ~45°
SMAW
FCAW-S
FCAW-G
GMAW
1/8
1/8
1/8
N/A
3
3
3
N/A
SMAW
FCAW-S
FCAW-G
GMAW
1/8
0
0
0
3
0
0
0
45° > 'P ~ 30°
SMAW
FCAW-S
FCAW-G
GMAW
1/4
1/4
3/8
N/A
6
6
10
N/A
SMAW
FCAW-S
FCAW-G
GMAW
1/4
1/8
1/4
1/4
6
3
6
6
24
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1M:2008
Table 2.3
Allowable Stresses (see 2.5.4 and 2.15.1)
Allowable Stress
Type of Applied Stress
Required Filler Metal Strength Level
CJP Groove Welds
Tension normal to the effective area"
Same as base metal
Matching filler metal shall be used b
Compression normal to effective area
Same as base metal
Filler metal with a strength level
equal to or one classification (10 ksi
[70 MFa]) less than matching filler
metal may be used.
Tension or compression parallel to
axis of the weldc
Not a welded joint design consideration
Shear on effective area
0.30 x classification tensile strength of filler metal
except shear on the base metal shall not exceed
0.40 x yield strength of the base metal
/
Filler metal with a strength level
equal to or less than matching filler
metal may be used
PJP Groove Welds
Tension normal to the effective area
0.30 x classification tensile strength offiller metal
Compression normal to effective area
of weld in joints designed to bear
0.90 x classification tensile strength of filler
metal, but not more than 0.90 x yield strength of
the connected base metal
Compression normal to effective area
of weld in joints not designed to bear
0.75 x classification tensile strength of filler metal
Tension or compression parallel to
axis of the weld C
Not a welded joint design consideration
Shear parallel to axis of effective area
0.30 x classification tensile strength of filler metal
except shear on the base metal shall not exceed
0.40 x yield strength of the base metal
Filler metal with a strength level
equal to or less than matching filler
metal may be used
Fillet Welds
Shear on effective area or weld
Tension or compression parallel to
axis of the weldc
0.30 x classification tensile strength of filler metal
except that the base metal net section shear area
stress shall not exceed 0.40 x yield strength of the
base metal d. e
Filler metal with a strength level
equal to or less than matching filler
metal may be used
Not a welded joint design consideration
Plug and Slot Welds
Shear parallel to the faying surface on
the effective areaf
0.30 x classification tensile strength of filler metal
Filler metal with a strength level
equal to or less than matching filler
metal may be used
For definitions of effective areas, see 2.3.
bFor matching filler metal to base metal strength for code approved steels, see Table 3.1 and Table 4.9.
C Fillet welds and groove welds joining components of built-up members are allowed to be designed without regard to the tension and compression
stresses in the connected components parallel to the weld axis although the area of the weld normal to the weld axis may be included in the crosssectional area of the member.
d The limitation on stress in the base metal to 0.40 x yield point of base metal does not apply to stress on the diagrammatic weld leg; however, a check
shall be made to assure that the strength of the connection is not limited by the thickness of the base metal on the net area around the connection, particularly in the case of a pair of fillet welds on opposite sides of a plate element.
e Alternatively, see 2.5.4.2, 2.5.4.3, and 2.5.4.~. Note d (above) applies.
f The strength of the connection shall also be limited by the tear-out load capacity of the thinner base metal on the perimeter area around the connection.
a
25
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1M:2008
Table 2.4
Equivalent Strength Coefficients for Obliquely Loaded Fillet Welds (see 2.5.4.4)
Load Angle for the
Element Being Analyzed
Load Angle for Weld Element with Lowest Deformation Capability
E>
C (90)
C (75)
C (60)
C (45)
C (30)
C (15)
0
0.825
0.849
0.876
0.909
0.948
0.994
15
1.02
1.04
1.05
1.07
1.06
0.883
30
1.16
1.17
1.18
1.17
1.10
45
1.29
1.30
1.29
1.26
60
1.40
1.40
1.39
75
1.48
1.47
90
1.50
C (0)
Note: The weld element with the lowest deformation capability will be the element with the greatest load angle. Linear interpolation between adjacent
load angles is permitted.
26
~
B
C
1.4 Weld access holes made to the
requirements of2.16.5 and 5.17.1.
B
1.2 Non-coated weathering steel base
metal with rolled or cleaned surface and
with rolled or flame-cut edges with
ANSI smoothness of 1000 or less.
1.3 Flame-cut reentrant comers,
except weld access holes, meeting the
requirements of 2.16.5 with ANSI
smoothness of 1000 or less.
A
1.1 Base metal, except non-coated
weathering steel, with rolled or cleaned
surface and rolled or flame-cut edges
with ANSI smoothness of 1000 or less,
but without reentrant comers.
Description
10 [69]
From irregularities in
surface of reentrant
comer of weld access
hole
comer
From irregularities in
I surface of reentrant
Away from all welds or
structural connections
Away from all welds or
structural connections
(A)
(B)
(Continued)
(B)
(0)
)
1.4
(A)
(B)
~
tJfj U ~
1.3
(A)
(C)
Illustrative Examples
-~-
1.1/1.2
Section 2-Connected Material in Mechanically Fastened Joints-Not Used"
10 8 1
120 x 10 81 16 [110]
l20x10 8 1 16 [110]
250x10 8 1 24 [166]
44 x
Potential Crack
Initiation Point
Section I-Plain Material Away from Any Welding
Threshold
Stress Constant
FTH
ksi [MPa]
Category
Cf
Table 2.~
Fatigue Stress Design Parameters (see 2.13.1)
~
z
en
(5
Q
m
o
o
o
z
z
m
o
r
::iE
m
m
o
en
G5
z
o
"Tl
m
!'J
en
o
g
o
i\)
s:
:....
~
.....
~
~
en
3.4 Base metal at ends of longitudinal
intermittent fillet weld segments.
Description
E
Potential Crack
Initiation Point
11 x 10 8
\
4.5 [31]
(Continued)
In connected material at
start and stop locations of
any weld deposit
(A)
(B)
(B)
(B)
,
(B)
(C)
(C)
~
Illustrative Examples
@Sr ~s
3.4
(A)
(A)
~
(A)
Section 3-Welded Joints Joining Components of Built-Up Members
FTH
Stress Constant
ksi [MPa]
Category
Cr
Threshold
Table 2.~ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
(Xl
o
~
.....
s:
ro
o
.....
g
~
CJ)
5
z
CJ)
~
m
Z
G5
z
o
"T1
::E
m
r
o
m
o
()
o
z
CJ)
m
o
~
m
CJ)
~
()
N
\0
E'
E'
Flange thickness> 0.8 in [20 rom]
3.6 Base metal at ends of partial length
welded coverplates wider than the flange
without welds across the ends.
B
3.9 x 10 8
E'
t> 0.8 in [20 rom]
I
3.6
I 3.5
I
(A)
Initiating from end of any
weld termination
extending into the base
metal
4.1
~
120 x 10 8 16 [110]
(Continued)
From internal
discontinuities in weld
metal or along fusion
boundary
5.1
(A)
~ CJP - FINISH
~
(B)
Illustrative Examples
~
(A)
(A)
Section 5-Welded Joints Transverse to Direction of Stress
2.6 [18]
11 x 1081 4.5 [31]
5.1 Base metal and weld metal in or
adjacent to CJP groove welded splices in
rolled or welded cross section with
welds ground essentially parallel to the
direction of stress.
In edge of flange at end
of coverplate weld
In flange at toe of end
weld or in flange at
termination of
longitudinal weld or in
edge of flange with wide
coverplates
Potential Crack
Initiation Point
Section 4-Longitndinal FiDet Welded Connections
2.6 [18]
E
3.9 x 10 8
11 x 10 8 4.5 [31]
3.9 x 10 8 2.6 [18]
t ::; 0.8 in [20 rom]
4.1 Base metal at junction of axially
loaded members with longitudinally
welded end connections. Welds lengths
shall be proportioned on each side of
axis to balance weld stresses.
E
Flange thickness::; 0.8 in [20 rom]
3.5 Base metal at ends of partial length
welded cover plates narrower than the
flange having square or tapered ends,
with or without welds across the ends or
coverplates wider than the flange with
welds across the ends.
Description
Threshold
Stress Constant
F TH
ksi [MPa]
Category
Cf
Table 2.§ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
(B)
tl'1
(B)
(B)
(C)
~
~
oz
(J)
m
()
o
o
z
z
:::E
m
r
o
m
o
"T1
z
Gi
(J)
m
o
m
!"
(J)
~
()
<Xl
s:
~
o
....
~
....
~
~
(J)
Vol
o
B
C
B'
5.4 Base metal and filler metal in or
adjacent to the toe of CJP. T- or comer
joints with backing removed or splices,
with or without transitions in thickness
having slopes no greater than 1 to 2-112
when weld reinforcement is not
removed.
90 ksi [620 MPa]
B
~
5.3 Base metal with Fy equal to or
greater than 90 ksi [620 MPa] and filler
metal in or adjacent to CJP groove
welded splices with welds ground
essentially parallel to the direction of
stress at transitions in width made on a
radius of not less than 2 ft [600 mm]
with the point of tangency at the end of
the groove weld.
Fy
Fy < 90 ksi [620 MPa]
5.2 Base metal and filler metal in or
adjacent to CJP groove welded splices
with welds ground essentially parallel to
the direction of stress at transitions in
thickness or width made on a slope no
greater than 1 to 2-112.
Description
44 x 10 8 1 10 [69]
120 x 10 81 16 [110]
120 x 108116 [110]
61 x 10 8 12 [83]
Threshold
FTH
Stress Constant
ksi [MPa]
Cf
Category
I
(Continued)
From surface
discontinuity at toe of
weld extending into base
metal or along fusion
boundary
From internal
discontinuities in filler
metal or discontinuities
along the fusion
boundary
From internal
discontinuities in weld
metal or along fusion
boundary or at start of
transition when Fy ~ 90
ksi [620 MPa]
Potential Crack
Initiation Point
5.4
5.3
5.2
(A)
(A)
Table 2.§ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
f
(0)
tt
(B)
(C)
~'iE
(C)
va }
Illustrative Examples
g
N
o
s:
.....
~
:....
g
~
en
en
oz
~
m
m
o
o
()
o
z
z
r
"m~
m
o
en
G5
z
o
m
!"
en
~
()
w
.....
C
n
C
Crack initiating from weld toe
Crack initiating from weld root
5.6 Base metal and weld metal at
transverse end connections of tensionloaded plate elements using a pair of
fillet welds on opposite sides of the
plate. F SR shall be the smaller of the toe
crack or root crack stress range.
C
C'
Crack initiating from weld root
E
D
Crack initiating from weld toe
5.5 Base metal and filler metal at
transverse end connections of tensionloaded plate elements using PJP butt, T-,
or comer joints, with reinforcing or
contouring fillets. F SR shall be the
smaller of the toe crack or root crack
stress range.
Tack welds outside the groove and not
closer than II2 in [12 rom] to edge of
base metal
Tack welds inside groove
5.4.1 Base metal and filler metal in or
adjacent to CJP groove welded butt
splices with backing left in place.
Description
X 10 8
Formula
(5)
44
X 10 8
(4)
None
provided
10 [69]
None
provided
10 [69]
4.5 [31]
10 8
X
7 [48]
Formula
44
11
22
X 10 8
FTH
Stress Constant
ksi [MPa]
Category
Cf
Threshold
(Continued)
Initiating from
discontinuity at weld toe
extending into base metal
or initiating from root due
to tension extending up
and then out through the
weld
Initiating from
discontinuity at weld toe
extending into base metal
or initiating from root due
to tension extending up
and then out through the
weld
From the toe of the
groove weld or the toe
of the weld attaching
backing
Potential Crack
Initiation Point
(A)
5.6
(A)
(C)
(B)
(0)
2a
(C)
~
~
(E)
~
~
o
z
en
m
z
z
o
()
m
o
o
r
m
~
m
o
en
G5
z
o
."
m
!':l
en
~
~.;'~'.. 2a
ex>
.• m~."D'N~.·",~i=tt
(B)
(E)
N
o
o
()
(A)
(C)
~
'----'
~~
Illustrative Examples
~
.....
s::
.....
~
~
en
oTENTIAL CRACKING DUE
I]$
5.5
5.4.1
Table 2.§ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
N
W
D
E
6 in [150 mm] > R > 2 in [50 mm]
2 in [50 mm] > R
C
6 in [150 mm]
24 in [600 mm] > R
~
B
~
C
24 in [600 mm]
R
6.1 Base metal at details attached by
CJP groove welds subject to longitudinal
loading only when the detail embodies a
transition radius, R, with the weld
termination ground smooth.
5.7 Base metal of tension loaded plate
elements at toe of transverse fillet welds,
and, base metal at toe of welds on
girders and rolled beam webs or flanges
adjacent to welded transverse stiffeners.
Description
I 10 [69]
From geometric
discontinuity at toe of
fillet extending into base
metal
Potential Crack
Initiation Point
5.7
(A)
16 [110]
11
22
X
108
X 108
4.5 [31]
7 [48]
44 x 108 10 [69]
120 x
108
(Continued)
Near point of tangency of
radius at edge of member
(A)
R
(B)
(B)
Illustrative Examples
.
=C
(C)
(C)
~
t IMMATERIAL
~~c:Q6=-@)
6.1
Section 6-Base Metal at Welded Transverse Member Connections
44
X 10 8
Threshold
FTH
Stress Constant
ksi [MPa]
Category
Cf
Table 2.~ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
~
OJ
N
o
o
:s::
.....
~
.....
g
(J)
~
5
z
(J)
m
z
o
"'Tl
::E
m
r
o
m
o
o
o
z
z
o
m
(J)
G5
m
!"
(J)
~
o
w
w
7 [48]
Any radius
When weld reinforcement not removed:
R::;;2in[50mm]
R> 2 in [50 mm]
When weld reinforcement is removed:
11 x 108
4.5 [31]
4.5[31]
11 x
E
E
7 [48]
108
22 x
X
D
11
108
2 in [50 mm] > R
4.5 [31]
6 in [600 mm] > R > 2 in [50 mm]
44 X 108
108
C
24 in [150 mm] > R :2: 6 in [150 mm]
E
X
22 x 108
C
R :2: 24 in [600 mm]
6.3 Base metal at details of unequal
thickness attached by CJP groove welds
subject to transverse loading with or
without longitudinal loading when the
detail embodies a transition radius, R,
with the weld termination ground
smooth.
4.5 [31]
108
11
D
E
2 in [50 mm] > R
7 [48]
22 x 108
44 x
10 [69]
10 [69]
D
6 in [150 mm] > R > 2 in [50 mm]
16 [110]
10 [69]
I
108
120 x 108
I
44 x 108
C
24 in [600 mm] > R :2: 6 in [150 mm]
When weld reinforcement not removed:
B
R :2: 24 in [600 mm]
When weld reinforcement is removed:
6.2 Base metal at details of equal
thickness attached by CJP groove welds
subject to transverse loading with or
without longitudinal loading when the
detail embodies a transition radius, R,
with the weld termination ground
smooth.
Description
Threshold
Stress Constant
FTH
ICategory Cf ksi [MPa]
I
(Continued)
At toe of weld along edge
of thinner material
At toe of the weld either
along edge of member or
the attachment
Near points of tangency
of radius or in the weld or
at fusion boundary or
member or attachment
Potential Crack
Initiation Point
6.3
G
R
R
(C)
-
(C)
(A)
-~-
G
(B)
-
---.....
(0)
(B)
(E)
---.....
(0)
~~ rAW
(A)
..
\ , ~.
~
'
,,
Illustrative Examples
....
---...
~
__
6.2
Table 2.~ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
~
zC/)
<5
-i
()
m
z
z
0
()
0
m
r
0
"m~
0
G5
z
C/)
m
0
I\J
C/)
m
~
()
ex>
0
0
i\J
s:
--9..........
9
C/)
.j::..
w
R
11
3.9
E
E'
a> 12b or 4 in [100 mm] when b is
:;; 1 in [25 mm]
a> 12b or 4 in [100 mm] when b is
> 1 in [25 mm]
,
D
X
X
4.5 [31]
2.6 [18]
108
7 [48]
10 [69]
108
44 X 108
22 X 108
(Continued)
In the member at the end
of the weld
(C)
~
(C)
(A)
~-
THICKNESS OF
ATTACHMENT
PLATE
r-a
(A)
b=BA~
7.1
Section 7-Base Metal at Short Attachmentsb
4.5 [31]
X
108
11
7 [48]
22 X 108
2 in [50 mm] :;; a :;; 12b or 4 in
[100 mm]
a < 2 in [50 mm]
C
E
R:;; 2 in [50 mm]
7.1 Base metal subject to longitudinal
loading at details attached by fillet
welds parallel or transverse to direction
of stress where the detail embodies no
transition radius, and with detail length
in direction of stress, a, and attachment
height normal to the surface of the
memberb:
D
In weld termination or
from the toe of the weld
extending into member
R
(0)
(B)
b = BASE METAL
THICKNESS OF
ATTACHMENT
PLATE
b=AVERAGE
BASE METAL
THICKNESS
OF CHANNEL
.... n---- FLANGE
(B)
-c:Q€J:'" ~~
6.4
Illustrative Examples
s::
~
g
.....
~
.....
~
~
en
en
oz
~
m
:E
m
r
o
m
o
()
o
z
z
o"'T1
z
Potential Crack
Initiation Point
Stress Constant
FTH
Category
ksi [MPa]
Cf
o
en
G5
m
R> 2 in [50 mm]
6.4 Base metal subject to longitudinal
stress at transverse members, with or
without transverse stress, attached by
fillet or PJP groove welds parallel to
direction of stress when the detail
embodies a transition radius, R, with
weld termination ground smooth.
Description
~
en
m
!'l
Threshold
Table 2.~ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
()
Ul
~
I
I
E
F
8.2 Shear on throat of continuous or
intermittent longitudinal or transverse
fillet welds including fillet welds in
holes or slots
8.3 Base metal at plug or slot welds.
C
E
R :::; 2 in [50 mm]
8.1 Base metal at stud-type shear
connectors attached by fillet or electric
stud welding.
D
I
108
I
8 [55]
10 [69]
I
In throat of weld
At toe of weld in base
metal
metal
(Continued)
(A)
(B)
(B)
d:J d:J
(A)
-
8.3
(A)
(A)
(B)
(C)
- - bSS====
(B)
~~~~{L;
8.2
8.1
7.2
Illustrative Examples
I ~~~
I
Section 8-MisceUaneous
extending into member
I In weld termination
Potential Crack
Initiation Point
I 11 X 108 I 4.5 [31] I At end of weld in base
Formula
(3)
150x 1010
44x 108
X
22 x 108
11
,~
Table 2.~ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
Threshold
Stress Constant
FTH
Cf
ksi [MPa]
Category
R> 2 in [50 mm]
7.2 Base metal subject to longitudinal
stress at details attached by fillet or PJP
groove welds, with or without transverse load on detail, when the detail
embodies a transition radius, R, with
weld termination ground smooth.
Description
-
(5
~
zf/)
m
z
z
0
()
0
r
0
m
:E
m
"T1
0
G5
z
f/)
m
0
m
!"
f/)
~
()
co
0
0
i0
...s:
~
:....
~
~
f/)
0'1
VJ
F
(Fonnula
3)
150x 1010
8 [55]
At faying surface
Potential Crack
Initiation Point
8.4
(A)
--Llf:
~:::
Illustrative Examples
.-.
L.diiiIIoo.
.....
D1.l/D1.lM:2008 deals only with welded details. To maintain consistency and to facilitate cross referencing with other governing specifications, Section 2-Connected Material in Mechanically
Fastened Joints, and Description 8.5 are not used in this table.
b "Attachment," as used herein, is defined as any steel detail welded to a member which, by its mere presence and independent of its loading, causes a discontinuity in the stress flow in the member and thus
reduces the fatigue resistance.
a AWS
8.5 Description 8.5 deals only with mechanically fastened detail not pertinent to D1.1.
8.4 Shear on plug or slot welds.
Description
Threshold
FTH
Stress Constant
ksi [MPa]
Category
Cf
Table 2.§ (Continued)
Fatigue Stress Design Parameters (see 2.13.1)
ro
8Ol
s:
.....
~
.....
~
~
rn
rn
z
<5
Q
m
m
o
o
o
o
z
z
r
m
:if
o'"11
m
o
rn
G5
z
m
!"
~rn
o
-...,J
VJ
Fillet Weld
CJPGroove
Weld
Type of Weld
Joints in structural T-, Y-,
or K-connections in circular
lap joints and joints of
attachments to tubes
Longitudinal joints of builtup tubular members
Weld joints in structural T-,
Y-, or K-connections in
structures designed for
critical loading such as
fatigue, which would
normally call for CJP welds
Circumferential butt joints
(girth seams)
Longitudinal butt joints
(longitudinal seams)
Tubular Application
0040 Fy
0.3 FEXX
(Continued)
0.30 F EXX or as limited
by connection geometry
(see 2.24)
0.75
0.30FEXXe
Shear on effective area
0.6FEXX
0.6 FEXX
Fy
or as limited by connection
geometry (see 2.24 for
provision for LRFD)
0.75
0.9
Shear on effective throat
regardless of direction of
loading (see 2.23 and 2.24.1.3)
Fy
0.6Fy
0.6FEXX
Fy
0.6Fy
0.6FEXX
0.6Fy
Nominal
Strength
Same as for base metal or
as limited by connection
geometry (see 2.24 provisions for LRFD)
0.9
Base metal 0.9
Weld metal 0.8
0.9
0.9
0.8
0.9
Resistance Factor
, <I>
Same as for base metal
Same as for base metal or
as limited by connection
geometry (see 2.24 provisions
for ASD)
Same as for base metal
Base metal
Filler metal
Same as for base metalC
Allowable Stress
Load and Resistance Factor
Design (LRFD)
Tension or compression
parallel to axis of the weld
Tension, compression, or shear
on effective area of groove
welds, made from both sides or
with backing
Tension, compression or shear
on base metal adjoining weld
conforming to detail of Figures
3.6 and 3.8-3.10 (tubular weld
made from outside only
without backing)
Tension normal to the effective
area
Shear on effective area
Compression normal to the
effective areab
Beam or torsional shear
Tension or compression
parallel to axis of the weldb
Kind of Stress
Allowable Stress
Design (ASD)
Table 2.§
Allowable Stresses in Tubular Connection Welds (see 2.20.3)
Filler metal with a strength
level equal to or less than
matching filler metal may
be used d
Filler metal with a strength
level equal to or less than
matching filler metal may
be used
Matching filler metal shall
be used
Matching filler metal shall
be used
Filler metal with strength
equal to or less than
matching filler metal may
be used
Required Filler Metal
Strength Level a
~
~
oz
en
m
m
o
o
()
o
z
z
r
"~m
o
m
en
G5
z
o
rv
m
en
~
()
o0)
N
o
:s:
.....
~
.....
~
en
VJ
00
Kind of Stress
Structural T-, Y-, or
K-connection in ordinary
structures
Circumferential and
longitudinal joints that
transfer loads
Longitudinal seam of tubular
members
Joint
designed
to bear
Load transfer across the weld
as stress on the effective throat
(see 2.23 and 2.24.1.3)
Tension on effective area
Shear on effective area
Compression
normal to the
effective area
Joint not
designed
to bear
Tension or compression
parallel to axis of the weldb
Shear parallel to faying surfaces (on effective area)
Tubular Application
0.40 Fy
0.3 FEXX
0.30 FEXX or as limited by
connection geometry (see
2.24), except that stress on an
adjoining base metal shall not
exceed 0.50 Fy for tension
and compression, nor 0.40 Fy
for shear
0.30 FEXX, except that stress
on adjoining base metal shall
not exceed 0.50 Fy for
tension, or 0.40 Fy for shear
Same as for base metal
0.50 FEXX, except that stress
on adjoining base metal shall
not exceed 0.60 Fy
Same as for base metalC
Base metal
Filler metal
Allowable Stress
or as limited by connection
geometry (see 2.24 provisions for LRFD)
Fy
0.6FEXX
Fy
0.6FEXX
Base metal 0.9
Filler metal 0.8
Base metal 0.9
Filler metal 0.8
0.6FEXX
Fy
0.75
0.9
Fy
Nominal
Strength
Not
Applicable
0.9
«I>
Resistance Factor
Load and Resistance Factor ~\
Design (LRFD)
Matching filler metal shall
be used
Filler metal with a strength
level equal to or less than
matching filler metal may
be used
Filler metal with a strength
level equal to or less than
matching filler metal may
be used
Filler metal with a strength
level equal to or less than
matching filler metal may
be used
Filler metal with a strength
level equal to or less than
matching filler metal may
be used
Required Filler Metal
Strength Level a
b
a
-
,.-
--
For matching filler metal see Table 3.1.
Beam or torsional shear up to 0.30 minimum specified tensile strength of filler metal is allowed, except that shear on adjoining base metal shall not exceed 0.40 F y (LRFD; see shear).
C Groove and fillet welds parallel to the longitudinal axis of tension or compression members, except in connection areas, shall not be considered as transferring stress and hence may take the same stress as
that in the base metal, regardless of electrode (filler metal) classification. Where the provisions of 2.24.1 are applied, seams in the main member within the connection area shall be CJP groove welds with
matching filler metal, as defined in Table 3.1.
d See 2.24.1.3.
e Alternatively, see 2.5.4.2 and 2.5.4.3.
PJPGroove
Weld
Plug and Slot
Welds
Type of Weld
Allowable Stress
Design (ASD)
Table 2.6
Allowable Stresses in Tubular Connection Welds (see 2.20.3)
co
a
a
ro
.....
s:::
~
.....
~
en
~
en
(5
~
z
m
"
Gi
z
o
:mE
r
o
m
o
()
o
z
z
m
en
o
!"
m
en
~
()
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS 01.1/01.1 M:2008
Table 2.7
Stress Categories for Type and Location of Material for Circular Sections (see 2.20.6.2)
Stress Category
Kinds of Stress a
Situation
A
Plain unwelded pipe
TCBR
B
Pipe with longitudinal seam
TCBR
B
Butt splices, CJP groove welds, ground flush and
inspected by RT or UT (Class R)
TCBR
B
Members with continuously welded longitudinal
stiffeners
TCBR
Butt splices, CJP groove welds, as welded
TCBR
Members with transverse (ring) stiffeners
TCBR
D
Members with miscellaneous attachments such as clips,
brackets, etc.
TCBR
D
Cruciform and T-joints with CJP welds (except at tubular
connections)
TCBR
DT
Connections designed as a simple T-, Y-, or Kconnections with CJP groove welds conforming to
Figures 3.8-3.10 (including overlapping connections in
which the main member at each intersection meets
punching shear requirements) (see Note b)
(Note: Main member must be checked
separately per category K 1 or Kz )
E
Balanced cruciform and T-joints with PJP groove welds
or fillet welds (except at tubular connections)
TCBR in member; weld must also be checked
per category F
E
Members where doubler wrap, cover plates, longitudinal
stiffeners, gusset plates, etc., terminate (except at tubular
connections)
TCBR in member; weld must also be checked
per category F
ET
Simple T-, Y-, and K-connections with PJP groove welds
or fillet welds; also, complex tubular connections in
which the punching shear capacity of the main member
cannot carry the entire load and load transfer is
accomplished by overlap (negative eccentricity), gusset
plates, ring stiffeners, etc. (see Note b)
TCBR in branch member
TCBR in branch member
(Note: Main member in simple T-, Y-, or
K-connections must be checked separately per
category K 1 or Kz ; weld must also be checked
per category FT and 2.24.1)
F
End weld of cover plate or doubler wrap; welds on
gusset plates, stiffeners, etc.
Shear in weld
F
Cruciform and T-joints, loaded in tension or bending,
having fillet or PJP groove welds (except at tubular
connections)
Shear in weld (regardless of direction of
loading) (see 2.23)
FT
Simple T-, Y-, or K-connections loaded in tension or
bending, having fillet or PJP groove welds
Shear in weld (regardless of direction of
loading)
Intersecting members at simple T-, Y-, and Kconnections; any connection whose adequacy is
determined by testing an accurately scaled model or by
theoretical analysis (e.g., fmite element)
Greatest total range of hot spot stress or
strain on the outside surface of intersecting
members at the toe of the weld joining
them-measured after shakedown in model or
prototype connection or calculated with best
available theory
(Continued)
39
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
Table2·Z
Stress Categories for Type and Location of Material for Circular Sections (see 2.20.6.2)
Kinds of Stress a
Situation
Stress Category
As for x 2 , profile improved per 2.20.6.6 and 2.20.6.7
As forX 2
Unreinforced cone-cylinder intersection
Hot-spot stress at angle change; calculate per
Noted
Simple T-, Y-, and K-connections in which the gamma
ratio Rltc of main member does not exceed 24 (see
Note c).
Punching shear for main members; calculate per
Notee
As for K2 , profile improved per 2.20.6.6 and 2.20.6.7
aT =tension, C =compression, B =bending, R =reversal-Le., total range of nominal axial and bending stress.
curves (Figure 2.13) based on "typical" connection geometries; if actual stress concentration factors or hot spot strains are known, use of
curve XI or X z is preferred.
'
e Empirical curves (Figure 2.13) based on tests with gamma (Rite) of 18 to 24; curves on safe side for very heavy chord members (low Rite); for chord
members (Rite greater than 24) reduce allowable stress in proportion to
b Empirical
Allowable fatigue stress = (24_10.7
Stress from curve K
Rltl
Where actual stress concentration factors or hot-spot strains are known, use of curve X I or X z is preferred.
1
dStress concentration factor - SCF = -----=
+ 1.17 tan '¥ fib
Cos '¥
where
'¥ = angle change at transition
'Yb = radius to thickness ratio of tube at transition
e
Cyclic range of punching shear is given by
where
't and e are defined in Figure 2.14, and
la = cyclic range of nominal branch member stress for axial load.
Iby = cyclic range of in-plane bending stress.
I bz = cyclic range of out-of-plane bending stress.
a. is as defined in Table 2.10.
40
4
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
Table 2.8
Fatigue Category Limitations on Weld Size or
Thickness and Weld Profile (Tubular Connections) (see 2.20.6.7)
Level I
Level II
Limiting Branch Member Thickness
for Categories Xl' K l , DT
in [mm]
Limiting Branch Member Thickness
for Categories X 2 , K 2
in [mm]
0.375 [10]
0.625 [16]
0.625 [16]
1.50 [38]
qualified for unlimited thickness
for static compression loading
Concave profile, as welded,
Figure 3.10
with disk test per 2.20.6.6(1)
1.00 [25]
unlimited
Concave smooth profile
Figure 3.10
fully ground per 2.20.6.6(2)
unlimited
Weld Profile
Standard flat weld profile
Figure 3.8
Profile with toe fillet
Figure 3.9
41
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1M:2008
Table 2.10
Terms for Strength of Connections (Circular Sections) (see 2.24.1.1)
Qq
Branch member
Geometry and load
modifier Qq
_ (1.7
0.18) Qo.7(a-I)
-a+T
~
-
Q q -_
Q~
Q~
(needed for Qq)
Q
a
chord
For axial loads (see Note d)
(2.1
0.6)Q1.2(a-o.67)
-a+lf
~
For bending
= 1.0
For 13::;; 0.6
0.3
~ = 13(1 - 0.83313)
For 13 > 0.6
= 1.0 + 0.7 gldb
For axial load in gap K-connections having all members in
same plane and loads transverse to main member essentially
balanced (see Note a)
1.0::;; a < 1.7
ovalizing
a = 1.7
parameter
a (needed for Qq)
Main member stress
interaction term Qf
(See Notes b and c)
a = 2.4
For axial load in T- and Y-connections
For axial load in cross connections
a = 0.67
a = 1.5
For in-plane bending (see Note c)
For out-of-plane bending (see Note c)
Of
= 1.0-A.'Y lP
11.= 0.030
11.= 0.044
For axial load in branch member
For in-plane bending in branch member
For out-of-plane bending in branch member
A. = O.oI8
a Gap g is defined in Figures 2.14(E), (F), and (H); db is branch diameter.
b U is the utilization ratio (ratio of actual to allowable) for longitudinal compression (axial, bending) in the main member at the connection under
consideration.
_
(f
a )2 ( fb )2
TJ2
O.6F
+ O.6F
=
C
d
yo
yo
For combinations of the in-plane bending and out-of-plane bending, use interpolated values of a and A..
For general collapse (transverse compression) also see 2.24.1.2.
Notes:
1. y, f3 are geometry parameters defined by Figure 2.14(M).
2. F yo = the specified minimum yield strength of the main member, but not more than 2/3 the tensile strength.
42
AWS D1.1/D1.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
BASE METAL 1/4 in [6 mm]
OR MORE IN THICKNESS
BASE METAL LESS THAN
1/4 in [6 mm] THICK
(A)
(B)
MAXIMUM DETAILED SIZE OF FILLET WELD ALONG EDGES
Figure 2.1-Maximum Fillet Weld Size
Along Edges in Lap Joints (see 2.3.2.9)
43
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1 M:2008
1~
1L::::::
2.5
(A) TRANSITION BY SLOPING WELD SURFACE
1~
REMOVE
AFTER WELDING
REMOVE
AFTER WELDING
REMOVE
AFTER WELDING
(B) TRANSITION BY SLOPING WELD SURFACE AND CHAMFERING
·1~
1~
CHAMFER
BEFORE WELDING
CHAMFER
BEFORE WELDING
CHAMFER
BEFORE WELDING
(C) TRANSITION BY CHAMFERING THICKER PART
CENTERLINE ALIGNMENT
(PARTICULARLY APPLICABLE
TO WEB PLATES)
OFFSET ALIGNMENT
(PARTICULARLY APPLICABLE
TO FLANGE PLATES)
Figure 2.2-Transition of Butt Joints in Parts of Unequal Thickness
(Cyclically Loaded Nontubular) (see 2.16.1.1)
44
\WS D1.1/D1.1M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
SMOOTH TRANSITION,
AVOID NOTCHES
(A) TRANSITION WITHOUT CONTOURING
FILLET WELDS
(B) TRANSITION WITH CONTOURING
FILLET WELDS
Figure 2.3-Transition of Thicknesses
(Statically Loaded Nontubular) (see 2.6.5 and 2.7.1)
--i
~-~?~
1.
51, MIN-.J
(NOT LESS THAN 1 in [25 mm])
Note: t = thicker member, t j = thinner member.
Figure 2.4-Transversely Loaded
Fillet Welds (see 2.8.1.2)
45
L,
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1M:2008
Figure 2.5-'Minimum Length of
Longitudinal Fillet Welds at End of Plate
or Flat Bar Members (see 2.8.2)
HOLDBACK NOT
LESS THAN WELD SIZE
Figure 2.6-Termination of Welds
Near Edges Subject to Tension
(see 2.8.3.2)
46
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
Note: W = nominal size of the weld.
Figure 2.7-End Return at Flexible
Connections (see 2.8.3.3)
Figure 2.8-Fillet Welds on Opposite Sides
of a Common Plane (see 2.8.3.5)
47
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1 M:2008
2
TRANSVERSE
WELDS MAY
BE USED ALONG
THESE ENDS
Note: The effective area of weld 2 shall equal that of weld 1, but its size shall be its effective
size plus the thickness of the filler plate T.
Figure 2.9-Thin Filler Plates in Splice Joint (see 2.10.1)
3
-rt- ofT/--;
x- hr-l~-;;~-;;B:iii~x~~~~-l
TRANSVERSE
WELDS MAY
BE USED ALONG
THESE EDGES
Note: The effective areas of welds 1, 2, and 3 shall be adequate to transmit the design force,
and the length of welds 1 and 2 shall be adequate to avoid overstress of filler plate in shear
along planes
x-x.
Figure 2.10-Thick Filler Plates in Splice Joint (see 2.10.2)
48
AWS D1.1/D1.1M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
RANGE MAY BE TRUNCATED DEPENDENT UPON BASE MATERIAL F
AND WHETHER RANGE IS TENSION TO TENSION OR COMPRESSION
TO TENSION. (MAXIMUM TENSILE STRESS MAY NOT BE GREATER
THAN STRESS ALLOWED BY TABLE 2.3)
\
100
.........
.............:
.............
--
"""
.......
~~
r--....... ............
'"
~
!a:
..........
1--
.....
i""ooo.
............
"""
............
i " r--
--
ui
...... ..... ~
............
~
:--
...............
...... r--
~ ""-
LE
.............
~
I"""
1-...
:::~~
CATEGORY C
1"00
:.::::::::
~
I-... ~ :::: r-r-.......
.......
............
~
-I-....
.....
............
r-- 1"001-.
~
~ ~ r.=. 1"001-. ~~
hi:
~ 10
«
c:::
--r--r-- .. .. r--.......
.... -
100.
w
c:::
100,000
I II
r--......
fl'
I
CATEGORYB~
\
CATEGORY B' ---.
1
-- - ....
~
1
10,000
CiTTGORY
............
...........
CATEGORY F---:J
(j)
(j)
I\-
........
.......... -.
1,000,000
LCATEGORY D
~
r---.
-
L CATEGORY E
l6AT~GIOky E'
I "II"
10,000,000
100,000,000
LIFE, N (CYCLES)
(A) U.S. CUSTOMARY UNITS
RANGE MAY BE TRUNCATED DEPENDENT UPON BASE MATERIAL F
AND WHETHER RANGE IS TENSION TO TENSION OR COMPRESSiON
TO TENSION. (MAXIMUM TENSILE STRESS MAY NOT BE GREATER
THAN STRESS ALLOWED BY TABLE 2.3)
\
1000
100.
-.
""::-......... ...........
---
~~
8!.
r--
e.a:
ui
~ 100
«
c:::
~
............ i"""'o r-... .... 1"001-.
~
r......
............
r-_
r......
LE
r-... ....
....... r-.... ~ ....
""-~ ~
..........
--
\
....
-
~
.....1-.1"00
r-:::
.... 1'::1:-0
.........
r--
r-- .......
~ j"-...... r-.....
..... I"--
s::: ....
"1"00
"1"00 ~
~
II
w
CATEGORY
c:::
F~
~
~
10
10,000
;
\
'"
..........
.........:-
..... ""-
CATEGORY A-:I
CATEGORY C ---.
----- -.........-==--'"
I'-..
1"'00.
(j)
(j)
.............
f:::: ~ t: .
~
:::-.........
j"-...... r-..... .....
................
I"""
..........
r.....
I
+
CATEGORY B -:l
CATEGORY B'
..... ..:::::
....... .....
I
..
~i'"
- ·L
-
-:-1-
I-
C~TEGPRY ~
............. t. CA~EGp~YlEI
lbIATI~~O~~
E'
"I I1II
100,000
1,000,000
10,000,000
100,000,000
LIFE, N (CYCLES)
(B) METRIC UNITS
Figure 2.11-Allowable Stress Range for Cyclically Applied Load (Fatigue)
in Nontubular Connections (Graphical Plot of Table 2.~
49
AWS D1.1/D1.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
WIDTH OF
NARROWER PLATE
BUTT JOINT
WIDTH OF
NARROWER PLATE
t
L......l.
,\
a
.--.._--r...._---'--l
=-it-----af
r = 2 ft [0.6 m]
a
PLAN VIEW
3/32 in
[2.5mm]
\
Note: Mandatory for steels with
a yield strength greater than or equal to
90 ksi [620 MPa]. Optional for all other steels.
I
I
6 in
[150 mm]
4 in
2 in
[100 mm]
[50mm]
I
DETAIL OF CUT
0
~
BUTT JOINTJ
Figure 2.12-Transition of Width (Cyclically Loaded Nontubular) (see 2.16.1.2)
~
100
500
._ 50
en
200
100
til
a.
:2
50
'"'"
ui 30 ~
<!:l
~
en
en
~
Ien
a:
20
10
0
::J 5
0
20
>0
...J
~
10
.-.
12
---...
--
--
r--=::. r-::::..
r-- 1"-00_
r""-...
II- I-o ... ~
-
r--...: C""- "'-
I'--...
... ~
~
3
--....:::::::- r---.. !"""- ....1--0
--
'"":::::
r-
r-
2
~~
r--:: ~ i'-
""'" :::1--0"""
.......... .... ,.... ....
CATEGORY A-=]
-.
--...;
1-1--0
- - - ----..:::-
f':::. ~
2000
I"
-- .......
~
i""' ...
I'-.....
I'---
10 4
2
2
2
z
«
a:
,2.2 A~ Xv-£.
z
200
'-FT
.....1--...
r-
500 <!:l
Cl AND Xl-:Y
I-.. .........
--... ... ....---.
ui
B-:J
--
- -- .....
1000.§
c::
'5.
- ....10........10-
I-
~~
en
...J
100
DT--=:;::E -/,
i'--
K 1\
r--..~
~ET
2
4
1- 50
6 8 10 8
CYCLES OF LOAD N
Figure 2.13-Allowable Fatigue Stress and Strain Ranges for Stress Categories
(see Table 2.7), Redundant Tubular Structures for Atmospheric Service (see 2.20.6.3)
50
«a:
~
~
c:
Iw
\WS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
SIDE
SIDE
CORNER
CORNER
TOE
MAIN
MEMBER
(A) CIRCULAR SECTIONS
(B) BOX SECTIONS
MAXIMUM LIMIT OF
T-CONNECTIONS
TOE ZONE
gOaT
I
't'
,, ,,
.. ,
(0) Y-CONNECTION
(C) T-CONNECTION
/
/
/
/
g
CD
(E) K-CONNECTION
®
K(T-K)
K(T-Y)
(F) K-COMBINATION CONNECTIONS
GAP g MEASURED
ALONG THE SURFACE
OFTHE CHORD
BETWEEN PROJECTIONS
OF THE BRANCH MEMBER
OUTSIDE SURFACE AT
THE NEAREST APPROACH
a Relevant gap is between braces whose loads are essentially balanced. Type (2) may also be referred to as an N-connection.
Figure 2.14-Parts of a Tubular Connection (see 2.21)
51
AWS D1.1/D1.1M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
- -_..1 [)
_ _-.....
-+/-1....
(G) CROSS CONNECTIONS
lGAP9
OFFSET-l
(H) DEVIATIONS FROM CONCENTRIC CONNECTIONS
OUTSIDE
STIFFENING
RING
INTERIOR
DIAPHRAGM
JOINT CAN
CRUSHING
LOAD
(I) SIMPLE TUBULAR CONNECTION
(J) EXAMPLES OF COMPLEX REINFORCED CONNECTIONS
TRANSITION
TRANSITION
(K) FLARED CONNECTIONS AND TRANSITIONS
Figure 2.14 (Continued)-Parts of a Tubular Connection (see 2.21)
52
AWS D1.1/D1.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
..II
tb_ ':'- I
DETAIL(N)~
I
I
I
I
I
I
I
I
I
I
tc
DD
MATCHED,
-
-,
I
I
I
I
I
I
I
+
f-
R
STEPPED
(L) CONNECTION TYPES FOR BOX SECTIONS
(M) GEOMETRIC PARAMETERS
PARAMETER
(N) CORNER DIMENSION OR
RADIUS MEASUREMENT
BOX SECTIONS
P
rblR OR db/D
biD
11
-
ax/D
'Y
Rite
D/2t e
1:
tb/te
tb/te
r
RADIUS AS
MEASURED BY
RADIUS GAGE
CIRCULAR SECTIONS
e
ANGLE BETWEEN MEMBER CENTERLINES
'P
LOCAL DIHEDRAL ANGLE AT A GIVEN POINT
ON WELDED JOINT
C
CORNER DIMENSION AS MEASURED TO THE
POINT OF TANGENCY OR CONTACT WITH A
90° SQUARE PLACED ON THE CORNER
Figure 2.14 (Continued)-Parts of a Tubular Connection (see 2.21)
53
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
5 t 1 MIN (NOT LESS THAN 1 in [25 mm])
~
-I++-""*""- - - - - ----+-
t1 = THICKNESS OF THE
THINNER TUBULAR
SECTION
Note: L = size as required.
Figure 2.15-Fillet Welded Lap Joint (Tubular) (see 2.23.1.3)
Cf. OF EFFECTIVE
THROAT
Figure 2.16-Tubular T·, Y·, and
K·Connection Fillet Weld Footprint
Radius (see 2.23.3)
54
AWS 01.1/01.1 M:2008
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
ACTIN:G~V.~p=:Of£~H~~
.r..-tC",,\
----r---\~
e
R
--'1_/_ _--'-)
-/--'-
Figure 2.17-Punching Shear Stress
(see 2.24.1.1)
A
~
Ltc
.------- iT
~
- - - - - vp - J
2
SECTION A-A
Figure 2.18-Detail of Overlapping Joint
(see 2.24.1.6)
55
CLAUSE 2. DESIGN OF WELDED CONNECTIONS
AWS D1.1/D1.1M:2008
Notes:
1. -0.55H ~ e ~ 0.25H
2. a;:: 30 0
3. H/tc and D/tc ~ 35 (40 for overlap K- and N-connections)
4. a/tb and b/tb ~ 35
5. Fyo ~ 52 ksi [360 MPa]
6. 0.5 ~ HID ~ 2.0
7. FyJFult ~ 0.8
Figure 2.19-Limitations for Box T-, Y-,
and K-Connections (see 2.24.2)
OVERLAPPING
MEMBER
THROUGH
MEMBER
OVERLAP =~ x 100 %
P
Figure 2.20-0verlapping K-Connections
(see 2.24.2.4)
56
VI
-J
_m
REMOVE
AFTER WELDING
'CHAMFER
BEFORE WELDING
CHAMFER
BEFORE WELDING
2:5~
1~
[
t
~
---J
t.=
~
~
2.5
(E) TRANSITION BY STRAIGHT AND
TAPER BORE AT THICKER TUBE
MACHINE BEFORE
WELDING - - - '
1/2 in [12 mm]
OD OF TUBE
(B)
Figure 2.2l-Transition of Thickness of Butt Joints in Parts of Unequal Thickness (Tubular) (see 2.25)
Notes:
1. Groove may be of any allowed or qualified type and detail.
2. Transition slopes shown are the maximum allowed.
3. In (B), (D), and (E) groove may be any allowed or qualified type and detail. Transition slopes. shown are maximum allowed.
(F) TRANSITION BY TAPER OD OF THICKER TUBE
(D) TRANSITION BY TAPER BORE
OF THICKER TUBE
MACHINE, GRIND, OR THERMAL 1 ~
CUT SMOOTH BEFORE WELDING 2.5
r-
(C) TRANSITION BY TAPER WELD
2.5
~
OD OF TUBE
~~
+
S T ? U B E_ _..,
."
[ 1/8 in [3 mm] MAXIMUM DIFFERENCE IN
RADII BEFORE TAPER WELD IS REQUIRED
REBEVEL AFTER
WELD BUILDUP
cd(
(A)
•
.L_
{
WELDED FROM ONE SIDE
CONSTANT ID PREFERRED
..
CHAMFER
BEFORE WELDING
(C) TRANSITION BY CHAMFERING THICKER PART
r-=:::
~
.5
~
'~~
1
REMOVE
AFTER WELDING
•
.'25~
1~
(B) TRANSITION BY SLOPING WELD SURFACE AND CHAMFERING
~~
1Y
REMOVE
AFTER WELDING
(A) TRANSITION BY SLOPING WELD SURFACE
2:5~
1~
1
.5
r::::::
~
G
'~~
CENTERLINE ALIGNMENT
-
WELDED FROM TWO SIDES
~
Ul
~
6
z
m
m
o
o
o
o
z
z
r
m
::E
o"'T1
G5
z
Ul
m
o
m
!"
Ul
o
<Xl
o
~
s:
.....
§
~
.....
~
Ul
AWS D1.1/D1.1 M:2008
This page is intentionally blank.
58
AWS D1.1/D1.1M:2008
3. Prequalification of WPSs
3.1 Scope
provided the WPSs are qualified by applicable tests as
described in Clause 4.
Prequalification of WPSs (Welding Procedure Specifications) shall be defined, as exempt from the WPS qualification testing requiied in Clause 4. All prequalified
WPSs shall be written. In order for a WPS to be prequalified, conformance with all of the applicable requirements of Clause 3 shall be required. WPSs that do not
conform to the requirements of Clause 3 may be qualified by tests in conformance with Clause 4. For convenience, Annex Q lists provisions to be included in a
prequalified WPS, and which should be addressed in the
fabricator's or Contractor's welding program.
3.2.4 FCAWand GMAW Power Sources. FCAW
and GMAW that is done with prequalified WPSs shall
be performed using constant voltage (CV) power
supplies.
3.3 Base Metal/Filler Metal
Combinations
Only base metals and filler metals listed in Table 3.1
may be used in prequalified WPSs. (For the qualification of listed base metals and filler metals, and for base
metals and filler metals not listed in Table 3.1, see
4.1.1.)
Welders, welding operators and tack welders that use
prequalified WPSs shall be qualified in conformance
with Clause 4, Part C.
The base metal/filler metal strength relationships below
shall be used in conjunction with Table 3.1 to determine
whether matching or undermatching filler metals are
required.
3.2 Welding Processes
3.2.1 Prequalified Processes. SMAW, SAW, GMAW
(except GMAW-S), and FCAW WPSs which conform to
all of the provisions of Clause 3 shall be deemed as
prequalified and are therefore approved for use without
performing WPS qualification tests for the process. For
WPS prequalification, conformance with all of the
applicable provisions of Clause 3 shall be required (see
3.1).
Relationship
Matching
3.2.2 Code Approved Processes. ESW, EGW, GTAW,
and GMAW-S welding may be used, provided the
WPSs are qualified in conformance with the requirements of Clause 4. Note that the essential variable limitations in Table 4.5 for GMAW shall also apply to
GMAW-S.
Undermatching
3.2.3 Other Welding Processes. Other welding processes not covered by 3.2.1 and 3.2.2 may be used,
Base Metal(s)
Filler Metal Strength
Relationship Required
Any steel to itself or
any steel to another
in the same group
Any filler metal listed in the
same group
Any steel in one
group to any steel in
another
Any filler metal listed for
a lower strength group.
[SMAW electrodes shall
be the low-hydrogen
classification]
Any steel to any
steel in any group
Any filler metal listed for
a lower strength group.
[SMAW electrodes shall
be the low-hydrogen
classification]
Note: See Table 2.3 or 2.£ to determine the filler metal strength requirements to match or undermatch base metal strength.
59
CLAUSE 3. PREQUALIFICATION OF WPSS
AWS 01.1/01.1 M:2008
involved in a joint of each 50 ft [15 m] of groove welds
~
or pair of fillet welds.
3.4 Engineer's Approval for
Auxiliary Attachments
(b) These hardness determinations may be discontinued after the procedure has been established and the
discontinuation is approved by the Engineer.
Unlisted materials for auxiliary attachments which fall
within the chemical composition range of a steel listed in
Table 3.1 may be used in a prequalified WPS when approved by the Engineer. The filler metal and minimum
preheat shall be in conformance with 3.5, based upon the
similar material strength and chemical composition.
3.6 Limitation of WPS Variables
All prequalified WPSs to be used shall be prepared by
the manufacturer, fabricator, or Contractor as written
prequalified WPSs, and shall be available to those authorized to use or examine them. The written WPS may follow any convenient format (see Annex N for examples).
The welding parameters set forth in (1) through (4) of
this subclause shall be specified on the written WPSs
within the limitation of variables described in Table 4.5
for each applicable process. Changes in these parameters, beyond those specified on the written WPS, shall be
considered essential changes and shall require a new or
revised prequalified written WPS:
3.5 Minimum Preheat and Interpass
Temperature Requirements
The preheat and interpass temperature shall be sufficient
to prevent cracking. Table 3.2 shall be used to deterrp.ine
the minimum preheat and interpass temperatures for
steels listed in the code.
3.5.1 Base MetaVThickness Combination. The minimum preheat or interpass temperature applied to a joint
composed of base metals with different minimum preheats from Table 3.2 (based on Category and thickness)
shall be the highest of these minimum preheats.
(1) Amperage (wire feed speed)
3.5.2 Alternate SAW Preheat and Interpass Temper-
(2) Voltage
atures. Preheat and interpass temperatures for parallel or
multiple electrode SAW shall be selected in conformance with Table 3.2. For single-pass groove or fillet
welds, for combinations of metals being welded and the
heat input involved, and with the approval of the Engineer, preheat and interpass temperatures may be established which are sufficient to reduce the hardness in the
HAZs of the base metal to less than 225 Vickers hardness number for steel having a minimum specified tensile strength not exceeding 60 ksi [415 MPa], and 280
Vickers hardness number for steel having a minimum
specified tensile strength greater than 60 ksi [415 MPa],
but not exceeding 70 ksi [485 MPa].
(3) Travel Speed
(4) Shielding Gas Flow Rate
4
3.6.1 Combination of WPSs. A combination of qualified and prequalified WPSs may be used without qualification of the combination, provided the limitation of
essential variables applicable to each process is observed.
3.7 General WPS Requirements
All the requirements of Table 3.7 shall be met for
prequalified WPSs.
NOTE: The Vickers hardness number shall be determined
in' conformance with ASTM E 92. If another method of
hardness is to be used, the equivalent hardness number
shall be determinedfrom ASTM E 140, and testing shall be
peiformed according to the applicable ASTM specification.
3.7.1 Vertical-Up Welding Requirements. The progression for all passes in vertical position welding shall
be upward, with the following exceptions:
(1) Undercut may be repaired vertically downwards
when preheat is in conformance with Table 3.2, but not
lower than 70°F [20°e].
3.5.2.1 Hardness Requirements. Hardness determination of the HAZ shall be made on the following:
(2) When tubular products are welded, the progression of vertical welding may be upwards or downwards,
but only in the direction(s) for which the welder is
qualified.
(1) Initial macroetch cross sections of a sample test
specimen.
(2) The surface of the member during the progress of
the work. The surface shall be ground prior to hardness
testing:
3.7.2 WidthlDepth Pass Limitation. Neither the depth
nor the maximum width in the cross section of weld ..
metal deposited in each weld pass shall exceed the width ~
at the surface of the weld pass (see Figure 3.1).
(a) The frequency of such HAZ testing shall be
at least one test area per weldment of the thicker metal
60
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSS
3.7.3 Weathering Steel Requirements. For exposed,
bare, unpainted applications of ASTM A 588 steel requiring weld metal with atmospheric corrosion resistance
and coloring characteristics similar to that of the base
metal, the electrode or electrode-flux combination shall
conform to Table 3.3.
3.9.1 Details (Nontubular). See Figures 2.1 and 2.4 for
the limitations for prequalified fillet welds.
The exceptions to this requirement are as follows:
(1) Prequalified WPSs. Fillet welded tubular connections made by SMAW, GMAW, or FCAW processes
that may be used without performing WPS qualification
tests are detailed in Figure 3.2 (see 2.23.1.2 for limitations). These details may also be used for GMAW-S
qualified in conformance with 4.12.4.3.
3.9.2 Details (Tubular). For prequalified status, fillet
welded tubular connections shall conform to the following provisions:
3.7.3.1 Single-Pass Groove Welds. Groove welds
made with a single pass or a single pass each side may be
made using any of the filler metals for Group II base
metals in Table 3.1.
(2) Prequalified fillet weld details in lap joints are
shown in Figure 2.15.
3.7.3.2 Single-Pass Fillet Welds. Single-pass fillet
welds up to the following sizes may be made using any of
the filler metals for Group II base metals listed in Table
3.1:
SMAW
SAW
GMAW/FCAW
3.9.3 Skewed T-Joints. Skewed T-joints shall be in
conformance with Figure 3.11.
1/4 in [6 mm]
5/16 in [8 mm]
5/16 in [8 mm]
3.9.3.1 Dihedral Angle Limitations. The obtuse
side of skewed T-joints with dihedral angles greater than
100° shall be prepared as shown in Figure 3.11, Detail C,
to allow placement of a weld of the required size. The
amount of machining or grinding, etc., of Figure 3.11,
Detail C, should not be more than that required to
achieve the required weld size (W).
3.7.4 Shielding Gas. Shielding gases for GMAW and
FCAW-G shall conform to AWS A5. 32/A5.32M, and
one of the following:
(1) The shielding gas used for electrode classification
per the applicable AWS A5 specification.
(2) A shielding gas recommended for use with the
specific electrode by the electrode manufacturer. Such
recommendations shall be supported by tests which
demonstrate that the electrode/shielding gas combination
is capable of meeting all the mechanical and chemical
property requirements for the electrode classification
when tested in accordance with the applicable AWS A5
specification. Documentation of such testing shall be
supplied when requested by the Engineer or Inspector.
3.9.3.2 Minimum Weld Size for Skewed T-Joints.
For skewed T-joints, the minimum weld size for Details
A, B, and C in Figure 3.11 shall be in conformance with
Table 5.8.
3.10 Plug and Slot Weld Requirements
The details of plug and slot welds made by the SMAW,
GMAW (except GMAW-S), or FCAW processes are described in 2.3.5.1, 2.3.5.2, 2.3.5.4, and 2.9.4, and they
may be used without performing the WPS qualification
described in Clause 4, provided the technique provisions
of 5.25 are met.
3.8 Common Requirements for
Parallel Electrode and Multiple
Electrode SAW
3.11 Common Requirements of
PJP and CJP Groove Welds
3.8.1 GMAW Root Pass. Welds may also be made in
the root of groove or fillet welds using GMAW, followed
by parallel or multiple electrode submerged arcs, provided. that the GMAW conforms to the requirements of
this section, and providing the spacing between the
GMAW arc and the following SAW arc does not exceed
15 in [380 mm].
3.11.1 FCAW/GMAW in SMAW Joints. Groove
preparations detailed for prequalified SMAW joints may
be used for prequalified GMAW or FCAW.
3.11.2 Corner Joint Preparation. For comer joints, the
outside groove preparation may be in either or both
members, provided the basic groove configuration is
not changed and adequate edge distance is maintained
to support the welding operations without excessive
melting.
3.9 Fillet Weld Requirements
See Table 5.8 for minimum fillet weld sizes.
61
CLAUSE 3. PREQUALIFICATION OF WPSS
AWS D1.1/D1.1 M:2008
3.11.3 Root Openings. Joint root openings may vary as
noted in 3.12.3 and 3.13.1. However, for automatic or
machine welding using FCAW, GMAW, and SAW processes, the maximum root opening variation (minimum
to maximum opening as fit-up) may not exceed 1/8 in
[3 mm]. Variations greater than 1/8 in [3 mm] shall be
locally corrected prior to automatic or machine welding.
(3) J- and U-grooves may be prepared before or after
assembly.
4
3.12.4 Details (Tubular). Details for PJP tubular
groove welds that are accorded prequalified status shall
conform to the following provisions:
(1) PJP tubular groove welds, other than T-, Y-, and
K-connections, may be used without performing the
WPS qualification tests, when these may be applied and
shall meet all of the joint dimension limitations as described in Figure 3.3.
3.12 PJP Requirements
PJP groove welds shall be made using the joint details
described in Figure 3.3. The joint dimensional limitations described in 3.12.3 shall apply.
(2) PJP T-, Y-, and K-tubular connections, welded
only by the SMAW, GMAW, or FCAW process, may be
used without performing the WPS qualification tests,
when they may be applied and shall meet all of the joint
dimension limitations as described in Figure 3.5. These
details may also be used for GMAW-S qualified in con~
formance with 4.12.4.3.
3.12.1 Definition. Except as provided in 3.13.4 and Figure 3.4 (B-Ll-S), groove welds without steel backing,
welded from one side, and groove welds welded from
both sides, but without backgouging, are considered PJP
groove welds.
3.12.2 Weld Size. The weld size (E) of a prequalified
PJP groove shall be as shown in Figure 3.3 for the particular welding process, joint designation, groove angle, and
welding position proposed for use in welding fabrication.
3.12.4.1 Matched Box Connections. Details for PJP
groove welds in these connections, the comer dimensions and the radii of the main tube are shown in Figure
3.5. Fillet welds may be used in toe and heel zones (see
Figure 3.2). If the comer dimension or the radius of the
main tube, or both, are less than as shown if Figure 3.5, a
sample joint of the side detail shall be made and sectioned to verify the weld size. The test weld shall be
made in the horizontal position. This requirement may be
waived if the branch tube is beveled as shown for CJP
groove welds in Figure 3.6.
3.12.2.1 Prequalified Weld Sizes
(1) The minimum weld size ofPJP single- or doubleV, bevel-, J-, and U-groove welds, types 2 through 9,
shall be as shown in Table 3.4. The base metal thickness
shall be sufficient to incorporate the requirements of the
joint details selected, conforming to the variances outlined in 3.12.3 and the requirements of Table 3.4.
(2) The maximum base metal thickness shall not be
limited.
4
3.13 CJP Groove Weld Requirements
(3) The PJP square groove weld B-P1 and flare-bevel
groove weld~ BTC-PlO and B-Pll minimum weld sizes
shall be calculated from Figure 3.3.
CJP groove welds which may be used without performing the WPS qualification test described in Clause 4 shall
be as detailed in Figure 3.4 and are subject to the limitations described in 3.13.1.
(4) Shop or working drawings shall specify the design grooves depths "S" applicable for the weld size
"(E)" required per 3.12.2. (Note that this requirement
shall not apply to the B-Pl, BTC-PlO, and B-Pll details.)
3.13.1 Joint Dimensions. Dimensions of groove welds
specified in 3.13 may vary on design or detail drawings
within the limits or tolerances shown in the "As Detailed" column in Figure 3.4. Fit up tolerance of Figure
3.4 may be applied to the dimension shown on the detail
drawing.
3.12.3 Joint Dimensions
(1) Dimensions of groove welds specified in 3.12
may vary on design or detail drawings within the limits
of tolerances shown in the ':As Detailed" column in Figure 3.3.
3.13.2 Double-Sided Groove Preparation. J- and
U-grooves and the other side of partially welded
double-V and double-bevel grooves may be prepared
before or after assembly. After backgouging, the other
side of partially welded double-V or double-bevel joints ..
should resemble a prequalified U- or J-joint configura- ~
tion at the joint root.
(2) Fit-up tolerances of Figure 3.3 may be applied to
the dimensions shown on the detail drawing. However,
the use of fit-up tolerances does not exempt the user
from meeting the minimum weld size requirements of
3.12.2.1.
62
CLAUSE 3. PREQUALIFICATION OF WPSS
r:..WS 01.1/01.1 M:2008
NOTE: See the Commentary for engineering guidance in
the selection ofa suitable profile.
3.13.3 Tubular Butt Joints. For tubular groove welds
to be given prequalified status, the following conditions
shall apply:
The joint dimensions and groove angles shall not vary
from the ranges detailed in Table 3.6 and shown in Figure 3.6 and Figures 3.8 through 3.10. The root face of
joints shall be zero unless dimensioned otherwise. It may
be detailed to exceed zero or the specified dimension by
not more than 1116 in [2 mm]. It may not be detailed less
than the specified dimensions.
(1) Prequalified WPSs. Where welding from both
sides or welding from one side with backing is possible,
any WPS and groove detail that is appropriately prequalified in conformance with Clause 3 may be used, except
that SAW is only prequalified for diameters greater than
or equal to 24 in [600 mm]. Welded joint details shall be
in conformance with Clause 3.
3.13.4.1 Joint Details. Details for CJP groove welds
in tubular T-, Y-, and K-connections are described in
3.13.4. These details are prequalified for SMAW and
FCAW. These details may also be used for GMAW-S
qualified in conformance with 4.12.4.3.
(2) Nonprequalified Joint Detail. There are no
prequalified joint details for CJP groove welds in butt
joints made from one side without backing (see 4.12.2).
3.13.4 Tubular T-, Y·, and K-Connections. Details for
CJP groove welds welded from one side without backing
in tubular T-, Y-, and ~"connections used in circular tubes
are described in this section. The applicable circumferential range of Details A, B, C, and D are described in Figures 3.6 and 3.7, and the ranges of local dihedral angles,
['P], corresponding to these are described in Table 3.5.
3.14 Postweld Heat Treatment
Postweld heat treatment (PWHT) shall be prequalified
provided that it shall be approved by the Engineer and
the following conditions shall be met.
Joint dimensions including groove angles are described
in Table 3.6 and Figure 3.8. When selecting a profile
(compatible with fatigue category used in design) as a
function of thickness, the guidelines of 2.20.6.7 shall be
lobserved. Alternative weld profiles that may be required
for thicker sections are described in Figure 3.9. In the absence of special fatigue requirements, these profiles shall
be applicable to branch thicknesses exceeding 5/8 in
[16mm].
(1) The specified minimum yield strength of the base
metal shall not exceed 50 ksi [345 MPa].
(2) The base metal shall not be manufactured by
quenching and tempering (Q&T), quenching and selftempering (Q&ST), thermo-mechanical controlled processing (TMCP) or where cold working is used to
achieve higher mechanical properties (e.g., certain
grades of ASTM A 500 tubing).
Improved weld profiles meeting the requirements of
2.20.6.6 and 2.20.6.7 are described in Figure 3.10. In the
absence of special fatigue requirements, these profiles
shall be applicable to branch thicknesses exceeding
1-112 in [38 mm] (not required for static compression
loading).
(3) There shall be no requirements for notch toughness testing of the base metal, HAZ, or weld metal.
(4) There shall be data available demonstrating that
the weld metal shall have adequate strength and ductility
in the PWHT condition (e.g., as can be found in the relevant AWS A5.X filler metal specification and classification or from the filler metal manufacturer).
Prequalified details for CJP groove welds in tubular T-,
Y-, and K-connections, utilizing box sections, are further
described in Figure 3.6. The foregoing details are subject
to the limitation of 3.13.3.
(5) PWHT shall be conducted in conformance with
5.8.
63
~
I
u
p
0
ABS
API5L
ASTM A 1011 SS
ASTMA 709
ASTM A 1008 SS
ASTMA573
ASTMA524
ASTMA501
ASTMA516
ASTMA36
ASTMA53
ASTMA 106
ASTMA 131
ASTMA 139
ASTMA381
ASTM A 500
~
G
r
Grade 55
Grade 60
Gradel
Grade II
Grade 65
Grade 58
Grade 36 (::;;3/4 in [20 mm])
Grade 30
Grade 33 Type 1
Grade 40 Type 1
Grade 30
Grade 33
Grade 36 Type 1
Grade 40
Grade 45
GradeB
GradeX42
GradesA,B,D,CS,DS
GradeEb
GradeB
GradeB
GradesA,B,CS,D,DS,E
GradeB
Grade Y35
Grade A
GradeB
GradeC
(::;;3/4 in [20 mm])
Steel Specification
36
35
35
34
35
35
33
42
46
36
30
32
35
30
35
32
36
30
33
40
30
33
36
40
45
35
42
ksi
250
240
240
235
241
240
228
290
317
250
205
220
240
205
240
220
250
205
230
275
205
230
250
275
310
240
290
MPa
Minimum Yield
Point/Strength
Steel Specification Requirements
~
(Continued)
58-80
60 min.
60 min.
58-71
60 min.
60 min.
45 min.
58 min.
62 min.
58 min.
55-75
60-80
60-85
55-80
65-77
58-71
58-80
45 min.
48 min.
52 min.
49 min.
52 min.
53 min.
55 min.
60 min.
60
60
58-71
58-71
ksi
400-550
415 min.
415 min.
4()()...490
414 min.
415 min.
310 min.
400 min.
427 min.
400 min.
380-515
415-550
415-586
380-550
450-530
400-490
400-550
330 min.
330 min.
360 min.
340 min.
360 min.
365 min.
380 min.
410 min.
415
415
4()()...490
400-490
MPa
Tensile
Range
FCAW
GMAW
SAW
SMAW
Process
E6XTX-X, E6XTX-XC,
E6XT-XM, E7XTX-X,
E7XTX-XC, E7XTX-XM
A5.29c
~
E7XT-X, E7XT-XC, E7XT-XM
(Electrodes with the -2~, -2M, -3,
-10, -13, -14, and -GS suffix
shall be excluded and electrodes
with the -11 suffix shall be excluded
for thicknesses greater than
1/2 in [12 mm])
ER70S-XXX, E7OC-XXX
A5.28 c
A5.20
ER70S-X, E70C-XC,
E7OC-XM (Electrodes with the
-GS suffix shall be excluded)
F7XX-EXXX-XX,
F7XX-ECXXX-XX
A5.23 c
A5.18
F6XX-EXXX, F6XX-ECXXX,
F7XX-EXXX, F7XX-ECXXX
E70XX-X
AS.5c
A5.17
E60XX, E70XX
Electrode Classification
A5.1
AWS
Electrode
Specification
Filler Metal Requirements
Table 3.1
Prequalified Base Metal-Filler Metal Combinations for Matching Strength (see 3.3)
jg
g
s::
~....
~
~
en
:E
'1l
en
CIJ
o"11
5z
~
(5
~
j;
r
=n
:II
~
'1l
m
~en
o
0\
Ut
II
u
p
0
G
r
--
Grade 65
Grade 70
Grade 50
Grade 55
Class 1
Grade 42
Grade 50
Grade 55
(4 in [100 mm] and under)
Grade A
Grades B and C
Grades AH32, DH32, EH32
Grades AH36, DH36, EH36
(>3/4 in [20 mm])
Steel Specification
MPa
ksi
MPa
Tensile
Range
58-80 400-550
250
345
65 min. 450 min.
70 min. 485 min.
345
345-450 65 min. 450 min.
65 min. 450 min.
380
290
60 min. 415 min.
65 min. 450 min.
345
345-450 65 min. 450 min.
60 min. 410 min.
310
55 min. 380 min.
310
65 min. 450 min.
340
340
60 min. 410 min.
70 min. 480 min.
380
65 min. 450 min.
380
340
60 min. 410 min.
(Continued)
36
58-80 400-550
250
45
315
68-85 470-585
71-90 490-620
51
350
40-50 275-345 60-70 415-485
35
240
65-85 450-585
70-90 485-620
38
260
50
345
70-100 485-690
70-100 485-690
55
380
45-50 310-345 65-90 450-620
42
60 min. 415 min.
290
65 min. 450 min.
50
345
55
380
70 min. 485 min.
50
345
70 min. 485 min.
55
380
65 min. 450 min.
60
415
70 min. 480 min.
45-50 310-340 65 min. 450 min.
46-50 315-345 65 min. 450 min.
42
63-83 430-570
290
70-90 485-620
50
345
ksi
Minimum Yield
Point/Strength
Steel Specification Requirements
FCAW
GMAW
SAW
SMAW
Process
E7XT-X, E7XT-XC, E7XT-XM
(Electrodes with the -2g, -2M, -3,
-10, -13, -14, and -GS suffix
shall be excluded and electrodes
with the -11 suffix shall be excluded
for thicknesses greater than
1/2 in [12 mm])
E7XTX-X, E7XTX-XC, E7XTX-XM
A5.29c
ER70S-XXX, E70C-XXX
A5.28c
A5.20
ER70S-X, E70C-XC,
E70C-XM (Electrodes with
the -GS suffix shall be excluded)
F7XX-EXXX-XX,
F7XX-ECXXX-XX
A5.23 c
A5.18
F7XX-EXXX, F7XX-ECXXX
E7015-X, E7016-X, E7018-X
A5.5 c
A5.17
E7015,E7016,E7018,E7028
Electrode Classification
-
A5.1
AWS
Electrode
Specification
Filler Metal Requirements
Table 3.1 (Continued)
Prequalified Base Metal-Filler Metal Combinations for Matching Strength (see 3.3)
Grades Ib, II, III
Grade A
Grades C, D
(2-1/2 in [65 mm] and under)
ASTMA 709
Grade 36 (>3/4 in [20 mm])
36
50
Grade 50
50
Grade50W
Grade 50S
50-65
Grade A, Class 2 > 2 in [50 mm]
ASTMA 710
55
(2-112 in [65 mm] and under)
42
ASTMA808
ASTMA913
Grade 50
50
ASTMA992
50-65
45
ASTM A 1008 HSLAS
Grade 45 Class 1
Grade 45 Class 2
45
Grade 50 Class 1
50
Grade 50 Class 2
50
Grade 55 Class 1
55
Grade 55 Class 2
55
ASTM A 1008 HSLAS-F Grade 50
50
ASTMA606b
ASTMA618
ASTMA633
ASTMA595
ASTMA588 b
ASTMA537
ASTMA572
ASTMA529
ASTMA441
ASTMA516
ASTMA36
ASTMA 131
~
CIJ
(J)
"U
"
o
::E
oz
2:l
o
;;
r
§;
o
m
::Il
~
"U
m
(J)
~
(')
g
i0
o
s::
.....
§
.....
~
~
(J)
0'1
0'1
ASTM A 1018 HSLAS
ASTM A 1011 HSLAS-F
ASTM A 1011 SS
ASTM A 1011 HSLAS
API5L
ABS
API2Y
API2MTl
API2W
API2H
Grade 42
Grade 50
Grade50T
Grade 42
Grade 50
Grade50T
GradeX52
Grades AH32, DH32, EH32
Grades AH36, DH36, EH36b
Grade 45 Class 1
Grade 45 Class 2
Grade 50 Class 1
Grade 50 Class 2
Grade 55 Class 1
Grade 55 Class 2
Grade 50
Grade 50
Grade 55
Grade 45 Class 1
Grade 45 Class 2
Grade 50 Class 1
Grade 50 Class 2
Grade 55 Class 1
Grade 55 Class 2
Grade 50
Grade 30
Grade 33
Grade 36
Grade 40
Grade 42
Grade 50
45
45
50
50
55
55
50
50
55
45
45
50
50
55
55
50
30
33
36
40
42
50
50
42-67
50--75
50--80
42-67
50--75
50--80
52
45.5
51
ksi
MPa
60 min. 410 min.
ksi
Tensile
Range
55 min. 380 min.
310
340
65 min. 450 min.
340
60 min. 410 min.
380
70 min. 480 min.
380
65 min. 450 min.
340
60 min. 410 min.
65 min. 450 min.
340
380
70 min. 480 min.
60 min. 410 min.
310
55 min. 380 min.
310
340
65 min. 450 min.
60 min. 410 min.
340
380
70 min. 480 min.
65 min. 450 min.
380
340
60 min. 410 min.
205
49 min. 340 min.
230
52 min. 360 min.
250
53 min. 365 min.
275
55 min. 380 min.
62-80 430--550
290
345
70 min. 485 min.
345
65-90 450--620
290--462 62 min. 427 min.
345-517 65 min. 448 min.
345-552 70 min. 483 min.
290--462 62 min. 427 min.
345-517 65 min. 448 min.
345-552 70 min. 483 min.
360
66--72 455-495
315
71-90 490--620
350
71-90 490--620
(Continued)
310
MPa
Minimum Yield
Point/Strength
Steel Specification Requir~ments
Steel Specification
II· ASTM A 1018 HSLAS-F
ASTM A 1018 SS
u
p
0
G
r
FCAW
GMAW
SAW
SMAW
Process
E7XT-X, E7XT-XC, E7XT-XM
(Electrodes with the -2Q, -2M, -3,
-10, -13, -14, and -GS suffix
shall be excluded and electrodes
with the -II suffix shall be excluded
for thicknesses greater than
112 in [12 mmJ)
E7XTX-X, E7XTX-XC, E7XTX-XM
AS.29c
ER70S-XXX, E70C-XXX
A5.28c
A5.20
ER70S-X, E70C-XC,
E70C-XM (Electrodes with
the -GS suffix shall be excluded)
F7XX-EXXX-XX,
F7XX-ECXXX-XX
A5.18
A5.23 c
F7XX-EXXX, F7XX-ECXXX
E7015-X, E7016-X, E7018-X
A5.5O
A5.17
E7015,E7016,E7018,E7028
Electrode Classification
A5.1
AWS
Electrode
Specification
Filler Metal Requirements
Table 3.1 (Continued)
Prequalified Base Metal-Filler Metal Combinations for Matching Strength (see 3.3)
CD
o
~
~
....
s:
....
~
~
en
:E
"'tl
en
C/l
o."
oz
~
(5
."
C
~
o
m
:D
"'tl
m
p
~en
()
0\
-.l
!iJ
The heat input limitations of 5.7 shall not apply to ASTM A 913 Grade 60 or 65.
b Special welding materials and WPS (e.g., E80XX-X low-alloy electrodes) may be required to match the notch toughness of base metal (for applications involving impact loading or low temperature), or
for atmospheric corrosion and weathering characteristics (see 3.7.3).
C Filler metals of alloy group B3, B3L, B4, B4L, B5, B5L, B6, B6L, B7, B7L, B8, B8L, B9, E90l5-C5L, E90l5-DI, E9018-Dl, E90l8-D3, or any BXH grade in AWS A5.5, A5.23, A5.28, or A5.29 are not
prequalified for use in the as-welded condition.
Notes:
1. Injoints involving base metals of different groups, either of the following filler metals may be used: (1) that which matches the higher strength base metal, or (2) that which matches the lower strength
base metal and produces a low-hydrogen deposit. Preheating shall be in conformance with the requirements applicable to the higher strength group.
2. Match API standard 2B (fabricated tubes) according to steel used.
3. When welds are to be stress-relieved, the deposited weld metal shall not exceed 0.05% vanadium.
4. See Tables 2.3 and 2.6 for allowable stress requirements for matching filler metal.
5. Filler metal propertieS-have been moved to nonmandatory Annex V.
6. AWS A5M (SI Units) electrodes of the same classification may be used in lieu of the AWS A5 (U.S. Customary Units) electrode classification.
7. Any of the electrode classifications for a particular Group (located on the right) may be used to weld any of the base metals in that Group (located on the left).
W
o
'Tl
:E
"1J
oz
;:;
(5
'Tl
C
o
~
m
JJ
"1J
m
~
en
90-110 620-760
90-110 620-760
E9XTX-X, E9XTX-XC, E9XTX-XM
485
485
A5.29c
70
70
FCAW
Grade HPS70W
ER90S-XXX, E90C-XXX
ASTMA 709
ASTMA852
A5.28 c
()
(Xl
ro
8
GMAW
E8XTX-X, E8XTX-XC,
E8XTX-XM
A5.29c
FCAW
F8XX-EXXX-XX,
F8XX-ECXXX-XX
E8015-X, E8016-X, E8018-X
ER80S-XXX,
E80C-XXX
A5.23 c
A5.5 c
Electrode Classification
A5.28c
,
GMAW
SAW
SMAW
Process
F9XX-EXXX-XX,
F9XX-ECXXX-XX
517 min.
517 min.
515 min.
550 min.
550-690
515-690
495 min.
485 min.
520 min.
550 min.
480 min.
550 min.
480 min.
550 min.
MPa
A5.23 c
75 min.
75 min.
75 min.
80 min.
80-100
75-100
72 min.
70 min.
75 min.
80 min.
70 min.
80 min.
70 min.
80 min.
ksi
~
s:
SAW
414-621
414-621
415
450
315-415
380-415
415-450
415-450
415
450
415
480
415
480
MPa
AWS
Electrode
Specification
~
~
~
~
en
E9015-X, E9016-X,
E9018-X, E9018-M
60-90
60-90
60
65
46-60
55-60
60-65
60-65
60
65
60
70
60
70
ksi
Tensile
Range
Filler Metal Requirements
~
A5.5 c
a
Grade 60
Grade 60
Grade 60
Grade 65
Class 2b
GradeEb
Grade A, Class 2 ::; 2 in [50 mm]
Grade A, Class 3 > 2 in [50 mm]
Grade 60
Grade 65
Grade 60 Class 2
ASTM A 1018 HSLAS
Grade 70 Class 2
ASTM A 1018 HSLAS-F Grade 60 Class 2
Grade 70 Class 2
ASTMA537
ASTMA633
ASTMA 710
ASTMA 710
ASTMA 913 a
API2W
API2Y
ASTM A 572
Steel Specification
Minimum Yield
Point/Strength
Steel Specification Requirements
Table 3.1 (Continued)
Prequalified Base Metal-Filler Metal Combinations for Matching Strength (see 3.3)
,.,
SMAW
IV
III
u
p
0
G
r
.,
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
Table 3.2
Prequalified Minimum Preheat and Interpass Temperature (see 3.5)
Thickness of
Thickest Part at
Point of Welding
C
a
t
e
g
0
r
y
ASTMA36
ASTMA53
ASTMA 106
ASTMA 131
ASTMA 139
ASTMA381
ASTMA500
A
ASTMA501
ASTMA516
ASTMA524
ASTMA573
ASTMA 709
ASTM A 1008 SS
ASTM A 1011 SS
API5L
ABS
ASTMA36
ASTMA53
ASTMA 106
ASTMA 131
B
Welding
Process
Steel Specification
ASTMA 139
ASTMA381
ASTMA441
ASTMA500
ASTMA501
ASTMA516
ASTMA524
ASTMA529
ASTMA537
ASTM A 572
GradeB
GradeB
Grades A, B, CS, D, DS, E
GradeB
Grade Y35
Grade A
GradeB
GradeC
Grades I & II
Grade 65
Grade 36
Grade 30
Grade 33 Type 1
Grade 40 Type 1
Grade 30
Grade 33
Grade 36 Type 1
Grade 40
Grade 45
Grade 50
Grade 55
GradeB
GradeX42
Grades A, B, D, CS, DS
GradeE
GradeB
GradeB
Grades A, B,
CS,D,DS,E
AH32& 36
DH32& 36
EH 32&36
GradeB
Grade Y35
Grade A
GradeB
Grade C
SMAW
with other
than lowhydrogen
electrodes
SMAW
with lowhydrogen
electrodes,
SAW,
GMAW,
FCAW
Grades 55 & 60
65&70
Grades I & II
Grades 50 & 55
Classes 1 & 2
Grades 42, 50, 55
(Continued)
68
in
rom
Minimum Preheat
and Interpass
Temperature
OF
32a
°C
oa
1/8 to 3/4
incl.
3 to 20
incl.
Over 3/4
thru 1-1/2
incl.
thru 38
Over 1-1/2
thru 2-1/2
incl.
thru 65
Over 2-1/2
Over 65
1/8 to 3/4
incl.
3 to 20
incl.
Over 3/4
thru 1-1/2
Over 20
thru 38
incl.
50
10
150
65
225
110
incl.
Over 20
150
65
225
110
300
150
incl.
Over 38
incl.
Over 1-1/2
Over 38
thru 2-1/2
thru 65
incl.
incl.
Over 2-1/2
Over 65
32a
oa
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
Table 3.2 (Continued)
Prequalified Minimum Preheat and Interpass Temperature (see 3.5)
C
a
t
e
g
Thickness of
Thickest Part at
Point of Welding
0
r
y
Welding
Process
Steel Specification
ASTMA573
ASTMA588
ASTMA595
ASTM A 606
ASTMA618
ASTMA633
ASTMA 709
ASTMA 710
,
ASTMA808
ASTMA 913 b
ASTMA992
ASTM A 1008 HSLAS
ASTM A 1008 HSLAS-F
ASTM A 1011 HSLAS
B
(Cont'd)
ASTM A 1011 HSLAS-F
ASTM A 1018 HSLAS
ASTM A 1018 HSLAS-F
ASTM A 1018 SS
API5L
API Spec. 2H
API2MTl
API2W
API2Y
ABS
ABS
in
mm
Minimum Preheat
and Interpass
Temperature
OF
°C
Grade 65
Grades A, B, C
Grades Ib, II, III
Grades A, B
Grades C, D
Grades 36, 50, 50S, 50W
Grade A, Class 2
(>2 in [50 mm])
Grade 50
Grade 45 Class 1
Grade 45 Class 2
Grade 50 Class 1
Grade 50 Class 2
Grade 55 Class 1
Grade 55 Class 2
Grade 50
Grade 45 Class 1
Grade 45 Class 2
Grade 50 Class 1
Grade 50 Class 2
Grade 55 Class 1
Grade 55 Class 2
Grade 50
Grade 45 Class 1
Grade 45 Class 2
Grade 50 Class 1
Grade 50 Class 2
Grade 55 Class 1
Grade 55 Class 2
Grade 50
Grade 30
Grade 33
Grade 36
Grade 40
GradeB
Grade X42
Grades 42, 50
SMAW
with lowhydrogen
electrodes,
SAW,
GMAW,
FCAW
Grades 42, 50, 50T
Grades 42, 50, 50T
Grades AH 32 & 36
DH32& 36
EH 32 & 36
Grades A, B, D,
CS,DS
GradeE
(Contmued)
69
118 to 3/4
inc!.
3 to 20
inc!.
32"
Over 3/4
thru 1-1/2
incl.
Over 20
thru 38
inc!.
50
10
Over 1-112
thru 2-1/2
inc!.
Over 38
thru 65
inc!.
150
65
Over 2-112
Over 65
225
110
0"
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
Table 3.2 (Continued)
Prequalified Minimum Preheat and Interpass Temperature (see 3.5)
Thickness of
Thickest Part at
Point of Welding
C
a
t
e
g
Minimum Preheat
and Interpass
Temperature
0
r
y
Steel Specification
ASTM A 572
ASTMA633
ASTMA913 b
ASTMA 710
ASTMA 710
C
D
ASTMA 709 0
ASTMA 852 0
ASTMA 1018
HSLAS
ASTMA 1018
HSLAS-F
API2W
API2Y
API5L
ASTMA 710
ASTMA 913b
Grades 60, 65
GradeE
Grades 60, 65
Grade A, Class 2
(::;2 in [50 mm])
Grade A, Class 3
(>2 in [50 mm])
Grade HPS70W
Grade 60 Class 2
Grade 70 Class 2
Grade 60 Class 2
Grade 70 Class 2
Grade 60
Grade 60
GradeX52
Grade A
(All classes)
Grades 50, 60, 65
mm
of
°C
1/8 to 3/4
incl.
3 to 20
incl.
50
10
Over 3/4
thru 1-1/2
incl.
Over 20
thru 38
incl.
150
65
Over 1-1/2
thru 2-1/2
incl.
Over 38
thru 65
incl.
225
110
Over 2-112
Over 65
300
150
in
Welding Process
SMAWwith
low-hydrogen electrodes,
SAW, GMAW, FCAW
SMAW, SAW, GMAW, and
FCAW with electrodes or
electrode-flux combinations
capable of depositing weld
metal with a maximum
diffusible hydrogen content
of 8 m1I100 g (H8), when
tested according to AWS
A4.3.
All thicknesses
1/8 in [3 mm]
~
32a
oa
When the base metal temperature is below 32°F [O°C], the base metal shall be preheated to a minimum of 70°F [20°C] and the minimum interpass
temperature shall be maintained during welding.
bThe heat input limitations of 5.7 shall not apply to ASTM A 913.
C For ASTM A 709 Grade HPS70W and ASTM A 852, the maximum preheat and interpass temperatures shall not exceed 400°F [200°C] for
thicknesses up to 1-112 in [40 mm], inclusive, and 450°F [230°C] for greater thicknesses.
a
Notes:
1. For modification of preheat requirements for SAW with parallel or multiple electrodes, see 3.5.~.
2. See 5.12.2 and 5.6 for ambient and base-metal temperature requirements.
3. ASTM A 570 and ASTM A 607 have been deleted.
70
AWS D1.1·/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
Table 3.4
Minimum Prequalified PJP Weld Size (E)
(see 3.12.2.1)
•
Table 3.3 (see 3.7.3)
., Filler Metal Requirements for Exposed Bare
Applications of Weathering Steels
Process
AWS
Filler Metal
Specification
Base Metal Thickness (T)a
Approved Electrodes a
SMAW
A5.5
All electrodes that deposit weld metal
meeting a B2L, CI, CIL, C2, C2L,
C3, or WX analysis per A5.5.
SAW
A5.23
All electrode-flux combinations that
deposit weld metal with a Nil, Ni2,
Ni3, Ni4, or WX analysis per A5.23.
FCAW
A5.29
All electrodes that deposit weld metal
with a B2L, K2, Nil, Ni2, Ni3, Ni4,
or WX analysis per A5.29.
A5.28
All electrodes that meet filler metal
composition requirements of B2L, Ga,
Nil, Ni2, Ni3, analysis per A5.28.
GMAW
in [mm]
in
mm
1/8 [3] to 3/16 [5] incl.
Over 3/16 [5] to 1/4 [6] incl.
Over 1/4 [6] to 1/2 [12] incl.
Over 1/2 [12] to 3/4 [20] incl.
Over 3/4 [20] to 1-1/2 [38] incl.
Over 1-1/2 [38] to 2-1/4 [57] incl.
Over 2-1/4 [57] to 6 [150] incl.
Over 6 [150]
1/16
1/8
3/16
1/4
5/16
3/8
1/2
5/8
2
3
5
6
8
10
12
16
a For
nonlow-hydrogen processes without preheat calculated in
conformance with 4.7.4, T equals the thickness of the thicker part
joined; single pass welds shall be used. For low-hydrogen processes
and nonlow-hydrogen processes established to prevent cracking in
conformance with 4.7.4, T equals thickness of the thinner part; single
pass requirement does not apply.
b Except that the weld size need not exceed the thickness of the thinner
part joined.
a Deposited weld metal shall have a chemical composition the same as
that for anyone of the weld metals in this table.
t
Minimum Weld
Sizeb
Notes:
1. Filler metals shall meet requirements of Table 3.1 in addition to the
compositional requirements listed above. The use of the same type
of filler metal having next higher tensile strength as listed in AWS
filler metal specification may be used.
2. Composite (metal cored) electrodes are designated as follows:
SAW: Insert letter "C" between the letters "E" and "X," e.g., E7AXECXXX-Ni1.
GMAW: Replace the letter "S" with the letter "C," and omit the
letter "R," e.g., E80C-Ni1.
3. This table shall apply to ASTM A 588 and A 709 Grade SOW.
Table 3.5
Joint Detail Applications for Prequalified
CJP T-, Y-, and K-Tubular Connections
(see 3.13.4 and Figure 3.7)
Detail
A
B
C
D
Applicable Range of Local Dihedral Angle, 'P
180° to
150° to
75° to
40° to
135°
50°
30° }
15°
Not prequalified for
groove angles under 30°
Notes:
1. The applicable joint detail (A, B, C, or D) for a particular part of the
connection shall be determined by the local dihedral angle, '1', which
changes continuously in progressing around the branch member.
2. The angle and dimensional ranges given in Detail A, B, C, or D
include maximum allowable tolerances.
3. See Annex K for definition of local dihedral angle.
71
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
Table 3.6
Prequalified Joint Dimensions and Groove Angles for CJP Groove Welds in Tubular
T-, V-, and K-Connections Made by SMAW, GMAW-S, and FCAW (see 3.13.4)
Detail B
'¥ = 150° - 50°
Detail A
'¥ = 180° - 135°
End preparation «()))
max.
10° or
45° for'¥ > 105°
GMAW-S
FCAW-Ge
FCAW-S
SMAWd
FCAW-S
SMAWd
3/16 in
[5mm]
3/16 in
[5mm]
1/16 in
[2mm]
No min. for
<1»90°
1/16 in
[2mm]
No min. for
<I> > 120°
Joint included
angle <I>
max.
90°
min.
45°
Completed
weld
tw
L
;::: tb
;::: tb /sin '¥
but need not
exceed 1.75 tb
Otherwise as needed to obtain required $.
Not prequalified for groove angles ($) under 30 0 •
e Initial passes of back-up weld discounted until width of groove
provided by back-up weld.
d These root details apply to SMAWand FCAW-S.
eThese root details apply to GMAW-S and FCAW-G.
114 in
[6mm]
1116 in
[2mm]
(Note c)
Wmax.
GMAW-S
FCAW-Ge
114 in [6 mm]
for <I> > 45°
min.
Detail D
'¥ =40° - 15 0b
(Note a)
min.
Fit-up or root
opening (R)
max.
Detail C
'¥ =75° - 300b
FCAW-S
SMAW {1I8 in [3 mm]
(1)
3/16 in [5 mm]
5/16 in
[8mm]
for <I> ~45°
1/16 in
[2mm]
GMAW-S { 118 in [3 mm]
1I4in [6mm]
FCAW-G
(2)
3/8 in [10 mm]
112 in [12 mm]
30°-40°
25°-30°
20°-25°
15°-20°
40°; if more
use Detail B
37-112°; ifless
use Detail C
;::: tb for
'¥ > 90°
;::: tbIsin '¥ for
'¥ < 90°
1I2'¥
;::: tb /sin '¥
but need not
exceed 1.75 tb
Weld may be
built up to
meet this
a
b
CW) is sufficient to assure sound welding; the necessary width of weld groove CW)
Notes:
I. For GMAW-S see 4.12.4.3. These details are not intended for GMAW (spray transfer).
2. See Figure 3.8 for minimum standard profile (limited thickness).
3. See Figure 3.9 for alternate toe-fillet profile.
4. See Figure 3.10 for improved profile (see 2.20.6.6 and 2.20.6.7).
72
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
Table 3.7
Prequalified WPS Requirements f (see 3.7)
SAWd
Variable
Position
Weld Type
Fillet"
Flat
Maximum
Electrode
Diameter
Horizontal
Vertical
Overhead
All
,
Maximum
Current
All
Single
SMAW
1/4 in [6.4 mm]
Root pass
Fillet
3/16 in [4.8 mm]
Groove
3/16 in [4.8 mm]
3/16 in [4.8 mm]b
3/16 in [4.8 mm]b
Groove weld
root pass
with opening
Groove weld
root pass
without opening
Groove weld fill
passes
Flat
Maximum
Fill Pass
Thickness
Horizontal
Vertical
Overhead
All
All
All
1/4 in [6.4 mm]
1/8 in [3.2 mm]
1/4 in [6.4 mm]
Requires WPS Qualification Test
1/8 in [3.2 mm]
...•...•
'i
'i i·c·
1000 A
Maximum
Single Pass
Layer
Width
Horizontal
Fillet
Vertical
Overhead
All (for
GMAWI
FCAW)
F&H
(for SAW)
900A
l200A
Within the
range of
recommended
operation by the
filler metal
manufacturer
Unlimited
3/8 in [10 mm]
5/16 in [8 mm]
1/2 in [12 mm]
3/16 in [5 mm]
1/4 in
[6mm]
ii/""/i
Unlimited
5/16 in [8 mm]
1/2 in [12 mm]
"
Root opening
IXi.•/ii/··iC.·i
> 1/2 in [12mm],
or
·i
'~~~i(l~
iii./,»/ i
5116 in •
[8 mm]
/c
[12 mm]
c.
'c,
Laterally
displaced
Split layers
electrodes or
split layer
Split layers
Split layers with tandem
ifw > 5/8 in electrodes
[16 mm]
ifw > 5/8 in
[16mm]
ll/2 in [12 mm]
5/16 in [8 mm]
1/4 in [6 mm]
1/2 in [12 mm]
Unlimited
5/16 in
[8mm]
a Except
5/16 in [8 mm]
iii'<;Yj/;i2;;~';':;,i<i>ii>'C
iC.·.L
Ic
Ii
3/8 in [10 mm]
Unlimited
5/16 in [8 mm]
318 in [lOmm]
.
1/2 in [12 mm]
5/16 in [8 mm]
Split layers Split layers
Ifw>lin
[25 mm],
split layers
(Note e)
root passes.
in [4.0 mm] for EXX14 and low-hydrogen electrodes.
c See 3.7.3 for requirements for welding unpainted and exposed ASTM A 588.
d See 3.7.2 for width-to-depth limitations.
e In the F, R, or OR positions for nontubulars, split layers when the layer width w > 5/8 in [16 mm]. In the vertical position for nontubulars or the flat,
horizontal, vertical, and overhead positions for tubulars, split layers when the width w > 1 in [25 mm].
f Shaded area indicates nonapplicability.
g GMAW-S shall not be prequalified.
b 5132
t
3/32 in [2.4 mm]
5/64 in [2.0 mm]
l200A
Unlimited
600A
'c1l6in[8~
Any layer of
width w
i, iii cii
i,
i j
.c
700A
Within the
range of
recommended
operation by
the filler metal
manufacturer
3/8 in [10 mm]
Flat
Maximum
Single Pass
Fillet Weld
Sizec
GMAWI
FCAWg
1/4 in [6.4 mm]
Groove weld
cap pass
Maximum
Root Pass
Thickness d
Multiple
5/16 in [8.0 mm]
Groove"
All
All
Fillet
Parallel
73
AWS 01.1/01.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
Figure 3.t-Weld Bead in which Depth and Width Exceed the Width of the Weld Face (see 3.7.2)
TOE
ZONE
FOR 'I' > 120°
EDGE SHALL BE CUT
BACK TO FACILITATE
THROAT THICKNESS
L
L
J__"-.-:
L
SIDE
(CIRCULAR)
TOE
SIDE
(BOX)
MIN L FOR
HEEL < 60°
E = 0.7t
E=t
E = 1.07t
1.5t
1.5t
LARGER OF 1.5t
OR 1.4t + Z
t
1.4t
1.5t
SIDE 100-110°
1.1 t
1.6t
1.75t
SIDE 110-120°
1.2t
1.8t
2.0t
t
BEVEL
1.4t
BEVEL
FULL BEVEL
60-90° GROOVE
SIDE:5 100°
TOE> 120°
Notes:
1. t = thickness of thinner part.
2. L = minimum size (see 2.24.1.3 which may require increased
weld size for combinations other than 36 ksi [250 MPa] base
metal and 70 ksi [485 MPa] electrodes).
3. Root opening 0 in to 3/16 in [5 mm] (see 5.22).
4. Not prequalified for <jJ < 30°. For <jJ < 60°, the Z loss dimensions
in Table 2.9 apply. See Table 4.10 for welder qualification position
requirements.
5. See 2.23.1.2 for limitations on ~ = diD.
6. 'I' = dihedral angle.
Figure 3.2-Fillet Welded Prequalified Tubular Joints Made by
SMAW, GMAW, and FCAW (see 3.9.2)
74
AWS D1.1/D1.1M:2008
..
CLAUSE 3. PREQUALIFICATION OF WPSs
Legend for Figures 3.3 and 3.4
1'---------Symbols for joint types
B - butt joint
C - corner joint
T - T-joint
BC - butt or corner joint
TC - T- or corner joint
BTC - butt, T-, or corner joint
Welding processes
SMAW - shielded metal arc welding
GMAW - gas metal arc welding
FCAW - flux cored metal arc welding
SAW - submerged arc welding
Welding positions
F - flat
H - horizontal
V - vertical
OH - overhead
Symbols for base metal thickness and penetration
P-PJP
L - limited thickness-CJP
V - unlimited thickness-CJP
t
Symbol for weld types
1 - square-groove
2 - single-V-groove
3 - double-V-groove
4 - single-bevel-groove
5 - double-bevel-groove
6 - single-V-groove
7 - double-V-groove
8 - single-J-groove
9 - double-J-groove
10 - flare-bevel-groove
11 -. flare-V-groove
Dimensions
R=
ex, ~ =
f=
r=
S, Sl ' S2 =
E, E 1 '
Symbols for welding processes if not SMAW
S-SAW
G-GMAW
F-FCAW
Root Opening
Groove Angles
Root Face
J- or V-groove Radius
PJP Groove Weld
Depth of Groove
E 2 = PJP Groove Weld
Sizes corresponding to S, Sl , S2' respectively
Joint Designation
The lower case letters, e.g., a, b, c, etc., are used to differentiate
between joints that would otherwise have the same joint
designation.
Notes for Figures 3.3 and 3.4
a Not
prequalified for GMAW-S nor GTAW.
shall be welded from one side only.
C Cyclic load application limits these joints to the horizontal welding position (see 2.17.2).
d Backgouge root to sound metal before welding second side.
e SMAW detailed joints may be used for prequalified GMAW (except GMAW-S) and FCAW.
f Minimum weld size (E) as shown in Table 3.4. S as specified on drawings.
9 If fillet welds are used in statically loaded structures to reinforce groove welds in corner and T-joints, these shall be equal to T 1 /4, but
need not exceed 3/8 in [10 mm]. Groove welds in corner and T-joints of cyclically loaded structures shall be reinforced with fillet welds
equal to T 1 /4, but need not exceed 3/8 in [10 mm].
h Double-groove welds may have grooves of unequal depth, but the depth of the shallower groove shall be no less than one-fourth of the
thickness of the thinner part joined.
i Double-groove welds may have grooves of unequal depth, provided these conform to the limitations of Note 1. Also the weld size (E)
applies individually to each groove.
0
0
0
0
0
0
j The orientation of the two members in the joints may vary from 135 to 180 for butt joints, or 45 to 135 for corner joints, or 45 to 90
for T-joints.
k For corner joints, the outside groove preparation may be in either or both members, prOVided the basic groove configuration is not
changed and adequate edge distance is maintained to support the welding operations without excessive edge melting.
I Weld size (E) shall be based on joints welded flush.
mFor f1are-V-groove welds and flare-bevel-groove welds to rectangular tubular sections, r shall be as two times the wall thickness.
n For flare-V-groove welds to surfaces with different radii r, the smaller r shall be used.
b Joint
•
•
75
AWS D1.1/D1.1M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Square-groove weld (1)
Butt joint (B)
/
ti:::::3 '
(E)[Rl
T1~
T~"'---~~ REINFORCEMENT 1/32 TO 1/8
--J
~R
Groove Preparation
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
B-P1a
SMAW
1/8
B-P1c
1/4 max.
T2
NO TOLERANCE
Tolerances
As Detailed
(see 3.12.3)
Root Opening
-
R=Oto1/16
-
T1 .
R= - min.
.2
+1/16, -0
+1/16, -0
As Fit-Up
(see 3.12.3)
±1/16
±1/16
Allowed
Welding
Positions
Weld Size
(E)
Notes
All
T 1 -1/32
b,e
T1
b,e
All
2
Square-groove weld (1)
Butt joint (B)
E1 + E2 MUST NOT EXCEED
-i
3T
Groove Preparation
Base Metal Thickness 1 - - - - - - - - r - - - - - - - - - - - - 1
(U = unlimited)
Tolerances
Welding
Process
Joint
Designation
T1
SMAW
B-P1b
1/4 max.
T2
Root Opening
T1
R= 2
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Allowed
Welding
Positions
+1/16, -0
±1/16
All
Figure 3.3-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
76
Total
Weld Size
(E 1 + E2)
3T 1
4
Notes
e
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-V-groove weld (2)
Butt joint (B)
Corner joint (C)
I
I
I
I
\a Z
mtT
t
-J-~~
I
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
Joint
Designation
BC-P2
T1
T2
1/4 min.
U
1/4 min.
U
7/16 min.
U
?
GMAW
FCAW
BC-P2-GF
SAW
BC-P2-S
S(E)/R'"
a
'\-
R
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
R=O
f = 1/32 min.
a= 60°
R=O
f = 1/8 min.
a= 60°
R=O
f = 1/4 min.
a= 60°
+1/16, -0
+U,-o
+10°, -00
+1/16, -0
+U,-o
+10°, -00
±O
+U,-o
+10°, -00
+1/8,-1/16
±1/16
+10°, _5°
+1/8,-1/16
±1/16
+10°, _5°
+1/16, -0
±1/16
+10°, _5°
Double-V-groove weld (3)
Butt joint (B)
\aV
~
S2(E2)
Allowed
Welding
Positions
Weld Size
(E)
Notes
All
S
b, e, f, j
All
S
a, b, f, j
F
S
b, f, j
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
Notes
All
Sl +S2
e, f, i, j
All
S1 +S2
a, f, i, j
F
Sl +S2
f, i, j
"'.'i
S1(E1) / R ' "
a
[Sl
I
<?> + t
,:::-r
f
T1
--=rt=--t
~
S2
a
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
B-P3
1/2 min.
-
GMAW
FCAW
B-P3-GF
1/2 min.
-
SAW
B-P3-S
3/4 min.
-
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
R=O
f = 1/8 min.
a= 60°
R=O
f = 1/8 min.
a= 60°
R=O
f = 1/4 min.
a= 60°
+1/16, -0
+U,-o
+10°, -00
+1/16, -0
+U,-o
+10°, -00
±O
+U,-o
+10°, -00
+1/8, -1/16
±1/16
+10°, _5°
+1/8,-1/16
±1/16
+10°, _5°
+1/16, -0
±1/16
+10°, _5°
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
77
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
Single-bevel-groove weld (4)
Butt joint (B)
T-joint (T)
Corner joint (C)
ai?
r·","~-"\~7
I
+1
r
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
BTC-P4
U
U
GMAW
FCAW
BTC-P4-GF
1/4 min.
U
SAW
TC-P4-S
7/16 min.
U
'a
~-7
1/
v
t
"
'~~~l
~
S(E)
l
~
1
t
J
t
OJ
1•
S
R
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
R=O
t = 1/8 min.
a= 45°
R=O
t= 1/8 min.
a= 45°
R=O
t = 1/4 min.
a= 60°
+1/16, -0
+U-O
+10°, -00
+1/16, -0
+u-o
+10°, -00
±O
+U,-o
+10°, -00
+1/8, -1/16
±1/16
+10°, _5°
+1/8, -1/16
±1/16
+10°, _5°
+1/16, -0
±1/16
+10°, _5°
Double-bevel-groove weld (5)
Butt joint (B)
T-joint (T)
Corner joint (C)
Allowed
Welding
Positions
Weld Size
(E)
All
S-1/8
F, H
S
V,OH
S-1/8
F
S
Notes
b, e, t,
g,j, k
a, b, t,
g,j, k
b, t, g, j,
k
~,
~-~
I
al?
r-"'''~-ltY
+1
S1
~
t
,
t
J
I
;b.
Ll~
S2
1/
Sl(E1)
~
'a~-7
1/
,~
".,..
~~}t~R
I
f
S2(E2)
V
T1
a::...t.
OJ
~
Base Metal Thickness
(U = unlimited)
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Welding
Process
Joint
Designation
T1
T2
SMAW
BTC-P5
5/16 min.
U
R=O
t = 1/8 min.
a=45°
+1/16, -0
+U-O
+10°, -00
+1/8, -1/16
±1/16
+10°, _5°
GMAW
FCAW
BTC-P5-GF
1/2 min.
U
R=O
t = 1/8 min.
a=45°
+1/16, -0
+U-o
+10°, -00
+1/8, -1/16
±1/16
+10°, _5°
SAW
TC-P5-S
3/4 min.
U
R=O
t = 1/4 min.
a=60°
±O
+U,-o
+10°, -00
+1/16, -0
±1/16
+10°, _5°
Allowed
Welding
Positions
Total
Weld Size
(E1 + E2)
Notes
All
S1 + S2
-1/4
e, t, g, i,
j, k
F, H
S1 +S2
V,OH
S1 + S2
-1/4
F
S1 + S2
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
78
a, t, g, i,
j, k
t, g, i, j,
k
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-U-groove weld (6)
Butt joint (B)
Corner joint (C)
S(E)~
,r-~1 ~
a
~Ij'
'\
~~:~
tJ
,
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
R
Groove Preparation
Root Opening
Root Face
Bevel Radius
Groove Angle
R=O
SMAW
BC-P6
1/4 min.
U
GMAW
FCAW
BC-P6-GF
1/4 min.
U
SAW
BC-P6-S
7/16 min.
U
t = 1/32 min.
r = 1/4
a=45°
R=O
t = 1/8 min.
r = 1/4
a= 20°
R=O
t = 1/4 min.
r = 1/4
a=20°
Tolerances
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+1/16, -0
+U,-o
+1/4, -0
+10°, -00
+1/16, -0
+U,-o
+1/4, -0
+10°, _0°
±O
+U,-o
+1/4, -0
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+1/16, -0
±1/16
±1/16
+10°, _5°
Double-U-groove weld (7)
Butt joint (B)
S2(E2)
'Y
S1(E1)
~
\~1 ~+----l
~
@
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
B-P7
1/2 min.
-
GMAW
FCAW
B-P7-GF
1/2 min.
-
SAW
B-P7-S
3/4 min.
-
.. t
t
Allowed
Welding
Positions
Weld Size
(E)
All
S
b, e,
t, j
All
S
a, b,
t, j
F
S
b,
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
All
Sl +S2
e,
t, i, j
All
Sl +S2
a,
t,
F
Sl +S2
Notes
t, j
a
T1
-:ItT
S2
Groove Preparation
Root Opening
Root Face
Bevel Radius
Groove Angle
Tolerances
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
R=O
t = 1/8 min.
r = 1/4
a=45°
R=O
t = 1/8 min.
r = 1/4
a=20°
R=O
t = 1/4 min.
r = 1/4
a=20°
+1/16, -0
+U,-o
+1/4, -0
+10°, _0°
+1/16, -0
+U,-o
+1/4, -0
+10°, -00
±O
+U,-O
+1/4, -0
+10°, -00
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+1/16, -0
±1/16
±1/16
+10°, _5°
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
79
Notes
i, j
t, i, j
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
Single-J-groove weld (8)
Butt joint (B)
T-joint (T)
Corner joint (C)
S(E)
at
r~-h
+!
~ t 1
J
~
la
~-7
V
1
'l
T2_r~·,A~1
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
B-P8
T1
1/4 min.
T2
-
SMAW
TC-P8
1/4 min.
U
t
R
1/4 min.
-
GMAW
FCAW
TC-P8-GF
1/4 min.
U
7/16 min.
-
SAW
TC-P8-S
7/16 min.
U
~~
Tolerances
Root Opening
Root Face
Bevel Radius
Groove Angle
R=O
t = 1/8 min.
r= 3/8
a=30°
R=O
t = 1/8 min.
r = 3/8
a oe = 30°*
aie = 45°**
t = 1/8 min.
r = 3/8
a=30°
R=O
t = 1/8 min.
r = 3/8
a oe = 30°*
aie = 45°**
R=O
B-P8-S
INSIDE
CORNER
Groove Preparation
R=O
B-P8-GF
OUTSIDE
CORNER
1/
t = 1/4 min.
r = 1/2
a= 20°
R=O
t = 1/4 min.
r = 1/2
a oe = 20°*
aie = 45°**
Allowed
Welding
Positions
Weld Size
(E)
+1/8, -1/16
±1/16
±1/16
+10°, _5°
All
S
e, t, Q;j,
k
+1/16, -0
+U,-o
+1/4, -0
+10°, -00
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+10°, _5°
All
S
e, t, g, j,
k
+1/16, -0
+U,-o
+1/4, -0
+10°, -00
+1/8, -1/16
±1/16
±1/16
+10°, _5°
All
S
+1/16, -0
+U,-o
+1/4, -0
+10°, _0°
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+10°, _5°
All
S
±O
+U,-O
+1/4, -0
+10°, -00
+1/16, -0
±1/16
±1/16
+10°, _5°
F
S
t, g, j, k
±O
+U,-o
+1/4, -0
+10°, _0°
+10°, _0°
+1/16, -0
±1/16
±1/16
+10°, _5°
+10°, _5°
F
S
t, g, j, k
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+1/16, -0
+U,-o
+1/4, -0
+10°, -00
*aoe = Outside corner groove angle.
**aie = Inside corner groove angle.
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
80
Notes
:
a,
t, g,j,
k
a,
t, g, j,
k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
See Notes on Page 75
•
,
Double-J-groove weld (9)
Butt joint (B)
T-joint (T)
Corner joint (C)
OUTSIDE
CORNER
elL
C ORNER
Welding
Process
Groove Preparation
Base Metal Thickness f - - - - - - , - - - - - - - - - - - - - - - i
(U = unlimited)
Root Opening
Tolerances
f------,-------i
Root Face 1 - - - - - , - - - - - - - 1 Allowed
Bevel Radius
As Detailed
As Fit-Up
Welding
Joint
(see 3.12.3)
(see 3.12.3)
Positions
Designation
Groove Angle
B-P9
1/2 min.
SMAW
R=O
f = 1/8 min.
r = 3/8
(X = 30°
+1/16, -0
+U,-O
+1/4, -0
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
All
R=O
+1/16, -0
+U,-O
+1/4, -0
+10°, _0°
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
+10°, _5°
All
+1/16, -0
+U,-o
+1/4, -0
+10°, _0°
+1/8, -1/16
±1/16
±1/16
+10°, _5°
All
±O
+U,-o
+1/4, -0
+10°, _0°
+10°, -00
+1/16, -0
±1/16
±1/16
+10°, _5°
+10°, _5°
All
±O
+U,-o
+1/4, -0
+10°, -00
+1/16, -0
±1/16
±1/16
+10°, _5°
F
±O
+U,-o
+1/4, -0
+10°, -00
+10°, -00
+1/16, -0
±1/16
±1/16
+10°, _5°
+10°, _5°
F
t = 1/8 min.
TC-P9
1/2 min.
U
r = 3/8
(Xoe = 30°'
(Xie = 45°**
R=O
B-P9-GF
f = 1/8 min.
1/2 min.
r= 3/8
(X = 30°
GMAW
FCAW
R=O
t = 1/8 min.
TC-P9-GF
1/2 min.
B-P9-S
3/4 min.
U
r= 3/8
(Xoe = 30°*
(Xie = 45°**
R=O
t = 1/4 min.
r = 1/2
(X = 20°
SAW
R=O
TC-P9-S
3/4 min.
U
f = 1/4 min.
r = 1/2
(Xoe = 20°*
(Xie = 45°**
Total
Weld Size
(E 1 + E2)
'(Xoe = Outside corner groove angle.
**(Xie = Inside corner groove angle.
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
81
Notes
e, t, g, i,
j,k
e, t, g, i,
j,k
a, t, g, i,
j, k
a, t, g, i,
j, k
f, g, i, j,
k
f, g, i, j,
k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
See Notes on Page 75
Flare-bevel-groove weld (10)
Butt joint (B)
T-joint (T)
Corner joint (C)
-i
~
'
_
~_____
J'"------ _. - ~
Co"
Ts
(E) 1'~-7
..-i
?
l
v
1/
~
f
F
Lt.y.-i
:;.
-l
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
SMAW
FCAW-S
BTC-P10
GMAW
FCAW-G
SAW
BTC-P10-GF
B-P10-S
T1
3/16
min.
3/16
min.
1/2
min.
~R
I-T2
Groove Preparation
T2
Ts
U
T1
min.
R=O
f = 3/16 min.
3T 1 .
r= 2
min.
T1
min.
R=O
f = 3/16 min.
3T 1 .
r= 2
min.
1/2
min.
R=O
f = 1/2 min.
3T 1 .
r= 2
min.
U
N/A
Tolerances
Root Opening
Root Face
Bend Radius
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Allowed
Welding
Positions
Weld Size
(E)
Notes
+1/16, -0
+U,-o
+1/8, -1/16
+U, -1/16
All
5/16 r
e, g,j, I
+U,-O
+U,-O
+1/16, -0
+U,-o
+1/8, -1/16
+U, -1/16
All
5/8 r
+U,-O
+U,-O
a,g,j,l,
m
±O
+U,-o
+1/16, -0
+U, -1/16
F
5/16 r
g,j,l,m
+U,-O
+U,-O
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
82
AWS 01.1/01.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Flare-V-groove weld (11)
Butt joint (B)
...L
<,
T2T
~<'~
i-IT
(E)...! ' -
tTl
f
~~:Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
FCAW-S
GMAW
FCAW-G
SAW
Joint
Designation
B-P11
B-P11-GF
B-P11-S
T1
3/16 min.
3/16 min.
1/2 min.
Groove Preparation
Tolerances
Root Opening
Root Face
Bend Radius
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
T l min.
R=Q
f = 3/16 min.
3T l
.
r= 2
min.
+1/16, -0
+U,-o
+U,-o
T 1 min.
R=O
f = 3/16 min.
3T l
.
r= 2
min.
T1 min.
R=O
f = 1/2 min.
3T 1 .
r= 2
min.
T2
F
Allowed
Welding
Positions
Weld Size
(E)
+1/8, -1/16
+U, -1/16
+U,-o
All
5/8 r
e,j,I,m,
n
+1/16, -0
+U,-o
+U,-O
+1/8, -1/16
+U, -1/16
+U,-O
All
3/4 r
a,j,l,m,
n
±O
+U,-o
+U,-O
+1/16, -0
+U, -1/16
+U,-O
F
1/2 r
j,l,m,n
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Inches)
83
Notes
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1 /D1.1 M:200B
See Notes on Page 75
Square-groove weld (1)
Butt joint (B)
. /
W:::::3
T1~
(E)fRl
+
T~""--""'~~ REINFORCEMENT 1 TO 3
--J
ALL DIMENSIONS IN mm
Joint
Designation
T1
B-P1a
SMAW
3
6 max.
B-P1c
NO TOLERANCE
Groove Preparation
Base Metal Thickness
(U = unlimited)
Welding
Process
~R
Tolerances
Root Opening
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Allowed
Welding
Positions
Weld Size
(E)
Notes
-
R=Oto2
+2,-0
±2
All
T 1 -1
b, e
-
T1
All
T1
2
b, e
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2 )
T2
R=
2"
.
+2,-0
min.
±2
Square-groove weld (1)
Butt joint (B)
E1 + E2 MUST NOT EXCEED
3T
-i-
ALL DIMENSIONS IN mm
Groove Preparation
Base Metal Thickness f - - - - - - . . , . - - - - - - - - - - - - - - 1
(U = unlimited)
Tolerances
Welding
Process
SMAW
Joint
Designation
B-P1b
T2
As Detailed
(see 3.12.3)
Root Opening
6 max.
+2,-0
As Fit-Up
(see 3.12.3)
±2
All
3T 1
4
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
84
Notes
e
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Single-V-groove weld (2)
Butt joint (B)
Corner joint (C)
'\"Z
I
I
I
I
~ S(E)/~"
ffis
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
R
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
Welding
Process
Joint
Designation
T1
T2
SMAW
BC-P2
6 min.
U
t = 1 min.
a= 60°
R=O
?
t
'~
-J-~~
I
T1
R=O
GMAW
FCAW
BC-P2-GF
6 min.
U
t = 3 min.
a = 60°
SAW
BC-P2-S
11 min.
U
t = 6 min.
a = 60°
R=O
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-o
+10°, -00
+2,-0
+U,-O
+10°, _0°
±O
+U,-O
+10°, _0°
+3,-2
±2
+10°, _5°
+3,-2
±2
+10°, _5°
+2,-0
±2
+10°, _5°
Double-V-groove weld (3)
Butt joint (B)
S2(E2)
Allowed
Welding
Positions
Weld Size
(E)
All
S
b, e,
t, j
All
S
a, b,
t, j
F
S
b,
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
All
S1 +S2
e,
t,
All
8 1 +S2
a,
t, i, j
F
S1 +S2
t,
Notes
t, j
"'-Y
S1 (E1) /R"'-
\ay
_t.'
~
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
~
a
I
'::-T
+ t t T1
--:rt::i
@
S2
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
Welding
Process
Joint
Designation
T1
SMAW
B-P3
12 min.
-
t = 3 min.
a = 60°
GMAW
FCAW
B-P3-GF
12 min.
-
t = 3 min.
a = 60°
SAW
B-P3-S
20 min.
-
t= 6 min.
a= 60°
T2
[S1
R=O
R=O
R=O
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-O
+10°, -00
+2,-0
+U,-o
+10°, -00
±O
+U,-o
+10°, -00
+3,-2
±2
+10°, _5°
+3,-2
±2
+10°, _5°
+2,-0
±2
+10°, _5°
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
85
Notes
i, j
i, j
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
Single-bevel-groove weld (4)
Butt joint (B)
T-joint (T)
Corner joint (C)
al?
r-",,"--"1~>
I
+1
,
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
BTC-P4
U
U
GMAW
FCAW
BTC-P4-GF
6 min.
U
SAW
TC-P4-S
11 min.
U
~-7
1/
r
~
1•
S
CP
1
1
'~
v
t
"
~~~
ALL DIMENSIONS IN mm
~
la
S(E)
f
J
R
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U-o
+10°, -00
+3,-2
±2
+10°, _5°
+3,-2
±2
+10°, _5°
+2,-0
±2
+10°, _5°
R=O
f= 3 min.
a=45°
R=O
f = 3 min.
a= 45°
R=O
f = 6 min.
a= 60°
+2,-0
+U-O
+10°, -00
±O
+U,-o
+10°, -00
Double-bevel-groove weld (5)
Butt joint (B)
T-joint (T)
Corner joint (C)
All
S-3
F,H
S
V,OH
S-3
F
S
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
Notes
b, e, f,
9,j, k
a, b, f,
g,T. k
~,f, g,j,
k
~-~
S1(E1)
ai?
:-"""--11J
,..-
+!
:!b.
<
i/'
~
la~-7
1/
[S1
L."J'__ }j ~
V
'::-1""
t t f T1
l::..i
I
S2]
~T2-r~R
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
[JJ
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Welding
Process
Joint
Designation
T1
T2
SMAW
BTC-P5
8min.
U
R=O
f = 3 min.
a=45°
+2,-0
+U-o
+10°, -00
+3,-2
±2
+10°, _5°
GMAW
FCAW
BTC-P5-GF
12 min.
U
R=O
f = 3 min.
a= 45°
+2,-0
+U-o
+10°, -00
+3,-2
±2
+10°, _5°
U
R=O
f = 6 min.
a=60°
±O
+U,-o
+10°, -00
+2,-0
±2
+10°, _5°
TC-P5-S
Weld Size
(E)
~,
S2(E2)
SAW
Allowed
Welding
Positions
20 min.
All
F, H
V,OH
F
S1 +S2
-6
S1 +S2
S1 +S2
-6
S1 +S2
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
86
Notes
e, f, g, i,
j, k
a, f, g, i,
j, k
f, g, i, j,
k
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-U-groove weld (6)
Butt joint (B)
Corner joint (C)
~
:
'"I~~:~
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
BC-P6
6 min.
U
GMAW
FCAW
BC-P6·GF
6 min.
U
SAW
BC-P6-S
11 min.
U
a
1
1
1 t
t
S(E)~
J
R
Groove Preparation
Root Opening
Root Face
Bevel Radius
Groove Angle
R=O
t = 1 min.
r= 6
a=45°
R=O
t = 3 min.
r=6
a= 20°
R=O
t =6 min.
r=6
a= 20°
Tolerances
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-O
+6,-0
+10°, -00
+3,-2
±2
±2
+10°, _5°
+3,-2
±2
±2
+10°, _5°
+2,-0
±2
±2
+10°, _5°
+2,-0
+U,-O
+6,-0
+10°, _0°
±O
+U,-o
+6,-0
+10°, -00
Double-U-groove weld (7)
Butt joint (B)
S2(E2)
Allowed
Welding
Positions
Weld Size
(E)
Notes
All
S
b, e, t, j
All
S
a, b, t, j
F
S
b, t, j
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
Notes
All
S1 +S2
e, t, i, j
All
S1 +S2
a, t, i, j
F
S1 + S2
t, i, j
'l-J
S1(E1)~
\~1 ~t----l
..> •• t
~~
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
B-P7
12 min.
-
GMAW
FCAW
B-P7-GF
12 min.
-
SAW
B-P7-S
20 min.
-
a
T1
-:ItT
S2
Groove Preparation
Root Opening
Root Face
Bevel Radius
Groove Angle
Tolerances
R=O
t= 3 min.
r=6
a= 45°
R=O
t = 3 min.
r= 6
a=20°
R=O
t= 6 min.
r=6
a= 20°
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-o
+6,-0
+10°, -00
+3,-2
±2
±2
+10°, _5°
+3,-2
±2
±2
+10°, _5°
+2,-0
±2
±2
+10°, _5°
+2,-0
+U,-o
+6,-0
+10°, -00
±O
+U,-O
+6,-0
+10°, _0°
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
87
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-J-groove weld (8)
Butt joint (B)
T-joint (T)
Corner joint (C)
S(E)
at
r~+.
I
I,
S
I
~ t
!
'l
T2~L~.,A~1
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
B-P8
6 min.
T2
t
SMAW
TC-P8
6 min.
U
B-P8-GF
6 min.
-
TC-P8-GF
B-P8-S
6 min.
11 min.
U
-
SAW
U
1
~
JtJ
Tolerances
Root Opening
Root Face
Bevel Radius
Groove Angle
t = 3 min.
r = 10
a= 30°
R=O
t=3min.
r=10
a oe = 30°*
aie = 45°**
t = 3 min.
r = 10
a= 30°
R=O
t= 3 min.
r=10
a oe = 30°*
a ie = 45°**
Allowed
Welding
Positions
Weld Size
(E)
+3,-2
±2
±2
+10°, _5°
All
S
e, t, g,j,
k
+2,-0
+U,-o
+6,-0
+10°, -00
+10°, -00
+3,-2
±2
±2
+10°, _5°
+10°, _5°
All
S
e, t, g, j,
k
+2,-0
+U,-o
+6,-0
+10°, -00
+3,-2
±2
±2
+10°, _5°
All
S
+2,-0
+U,-o
+6,-0
+10°, -00
+10°, -00
+3,-2
±2
±2
+10°, _5°
+10°, _5°
All
S
a, t, g, j,
k
+2,-0
±2
±2
+10°, _5°
F
S
t,
g, j, k
+2,-0
±2
±2
+10°, _5°
+10°, _5°
F
S
t,
g, j, k
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-o
+6,-0
+10°, -00
±O
+U,-o
+6,-0
+10°, _0°
R=O
t = 6 min.
r = 12
a=20°
R=O
11 min.
1
INSIDE
CORNER
Groove Preparation
±O
+U,-o
+6,-0
+10°, -00
+10°, -00
t = 6 min.
TC-P8-S
v
J
R=O
GMAW
FCAW
OUTSIDE
CORNER
1/
R
R=O
-
~
'a
~-7
r=12
a oe = 20°*
aie = 45°**
*aoc = Outside corner groove angle.
**aie = Inside corner groove angle.
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
88
Notes
a,
t, g,j,
k
AWS D1.1/D1.1M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Double-J-groove weld (9)
Butt joint (B)
T-joint (T)
Corner joint (C)
~
S2(E2)
r
!X~
-~,
." ----
I .
...
r
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
,
Welding
Process
Joint
Designation
B-P9
T1
12 min.
T2
-
SMAW
TC-P9
12 min.
B-P9-GF
6 min.
U
I
,-:.r~.
I
s,T
GMAW
FCAW
TC-P9-GF
6min.
U
20 min.
-
SAW
TC-P9-S
20 min.
U
~!X
-7
1/
V
T1
t--.1.
ruDE
CORNER
Groove Preparation
Tolerances
Root Opening
Root Face
Bevel Radius
Groove Angle
R=O
t=3 min.
r = 10
!X= 30°
R=O
t=3 min.
r=10
!Xoe = 30°*
!Xie = 45°**
t = 3 min.
r = 10
!X = 30°
R=O
t=3 min.
r = 10
!Xoe = 30°*
!Xie = 45°**
R=O
B-P9-S
OUTSIDE
CORNER
R
R=O
-
~
IR
=-.-
<!>. t t
-
~T2
S1(E 1)
_,_
IDii'J
I
... _---
~
c:;
t = 6 min.
r=12
!X= 20°
R=O
t = 6 min.
r = 12
!Xoe = 20°*
!Xie = 45°**
Allowed
Welding
Positions
Total
Weld Size
(E 1 + E2)
+3,-2
±2
±2
+10°, _5°
All
S1 +S2
e, t, g, i,
j, k
+2,-0
+U,-o
+6,-0
+10°, -00
+3,-2
±2
±2
+10°, _5°
+10°, _5°
All
S1 +S2
e, t, g, i,
j, k
+2,-0
+U,-o
+6,-0
+10°, _0°
+3,-2
±2
±2
+10°, _5°
All
S1 +S2
a, t, g, i,
j, k
+2,-0
+U,-O
+6,-0
+10°, -00
+3,-2
±2
±2
+10°, _5°
+10°, _5°
All
S1 +S2
a, t, g, i,
j, k
±O
+U,-o
+6,-0
+10°, -00
+2,-0
±2
±2
+10°, _5°
F
S1 +S2
±O
+U,-o
+6,-0
+10°, -00
+2,-0
±2
±2
+10°, _5°
+10°, _5°
F
S1 +S2
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
+2,-0
+U,-O
+6,-0
+10°, -00
*!Xoe = Outside corner groove angle.
**!Xie = Inside corner groove angle.
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
89
Notes
t, g, i, j,
k
t, g, i, j,
k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
See Notes on Page 75
Flare-bevel-groove weld (10)
Butt joint (B)
T-joint (T)
Corner joint (C)
--i .. _____
~
_
TJ.. -----
-
c,'
'
'-h
-i
~
1'-
(E) ~-7
V
1"-
lT1
F
f
..tv-±-
~ ~R
-l
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
FCAW-S
GMAW
FCAW-G
SAW
Joint
Designation
BTC-P10
BTC-P10-GF
B-P10-S
T1
5
min.
5
min.
12
min.
T2
U
U
12
min.
Ts
~T2
Groove Preparation
Root Opening
Root Face
Bend Radius
T1
min.
R=O
f = 5 min.
3T 1 .
r= 2' min.
T1
min.
R=O
f = 5 min.
3T1 .
r= 2' min.
N/A
R=O
f=12min.
3T 1 .
r= 2' min.
Tolerances
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
Allowed
Welding
Positions
Weld Size
(E)
Notes
+2,-0
+U,-O
+3,-2
+U,-2
All
5/16 r
e, g, j, I
+U,-o
+U,-o
+2,-0
+U,-o
+3,-2
+U,-2
All
5/8 r
+U,-o
+U,-o
a,g,j, I,
m
±O
+U,-o
+2,-0
+U,-2
F
5/16 r
g,j, I, m
+U,-o
+U,-o
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
90
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
See Notes on Page 75
Flare-V-groove weld (11)
Butt joint (B)
L
~<,---.t
<,
T2T
i-IT
(E)./ ' -
tTl
F
f
~~~
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
FCAW-S
GMAW
FCAW-G
SAW
Joint
Designation
B-P11
B-P11-GF
B-P11-S
Tl
5 min.
5 min.
12 min.
Groove Preparation
Tolerances
Root Opening
Root Face
Bend Radius
As Detailed
(see 3.12.3)
As Fit-Up
(see 3.12.3)
T l min.
R=O
f= 5 min.
3T l
.
r=""""2 min.
+2,-0
+U,-o
+U,-o
Tl min.
R=O
f = 5 min.
3T l
.
r=""""2 min.
Tl min.
R=O
f = 12 min.
3T l
.
r=""""2 min.
T2
Allowed
Welding
Positions
Weld Size
(E)
+3,-2
+U,-2
+U,-o
All
5/8 r
e,j,l,m,
n
+2,-0
+U,-o
+U,-o
+3,-2
+U,-2
+U,-O
All
3/4 r
a,j,l,m,
n
±O
+U,-o
+U,-O
+2,-0
+U,-2
+U,-o
F
1/2 r
j, I, m, n
Figure 3.3 (Continued)-Prequalified PJP Groove Welded Joint Details
(see 3.12) (Dimensions in Millimeters)
91
Notes
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Square-groove weld (1)
Butt joint (B)
Corner joint (C)
C-L1a
B·L1a
Groove Preparation
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
FCAW
GMAW
Joint
Designation
T1
B-L1a
1/4 max.
C-L1a
1/4 max.
B-L1a-GF
3/8 max.
T2
U
Tolerances
Root Opening
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
R=T1
+1/16, -0
+1/4, -1/16
All
e,j
R=T1
+1/16, -0
+1/4, -1/16
All
e,j
R=T1
+1/16, -0
+1/4, -1/16
All
Gas
Shielding
for FCAW
Not
required
Notes
a,j
Square-groove weld (1)
Butt joint (B)
BACKGOUGE
(EXCEPT B-L1-S)
~
~11
~~R
Groove Preparation
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
GMAW
FCAW
SAW
SAW
Joint
Designation
T1
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
T2
Root Opening
+1/16, -0
+1/16, -1/8
All
Gas
Shielding
for FCAW
Notes
~
B-L1b
1/4 max.
-
T
R=-1
2
B-L1b-GF
3/8 max.
-
R = 0 to 1/8
+1/16, -0
+1/16, -1/8
All
B-L1-S
B-L1a-S
3/8 max.
5/8 max.
-
-
R=O
R=O
±O
±O
+1/16, -0
+1/16, -0
F
F
Figure 3.4-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
92
Not
required
-
-
d, e,j
a, d,j
j
d,j
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Square-groove weld (1)
T-joint (T)
Corner joint (C)
"I'
~-~
BACKGOUGE
.. -'""
:
,.-,
v
~-7
h
1/
T
V
T1
---.L
J T,-t~
Groove Preparation
Base Metal Thickness
(U = unlimited)
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
T
R=-1
2
+1/16, -0
+1/16, -1/8
All
-
d,e, g
R = 0 to 1/8
+1/16, -0
+1/16, -1/8
All
Not
required
a,d,g
Welding
Process
Joint
Designation
T1
T2
Root Opening
SMAW
TC-L1b
1/4 max.
U
TC-L1-GF
3/8 max.
U
GMAW
FCAW
SAW
TC-L1-S
3/8 max.
U
±O
R=O
Single-V-grooye weld (2)
Butt joint (B)
6 +1
SMAW
B-U2a
d,g
/"'-
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
IX = +10°,-0°
+1/4, -1/16
+10°, _5°
1
...
Joint
Designation
F
Tolerances
I
~
Welding
Process
+1/16, -0
-
Base Metal Thickness
(U = unlimited)
T1
T2
U
-
GMAW
FCAW
B-U2a-GF
U
-
SAW
SAW
B-L2a-S
B-U2-S
2 max.
U
-
--R
Groove Preparation
Root Opening
Groove Angle
R = 1/4
R= 3/8
R = 1/2
R = 3/16
R = 3/8
R = 1/4
R = 1/4
R = 5/8
IX = 45°
IX= 30°
IX= 20°
IX= 30°
IX= 30°
IX = 45°
IX= 30°
IX= 20°
Allowed
Welding
Positions
All
F, V, OH
F,V,OH
F,V,OH
F, V,OH
F, V,OH
F
F
Gas
Shielding
for FCAW
Required
Not req.
Not req.
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
93
Notes
e, j
e, j
e,j
a,j
a,j
a,j
j
j
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-V-groove weld (2)
Corner joint (C)
Tolerances
I
I
/""-.
tal
T
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
a = +10°, _0°
+1/4, -1/16
+10°, _5°
T1
.-L
~
Welding
Process
Joint
Designation
T+"
Base Metal Thickness
(U = unlimited)
T1
T2
SMAW
C-U2a
U
U
GMAW
FCAW
C-U2a-GF
U
U
SAW
SAW
C-L2a-S
C-U2-S
2 max.
U
U
U
Groove Preparation
Root Opening
Groove Angle
a=45°
a=30°
a=20°
a= 30°
a= 30°
a=45°
a= 30°
a= 20°
R = 1/4
R =3/8
R = 1/2
R = 3/16
R=3/8
R = 1/4
R = 1/4
R =5/8
Single-V-groove weld (2)
Butt joint (B)
~
'Ca~
Welding
Process
Joint
Designation
T1
T2
SMAW
B-U2
U
-
GMAW
FCAW
B-U2-GF
U
-
SAW
B-L2c-S
Over 1/2 to 1
-
Over 1 to 1-1/2
-
Over 1-1/2 to 2
-
Gas
Shielding
for FCAW
-
All
F, V,OH
F, V, OH
Required
Not req.
Not req.
F, V,OH
F, V, OH
F, V,OH
F
F
-
Notes
e, j
e, j
e,j
a
a,j
a,j
j
j
BACKGOUGE
~t
"'l
RJ
Base Metal Thickness
(U = unlimited)
~
/""-.
Allowed
Welding
Positions
L
f
TI T1
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
R = 0 to 1/8
f=Oto1/8
a= 60°
R = 0 to 1/8
f=Oto 1/8
a= 60°
R=O
f = 1/4 max.
a= 60°
R=O
f = 1/2 max.
a= 60°
R=O
f = 5/8 max.
a= 60°
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
+1/16,-0
+1/16,-0
+10°, _0°
+1/16,-0
+1/16,-0
+10°, _0°
+1/16, -1/8
Not limited
+10°, _5°
+1/16, -1/8
Not limited
+10°, _5°
R=±O
f = +O,-f
a=+10°,-o°
+1/16, -0
±1/16
+10°, _5°
Allowed
Welding
Positions
All
All
F
Gas
Shielding
for FCAW
"
-
Not
required
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
94
Notes
d, e, j
a, d,j
d, j
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-V-groove weld (2)
Corner joint (C)
""~-~
A
/"".
a
'C 2 ~
BACKGOUGE
~~-hT'
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
C-U2
U
U
GMAW
FCAW
C-U2-GF
U
U
SAW
C-U2b-S
U
U
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = 0 to 1/8
f=Oto1/8
a= 60°
R = 0 to 1/8
f = 0 to 1/8
a= 60°
R=Oto1/8
f = 1/4 max.
a= 60°
+1/16, -0
+1/16, -0
+10°, _0°
+1/16, -0
+1/16, -0
+10°, -00
±O
+0, -1/4
+10°, -00
+1/16,-1/8
Not limited
+10°, _5°
+1/16, -1/8
Not limited
+10°,-5°
+1/16, -0
±1/16
+10°,-5°
Allowed
Welding
Positions
All
-
Not
required
a, d, g, j
F
-
d, g, j
\a-v
~+
~:~
Joint
Designation
T1
As Detailed
(see 3.13.1)
BACKGOUGE
Spacer
Base Metal Thickness
(U = unlimited)
Welding
Process
d, e, g,j
Tolerances
J
fJ r
-
Notes
All
Double-V-groove weld (3)
Butt joint (B)
t
Gas
Shielding
for FCAW
T2
Groove Preparation
R=±O
f= ±O
a=+10°,-o°
SAW
±O
SMAW
±O
As Fit-Up
(see 3.13.1)
+1/4, -0
+1/16, -0
+10°, _5°
+1/16, -0
+1/8, -0
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Root Opening
Root Face
Groove
Angle
f=Oto1/8
f = 0 to 1/8
f = 0 to 1/8
a=45°
a= 30°
a=20°
All
F, V,OH
F, V,OH
-
d, e, h,
j
f = 0 to 1/4
a=20°
F
-
d, h,j
SMAW
B·U3a
U
Spacer =
1/8 x R
-
R = 1/4
R = 3/8
R = 1/2
SAW
B-U3a-S
U
Spacer =
1/4 x R
-
R = 5/8
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
95
Notes
CLAUSE 3. PREQUALlFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Double-V-groove weld (3)
Butt joint (B)
""'-/
/""'-
t -1r
U
+
For B-U3c-S only
S1
L
T1
I
1 ,
I
~R~ lS2
BACKGOUGE
T
f
lf
Welding
Process
Joint
Designation
SMAW
GMAW
FCAW
B-U3b
SAW
T1
B-U3-GF
B-U3c-S
T2
U
-
U
-
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
+1/16, -0
+1/16, -0
+10°, -00
+1/16, -1/8
Not limited
+10°, _5°
R = 0 to 1/8
f=Oto1/8
u= ~ = 60°
R=O
f = 1/4 min.
+1/16, -0
+1/16, -0
+1/4, -0
+1/4, -0
+10°, _0°
+10°, _5°
u=~=60°
To find S1 see table above: S2 = T 1- (S1 + f)
R
-
J
Gas
Shielding
for FCAW
All
-
d, e, h,j
All
Not
required
a, d, h,j
-
F
Notes·
d, h, j
1
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
u = +10°,-0°
+1/4, -1/16
+10°, _5°
I
-J
SMAW
Allowed
Welding
Positions
Tolerances
~u
Joint
Designation
1-3/8
1-3/4
2-1/8
2-3/8
2-3/4
3-1/4
3-3/4
Groove Preparation
Single-bevel-groove weld (4)
Butt joint (B)
Welding
Process
S1
to
2-1/2
3
3-5/8
4
4-3/4
5-1/2
6-1/4
ForT1 > 6-1/4 orT1 ::;; 2
S1 = 2/3 (T1 - 1/4)
~
Base Metal Thickness
(U = unlimited)
T1
Over
2
2-1/2
3
3-5/8
4
4-3/4
5-1/2
T1
Base Metal Thickness
(U = unlimited)
T1
T2
B-U4a
U
-
GMAW
FCAW
B-U4a-GF
U
-
SAW
B-U4a-S
U
-
~
"""Groove Preparation
Root Opening
Groove Angle
R = 1/4
R =3/8
R = 3/16
R = 1/4
R = 3/8
R = 3/8
R = 1/4
u=45°
u=30°
u=30°
u=45°
u=30°
u=30°
u=45°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
All
All
All
All
F, H
.Required
Not req.
Not req.
e,j
e,j
a, c,j
a, c,j
a, c,j
F
-
c,j
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
96
Notes
C,
C,
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALlFICATION OF WPSs
See Notes on Page 75
•
•
Single-bevel-groove weld (4)
T-joint (T)
Corner joint (C)
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
0. = +10°,-0°
+1/4, -1/16
+10°, _5°
R
Welding
Process
Joint
Designation
SMAW
TC-U4a
Base Metal Thickness
(U = unlimited)
T1
T2
U
U
GMAW
FCAW
TC-U4a-GF
U
U
SAW
TC-U4a-S
U
U
Single-bevel-groove weld (4)
Butt joint (B) .
Groove Preparation
Root Opening
Groove Angle
=
=
0. =
0. =
0. =
0. =
0. =
R = 1/4
R =3/8
R = 3/16
R = 3/8
R = 1/4
R=3/8
R = 1/4
0.
0.
45°
30°
30°
30°
45°
30°
45°
Allowed
Welding
Positions
All
F, V,OH
All
F
All
Gas
Shielding
for FCAW
Required
Not req.
Not req.
Notes
e,
e,
a,
a,
a,
g, j,
g, j,
g,j,
g,j,
g,j,
k
k
k
k
k
g,j, k
F
1 I--f /\
0.
L
U
RJ
~
Base Metal Thickness
(U = unlimited)
r.-
f""'\
Groove Preparation
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
U
-
R = 0 to 1/8
f=Ot01/8
0. = 45°
+1/16, -0
+1/16, -0
+10°, -00
+1/16, -1/8
Not limited
10°, _5°
U
-
R=O
f = 1/4 max.
0. = 60°
±O
+0, -1/8
+10°, -00
+1/4, -0
±1/16
10°, _5°
Joint
Designation
T1
T2
SMAW
GMAW
FCAW
B-U4b
U
B-U4b-GF
B-U4b-S
BACKGOUGE
I"
Root Opening
Root Face
Groove Angle
Welding
Process
SAW
T1
Allowed
Welding
Positions
All
All
F
Gas
Shielding
for FCAW
Not
required
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
97
Notes
c, d, e,j
a, c, d,j
c, d,j
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Single-bevel-groove weld (4)
T-joint (T)
Corner joint (C)
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T2
T1
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
SMAW
TC-U4b
U
U
GMAW
FCAW
R=Oto1/8
f = 0 to 1/8
TC-U4b-GF
U
U
SAW
TC-U4b-S
U
U
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
ex=45°
+1/16, -0
+1/16, -0
+10°, -00
+1/16, -1/8
Not limited
10°, _5°
R=O
f = 1/4 max.
ex= 60°
±O
+0, -1/8
+10°, _0°
+1/4, -0
±1/16
10°,_5°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
Not
required
d, e, g,
j,k
a, d, g,
j, k
All
All
F
Double-bevel-groove weld (5)
Butt joint (B)
T-joint (T)
Corner joint (C)
d, g, j, k
1-
To
_l-,er_a_nc_e_s_ _----j
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = ±O
f=+1/16,-o
+1/4,-0
±1/16
+1/16, -0
+1/8,-0
Spacer
f
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
B-U5b
U
Spacer =
1/8 x R
TC-U5a
U
Spacer =
1/4x R
SMAW
T2
Groove Preparation
Allowed
Welding
Positions
Root Opening
Root Face
Groove
Angle
R = 1/4
f = 0 to 1/8
ex= 45°
All
R = 1/4
f = 0 to 1/8
ex= 45°
All
Gas
Shielding
for FCAW
U
f = 0 to 1/8
R = 3/8
ex= 30°
F,OH
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
98
Notes
c, d, e,
h,j
d, e, g,
h,j, k
d, e, g,
h,j, k
"
'4
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
~ Double-bevel-groove weld (5)
,
Butt joint (B)
Welding
Process
SMAW
GMAW
FCAW
Groove Preparation
Base Metal Thickness 1 - - - - - - - , - - - - - - - - - - - - 1
(U = unlimited)
Tolerances
f - - - - - - , . - - - - 1 Root Opening I - - - - - . . . . . . . - , , - - - - - - - l Allowed
As Fit-Up
Joint
As Detailed
Welding
Root Face
Designation
(see 3.13.1)
(see 3.13.1)
Positions
Groove Angle
B-U5a
U
B-U5-GF
+1/16, -0
+1/16, -0
R = 0 to 1/8
f=Oto 1/8
a=45°
U
+1/16, -1/8
Not limited
p = 0° to 15°
R = 0 to 1/8
f = 0 to 1/8
+1/16, -0
+1/16, -0
+1/16, -1/8
Not limited
a=45°
a+p=
+10°, -00
a+p=
a+
Notes
c, d, e,
All
p+28:
a+ P+2g:
p = 0° to 15°
Gas
Shielding
for FCAW
h,j
All
Not
required
Allowed
Welding
Positions
Gas
Shielding
for FCAW
a, c, d,
h, j
+10°, _5°
Double-bevel-groove weld (5)
T-joint (T)
Corner joint (C)
BACKGOUGE
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
SMAW
TC-U5b
U
U
GMAW
FCAW
R=Oto 1/8
f = 0 to 1/8
TC-U5-GF
U
U
a=45°
SAW
TC-U5-S
U
U
R=O
f = 1/4 max.
As Detailed
(see 3.13.1)
a= 60°
As Fit-Up
(see 3.13.1)
+1/16, -0
+1/16, -0
+10°, -00
+1/16, -1/8
Not limited
+10°, _5°
±O
+0, -3/16
+10°, -00
+1/16, -0
±1/16
+10°, _5°
All
All
Not
required
F
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
99
Notes
d, e,
h,j,
a, d,
h,j,
g,
k
g,
k
d, g, h,
j, k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS 01.1/01.1 M:2008
See Notes on Page 75
Single-U-groove weld (6)
Butt joint (B)
Corner joint (C)
""~-~
r----..
a~
r
a_
r
-L
t
~
BACKGOUGE
A
7
~
'I
fTT
T+"
~
Base Metal Thickness
(U = unlimited)
Joint
Designation
T1
Root Opening
R = 0 to 1/8
R = 0 to 1/8
R=Oto1/8
R=Oto1/8
R=Oto1/8
R=Oto1/8
a= 45°
a = 20°
a=45°
a= 20°
a= 20°
a=20°
-
C-U6
U
U
B-U6-GF
C-U6-GF
U
U
U
Double-U-groove weld (7)
Butt joint (B)
r
f
r
y
r:"? -.-
-.£T1
A
Root
Face
f=
f=
f=
f=
f=
f=
1/8
1/8
1/8
1/8
1/8
1/8
Bevel
Radius
r=
r=
r=
r=
r=
r=
1/4
1/4
1/4
1/4
1/4
1/4
:2:"~
+
f-l
BACKGOUGE
t
T1
T2
Allowed
Welding
Positions
Gas
Shielding
for FCAW
-
All
F,OH
All
F,OH
All
All
Not req.
Not req.
As Detailed
(see 3.13.1)
Notes
d, e,j
d, e, j
d, e, g, j
d, e, g, j
a, d, j
a, d, g, j
As Fit-Up
(see 3.13.1)
f = +0, -1/4
r = +1/4,-0
±1/16
±1/16
,
Base Metal Thickness
(U = unlimited)
Joint
Designation
+1/16, -1/8
+10°, _5°
Not Limited
+1/8, -0
For B-U7 and B-U7-GF
R = +1/16,-0
+1/16, -1/8
a = +10°, _0°
+10°, _5°
f = +1/16,-0
Not Limited
±1/16
r= +1/4,-0
For B-U7-S
R=+O
+1/16,-0
+10°, _5°
a= +10°,-0°
a
Welding
Process
R = +1/16,-0
a = +10°,-0°
f=±1/16
r = +1/8,-0
Tolerances
."..->
J
As Fit-Up
(see 3.13.1)
fTT
T2
U
As Detailed
(see 3.13.1)
T1
Groove Preparation
SMAW
GMAW
FCAW
t
Groove
Angle
B-U6
BACKGOUGE
A
j
T1
-4-R
Welding
Process
Tolerances
Groove Preparation
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
a=45°
a=20°
f = 1/8
f = 1/8
r = 1/4
r = 1/4
All
F,OH
SMAW
B-U7
U
-
R=Oto1/8
R=Oto1/8
GMAW
FCAW
B-U7-GF
U
-
R=Oto 1/8
a=20°
f = 1/8
r = 1/4
All
SAW
B-U7-S
U
-
R=O
a=20°
f = 1/4
max.
r = 1/4
F
Gas
Shielding
for FCAW
Not
required
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
100
Notes
d, e, h, j
d, e, h, j
a, d, j, h
d, h, j
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-J-groove weld (8)
Butt joint (B)
I
Tolerances
~I'
As Detailed
(see 3.13.1)
~
a
1_
r--...
L
Base Metal Thickness
(U = unlimited)
Joint
Designation
T1
T2
SMAW
GMAW
FCAW
B-U8
U
B-U8-GF
U
-
B-U8-S
U
-
SAW
Groove Preparation
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
R = 0 to 1/8
a=45°
f = 1/8
r = 3/8
All
-
c, d, e,j
R = 0 to 1/8
a=30°
f = 1/8
r = 3/8
All
Not req.
a, c, d,j
R=O
a=45°
f = 1/4
max.
r= 3/8
F
Single-J-groove weld (8)
T-joint (T)
Corner joint (C)
~
•• J.
:
:
r-,
v "
: \.
~
;;
r
---.i
J T~~L
~-7
v
l!J1
If t
Base Metal Thickness
(U = unlimited)
SMAW
TC-U8a
T1
U
T2
BACKGOUGE
1/
T1
Joint
Designation
As Detailed
(see 3.13.1)
~_.:l.
j----a
Groove Preparation
Root
Opening
Groove
Angle
-
c, d,j
Tolerances
.,
"
..
Welding
Process
R
BACKGOUGE
h
Welding
Process
B-U8 and B-U8-GF
R = +1/16,-0
+1/16, -1/8
a = +10°,-0°
+10°,-5°
f = +1/8,-0
Not Limited
±1/16
r = +1/4,-0
B-U8-S
R=±O
+1/4, -0
a = +10°, _0°
+10°, _5°
f = +0, -1/8
±1/16
r = +1/4,-0
±1/16
~
r
As Fit-Up
(see 3.13.1)
Root
Face
Bevel
Radius
As Fit-Up
(see 3.13.1)
TC-U8a and TC-U8a-GF
+1/16, -1/8
R = +1/16,-0
+10°, _5°
a = +10°, _0°
Not Limited
f = +1/16,-0
r = +1/4,-0
±1/16
TC-U8a-S
R=±O
+1/4, -0
+10°, _5°
a = +10°,-0°
±1/16
f = +0, -1/8
±1/16
r = +1/4,-0
Allowed
Welding
Positions
Gas
Shielding
for FCAW
R = 0 to 1/8
a = 45°
f = 1/8
r = 3/8
All
-
R = 0 to 1/8
a = 30°
f = 1/8
r = 3/8
F,OH
-
U
GMAW
FCAW
TC-U8a-GF
U
U
R = 0 to 1/8
a=30°
f = 1/8
r = 3/8
All
SAW
TC-U8a-S
U
U
R=O
a=45°
f = 1/4
max.
r= 3/8
F
Not
required
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
101
Notes
d, e, g,
j, k
d, e, g,
j,k
a, d, g,
j,k
d, g, j, k
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Double-J-groove weld (9)
Butt joint (B)
8'1 ~~
--t
ft-
ex~
L -
f-
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
GMAW
FCAW
Joint
Designation
B-U9
B-U9-GF
T1
U
U
T2
-
S2
~ex
~
r
~
Tolerances
R = 0 to 1/8
R=Oto1/8
Double-J-groove weld (9)
T-joint (T)
Corner joint (C)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
ex = +10°, _0°
f = +1/16,-0
r = +1/8,-0
+1/16, -1/8
+10°, _5°
Not Limited
±1/16
r
BACKGOUGE
Groove Preparation
Root
Opening
As Detailed
(see 3.13.1)
Groove
Angle
ex = 45°
ex = 30°
Root
Face
f = 1/8
f = 1/8
Bevel
Radius
r = 3/8
r = 3/8
Allowed
Welding
Positions
Gas
Shielding
for FCAW
All
-
All
Not
required
Notes
c, d, e,
h,j
a, c, d,
h,j
Tolerances
""~-~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +1/16,-0
+1/16, -1/8
ex = +10°, _0°
f = +1/16,-0
r= 1/8,-0
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
TC-U9a
U
U
GMAW
FCAW
TC-U9a-GF
U
U
Groove Preparation
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
R = 0 to 1/8
ex = 45°
f = 1/8
r= 3/8
All
R=Oto1/8
ex = 30°
f = 1/8
r= 3/8
F,OH
R = 0 to 1/8
ex = 30°
f = 1/8
r= 3/8
All
Gas
Shielding
for FCAW
Notes
Not
required
d, e, g,
h, j, k
d, e, g,
h,k
a, d, g,
h, j, k
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Inches)
102
Not Limited
±1/16
AWS 01.1/01.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
•
Square-groove weld (1)
. , Butt joint (B)
Corner joint (C)
B-L1a
ALL DIMENSIONS IN mm
C-L1a
Groove Preparation
Base Metal Thickness
(U == unlimited)
Welding
Process
SMAW
FCAW
GMAW
Joint
Designation
T1
B-L1a
6 max.
C-L1a
6 max.
B-L1a-GF
T2
U
Tolerances
Root Opening
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
R=T1
+2,-0
+6,-2
All
R=T1
+2,-0
+6,-2
All
R=T1
10 max.
+2,-0
+6,-2
All
Gas
Shielding
for FCAW
Notes
e,j
e,j
Not
required
a,j
Square-groove weld (1)
Butt joint (B)
BACKGOUGE
(EXCEPT B-L1-S)
~
ALL DIMENSIONS IN mm
~{1
~~R
Groove Preparation
Base Metal Thickness
(U = unlimited)
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
R= T 1
2
+2,-0
+2,-3
All
-
d, e,j
R=Oto3
+2,-0
+2,-3
All
R=O
R=O
±O
±O
+2,-0
+2,-0
F
F
Welding
Process
Joint
Designation
T1
T2
Root Opening
SMAW
B-L1b
6 max.
-
B-L1b-GF
10 max.
B-L1-S
B-L1a-S
10 max.
16 max.
-
GMAW
FCAW
SAW
SAW
Not
required
-
-
Figure 3.4 (Continued)-Prequalitied C.n: Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
103
a, d,j
j
d,j
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
Square-groove weld (1)
T-joint (T)
Corner joint (C)
"~-~
"'
BACKGOUGE
r- "vr-1~
J
~-7
1/
T
V
T1
-.L
J T,-t~
ALL DIMENSIONS IN mm
Groove Preparation
Base Metal Thickness
(U = unlimited)
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
Allowed
Welding
Positions
T
R=-1
2
+2,-0
+2,-3
All
U
R=Oto3
+2,-0
+2,-3
All
U
R=O
±O
+2,-0
F
Welding
Process
Joint
Designation
T1
T2
Root Opening
SMAW
TC-L1b
6 max.
U
TC-L1-GF
10 max.
TC-L1-S
10 max.
GMAW
FCAW
SAW
Single-V-groove weld (2)
Butt joint (B)
I
II:};f1
d,e,g
Not
required
-
a,d,g
d,g
Base Metal Thickness
(U = unlimited)
T1
~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R =+2,-0
a = +10°,-0°
+6,-2
+10°, _5°
1
...
ALL DIMENSIONS IN mm
Joint
Designation
-
Notes
Tolerances
~
Welding
Process
Gas
Shielding
for FCAW
T2
SMAW
B-U2a
U
-
GMAW
FCAW
B-U2a-GF
U
-
SAW
SAW
B-L2a-S
B-U2-S
50 max.
U
-
-
I--R
Root Opening
Groove Angle
Allowed
Welding
Positions
R=6
R = 10
R = 12
R=5
R = 10
R=6
R=6
R = 16
a= 45°
a=30°
a=20°
a= 30°
a= 30°
a=45°
a= 30°
a=20°
All
F, V,OH
F, V,OH
F, V,OH
F,V,OH
F, V,OH
F
F
Groove Preparation
Gas
Shielding
for FCAW
Required
Not req.
Not req.
-
Figure 3.4 (Continued)-.Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
104
Notes
e,j
e,j
e,j
a,j
a,j
a,j
j
1
AWS D1.1/D1.1M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-V-groove weld (2)
Corner joint (C)
Tolerances
I
I
/"'"
tal
T
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +2,-0
a = +10°,-0°
+6,-2
+10°, _5°
Tl
---.L
ALL DIMENSIONS IN mm
Welding
Process
Joint
Designation
~
T+ R
Base Metal Thickness
(U = unlimited)
T1
T2
SMAW
C-U2c;
U
U
GMAW
FCAW
C-U2a-GF
U
U
SAW
SAW
C-L2a-S
C-U2-S
50 max.
U
U
U
Root Opening
Groove Angle
Allowed
Welding
Positions
R=6
R = 10
R = 12
R=5
R = 10
R=6
R=6
R = 16
a= 45°
a=30°
a= 20°
a= 30°
a=30°
a=45°
a= 30°
a= 20°
All
F, V,OH
F, V,OH
F, V, OH
F,V,OH
F, V,OH
F
F
Groove Preparation
Single-V-groove weld (2)
Butt joint (B)
r--..
/"'"
'Ca~
~t
<?
RJ
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
SMAW
B-U2
U
-
GMAW
FCAW
B-U2-GF
U
-
Over 12
to 25
-
Over 25
to 38
-
Over 38
to 50
-
SAW
B-L2c-S
"'l
L
Gas
Shielding
for FCAW
Required
Not req.
Not req.
-
Notes
e,j
e,j
e,j
1
a,j
a,j
j
j
BACKGOUGE
f
TI T1
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
R=Ot03
f = 0 to 3
a=60°
R=Ot03
f = 0 to 3
a= 60°
R=O
f= 6 max.
a= 60°
R=O
f=12max.
a= 60°
R=O
f = 16 max.
a= 60°
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
+2,-0
+2,-0
+10°, -00
+2,-0
+2,-0
+10°, -00
+2,-3
Not limited
+10°, _5°
+2,-3
Not limited
+10°, _5°
R=±O
f = +O,-f
a = +10°,-0°
+2,-0
±2
+10°, _5°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
All
-
d, e,j
All
Not
required
a, d, j
F
-
d,j
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
105
Notes
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Single-V-groove weld (2)
Corner joint (C)
l\
"~-~
~
/'"
a
'C 2
~-f
'l -TIT,
~
ALL DIMENSIONS IN mm
T211
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T2
T1
SMAW
C-U2
U
U
GMAW
FCAW
C-U2-GF
U
U
SAW
C-U2b-S
U
U
Double-V-groove weld (3)
Butt joint (B)
-
R
Groove Preparation
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R=Oto3
f = 0 to 3
a= 60°
R=Oto3
f = 0 to 3
a= 60°
R=Oto3
f = 6 max.
a= 60°
+2,-0
+2,-0
+10°, _0°
+2,-0
+2,-0
+10°, _0°
±O
+0,-6
+10°, -00
+2,-3
Not limited
+10°, _5°
+2,-3
Not limited
+10°, _5°
+2,-0
±2
+10°, _5°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
-
All
Notes
d, e, g,j
All
Not
required
a, d, g, j
F
-
d, g, j
Tolerances
~BACKGOUGE
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R=±O
f= ±O
+6,-0
+2,-0
+10°, _5°
+2,-0
+3,-0
tav
~11
i- J
fJ
BACKGOUGE
r
l!:~
a=+10°,-o°
Spacer
SAW
SMAW
±O
±O
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
1
T
T2
Groove Preparation
Groove
Angle
Root Opening
Root Face
f = 0 to 3
f = 0 to 3
f = 0 to 3
a= 30°
f = 0 to 6
SMAW
B-U3a
U
Spacer = 1/8 x R
-
R=6
R = 10
R = 12
SAW
B-U3a-S
U
Spacer = 1/4 x R
-
R,. 16
a=45°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
a=20°
-
d, e, h,
j
a= 20°
F
-
d, h, j
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
106
Notes
All
F, V,OH
F, V,OH
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Double-V-groove weld (3)
Butt joint (B)
For B-U3c-S only
""-./
t -7r
/
a
~
SMAW
GMAW
FCAW
B-U3t:>
SAW
L
T1
, ........
I
~R~ lS2
t
T If
T2
T1
B-U3-GF
B-U3c-S
Tolerances
Root Opening
Root Face
Groove Angle
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
+2,-0
+2,-0
+10°, -0°
+2,-3
Not limited
+10°, _5°
U
-
U
-
+2,-0
+2, -0
+6,-0
+6,-0
+10°, _0°
+10°, _5°
a=~=60°
To find S1 see table above: S2 = T1 - (S1 + f)
R=O
f= 6 min.
....r
t
;"\
-
1
RJ
~
ALL DIMENSIONS IN mm
Welding
Process
Joint
Designation
SMAW
T1
Base Metal Thickness
(U = unlimited)
T1
T2
B-U4a
U
-
GMAW
FCAW
B-U4a-GF
U
-
SAW
B-U4a-S
U
-
35
45
55
60
70
80
95
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
All
-
d, e, h, j
All
Not
required
a, d, h, j
F
-
d, h, j
Tolerances
a
I
S1
to
60
80
90
100
120
140
160
Groove Preparation
R=Ot03
f = 0 to 3
a= ~ = 60°
Single-bevel-groove weld (4)
Butt joint (B)
T1
Over
50
60
80
90
100
120
140
ForT1 > 1600rT1 :550
S1 = 2/3 (T1 - 6)
~
Base Metal Thickness
(U = unlimited)
Joint
Designation
S1
I
ALL DIMENSIONS IN mm
Welding
Process
BACKGOUGE
~
~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +2,-0
a = +10°,-0°
+6,-2
+10°, -5°
I
Groove Preparation
Root Opening
Groove Angle
R=6
R = 10
R=5
R=6
R = 10
R = 10
R=6
a=45°
a= 30°
a= 30°
a=45°
a=30°
a= 30°
a= 45°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
All
All
All
All
F, H
-
F
Required
Not req.
Not req.
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
107
Notes
c,
c,
a,
a,
a,
e, j
e, j
c, j
c,j
c,j
c, j
AWS D1.1/D1.1M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-bevel-groove weld (4)
T-joint (T)
Corner joint (C)
A
Tolerances
1--------.---1 ~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R=+2,-0
ex = +10°, _0°
+6,-2
+10°, _5°
R
ALL DIMENSIONS IN mm
Welding
Process
Joint
Designation
Base Metal Thickness
(U = unlimited)
T1
Groove Preparation
T2
SMAW
TC-U4a
U
U
GMAW
FCAW
TC-U4a-GF
U
U
SAW
TC-U4a-S
U
U
Single-bevel-groove weld (4)
Butt joint (B)
1
Root Opening
Groove Angle
R=6
R = 10
R=5
R = 10
R=6
R = 10
R=6
ex = 45°
ex=30°
ex= 30°
ex=30°
ex = 45°
ex= 30°
ex=45°
Allowed
Welding
Positions
All
F, V, OH
All
F
All
Gas
Shielding
for FCAW
Required
Not req.
Not req.
F
Notes
e,
e,
a,
a,
a,
g, j,
g, j,
g,j,
g, j,
g,j,
k
k
k
k
k
g,j, k
--f
/\ex
U
L
Rr
~
ALL DIMENSIONS IN mm
T1
SMAW
GMAW
FCAW
SAW
Joint
Designation
T1
T2
~
BACKGOUGE
Groove Preparation
Base Metal Thickness
(U = unlimited)
Welding
Process
f'\
l.-
Tolerances
Root Opening
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
B-U4b
U
B-U4b-GF
U
-
R=Oto3
f = 0 to 3
ex = 45°
+2,-0
+2,-0
+10°, -00
+2,-3
Not limited
10°, _5°
B-U4b-S
U
-
R=O
f = 6 max.
ex= 60°
±O
+0,-3
+10°, -00
+6,-0
±2
10°, _5°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
All
-
c, d, e, j
All
Not
required
a, c, d, j
F
-
c, d, j
Figure 3.4 (Continued)-Prequalified eJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
108
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
Single-bevel-groove weld (4)
T-joint (T)
Corner joint (C)
.",
~-~
BACKGOUGE
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
SMAW
TC-U4b
U
U
GMAW
FCAW
TC-U4b-GF
U
U
SAW
TC-U4b-S
U
U
Groove Preparation
Root Opening
Root Face
Groove Angle
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R=Oto3
f = 0 to 3
a=45°
+2,-0
+2,-0
+10°, _0°
+2,-3
Not limited
10°, _5°
R=O
f=6 max.
a= 60°
±O
+0,-3
+10°, -00
+6,-0
±2
10°, _5°
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
Not
required
d, e, g,
j, k
a, d, g,
j, k
All
All
d, g, j, k
F
Double-bevel-groove weld (5)
Butt joint (B)
T-joint (T)
Corner joint (C)
Tolerances
~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R=±O
f=+2,-o
+6,-0
±2
+2,-0
+3,-0
Spacer
a
1.-.. ,.~
~
\-=1
f
T,
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
B-U5b
U
Spacer = 1/8 x R
TC-U5a
U
Spacer = 1/4 x R
SMAW
T2
Groove Preparation
Root Opening
Root Face
Groove
Angle
Allowed
Welding
Positions
R=6
f= 0 to 3
a=45°
All
R=6
f = 0 to 3
a=45°
All
R = 10
f = 0 to 3
a= 30°
F,OH
Gas
Shielding
for FCAW
U
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
109
Notes
c, d, e,
h,j
d, e, g,
h, j, k
d, e, g,
h,j, k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
See Notes on Page 75
Double-bevel-groove weld (5)
Butt joint (B)
ALL DIMENSIONS IN mm
Welding
Process
SMAW
Groove Preparation
Base Metal Thickness 1 - - - - - - - , - - - - - - - - - - - - 1
(U = unlimited)
Tolerances
1 - - - - - - , . . . - - - - 1 Root Opening I - - - - - - - - - , r - - - - - - - i Allowed
As Detailed
As Fit-Up
Joint
Root Face
Welding
Designation
Groove Angle
(see 3.13.1)
(see 3.13.1)
Positions
B-U5a
U
R=Oto3
f = 0 to 3
+2,-0
+2,-0
+2,-3
Not limited
a= 45°
a+~=
a+~=
+10°, _0°
+2,-0
+2,-0
+10°, _5°
+2,-3
Not limited
a+~=
a+~=
+10°, _0°
+10°, _5°
~=00to15°
GMAW
FCAW
B-U5-GF
R=Oto3
f = 0 to 3
a=45°
~ = 0° to 15°
U
Double-bevel-groove weld (5)
T-joint (T)
Corner joint (C)
Gas
Shielding
for FCAW
Notes
c, d, e,
All
h, j
All
Not
required
Allowed
Welding
Positions
Gas
Shielding
for FCAW
a, c, d,
h,j
"~-~
"
BACKGOUGE
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
T1
T2
Groove Preparation
Root Opening
Root Face
Groove Angle
SMAW
TC-U5b
U
U
GMAW
FCAW
R=Oto3
f = 0 to 3
TC-U5-GF
U
U
a= 45°
SAW
TC-U5-S
U
U
R=O
f=6 max.
Tolerances
As Detailed
(see 3.13.1)
a= 60°
As Fit-Up
(see 3.13.1)
+2,-0
+2,-0
+10°, -00
+2,-3
Not limited
+10°, _5°
±O
+0,-5
+10°, _0°
+2,-0
±2
+10°, _5°
All
All
Not
required
F
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
110
Notes
d, e,
h, j,
a, d,
h,j,
g,
k
g,
k
d, g, h,
j, k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
See Notes on Page 75
Single-U-groove weld (6)
Butt joint (B)
Corner joint (C)
~-~
~
o:~
r
~
BACKGOUGE
A
7
Tolerances
.,
"
7
r
~
+ T1
"'l
fTT
BACKGOUGE
A
0: ___
~
+ T1
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +2,-0
0:=+10°,-0°
f=±2
r=+3,-0
+2,-3
+10°, _5°
Not Limited
+3,-0
fTT
R
~ T:+
--n.-R
ALL DIMENSIONS IN mm
,
Welding
Process
Base Metal Thickness
(U = unlimited)
Joint
Designation
T1
Groove Preparation
T2
Root Opening
Groove
Angle
R=Oto3
R=Oto3
R=Oto3
R=Oto3
R=Oto3
R=Oto3
0: = 45°
0: = 20°
0: = 45°
0: = 20°
0: = 20°
0: = 20°
B-U6
U
-
C-U6
U
U
B-U6-GF
C-U6-GF
U
U
-
SMAW
GMAW
FCAW
U
Double-U-groove weld (7)
Butt joint (B)
r
'5\"]
r
.-L
-.'•
..-
?
l:R:\
T1
f.J
y
A
Root
Face
Bevel
Radius
Allowed
Welding
Positions
Gas
Shielding
for FCAW
f=3
f=3
f=3
f=3
f=3
f=3
r=6
r= 6
r=6
r=6
r= 6
r= 6
All
F,OH
All
F,OH
All
All
-
BACKGOUGE
As Fit-Up
(see 3.13.1)
As Detailed
(see 3.13.1)
For B-U7 and B-U7-GF
+2,-3
R = +2,-0
+10°, _5°
0: = +10°,-0°
Not Limited
f = ±2,-o
±2
r = +6,-0
For B-U7-S
R=+O
+2,-0
0:
ALL DIMENSIONS IN mm
Groove Preparation
0: = +10°,-0°
+10°, _5°
f = +0,-6
r = +6,-0
±2
±2
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
Gas
Shielding
for FCAW
Notes
-
R=Oto3
R=Oto3
0: = 45°
0: = 20°
f=3
f=3
r=6
r=6
All
F, OH
-
d, e, h, j
d, e, h,j
-
R=Oto3
. 0: = 20°
f=3
r=6
All
Not
required
a, d, h,j
f=6 max.
r=6
F
-
d, h,j
Welding
Process
Joint
Designation
T1
T2
SMAW
B-U7
U
B-U7-GF
U
B-U7-S
U
GMAW
FCAW
SAW
d, e,j
d, e, j
d, e, g, j
d, e, g,j
a, d,j
a, d, g,j
Tolerances
t
Base Metal Thickness
(U = unlimited)
Not req.
Not req.
Notes
R=O
0: = 20°
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
111
AWS 01.1/01.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
F
l
/";
Single-J-groove weld (8)
Butt joint (B)
Tolerances
As Detailed
(see 3.13.1)
T1
--
f
a
1_
--*-
r
r---..
Base Metal Thickness
(U = unlimited)
Groove Preparation
T2
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
-
R=Oto3
a= 45°
f=3
r = 10
All
U
-
R=Oto3
a= 30°
f= 3
r=10
All
U
-
R=O
a=45°
f=6
max.
r = 10
F
Joint
Designation
T1
SMAW
GMAW
FCAW
B-U8
U
B-U8-GF
B-U8-S
Single-J-groove weld (8)
T-joint (T)
Corner joint (C)
..: " ....v ,
j--a
!-.
:
';;
r
:'io
~
h
--l
v
T1
T;L
j
Welding
Process
Joint
Designation
T1
T2
SMAW
TC-U8a
U
U
BACKGOUGE
~.
If t
Base Metal Thickness
(U = unlimited)
-
Groove Preparation
-
a, c, d, j
c, d, j
As Fit-Up
(see 3.13.1)
TC-U8a and TC-U8a-GF
R = +2,-0
+2,-3
+10°, _5°
a=+10°,-0°
f = +2,-0
Not Limited
r = +6,-0
±1/16
TC-U8a-S
R=±O
+6,-0
a = +10°, _0°
+10°, _5°
f = +0,-3
±2
r = +6,-0
±2
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
Gas
Shielding
for FCAW
R=Oto3
a=45°
f=3
r=10
All
-
R=Oto3
a=45°
f=3
r = 10
F,OH
-
GMAW
FCAW
TC-U8a-GF
U
U
R=Oto3
a =45°
f= 3
r = 10 •
All
SAW
TC-U8a-S
U
U
R=O
a=45°
f=6
max.
r = 10
F
Not
required
-
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
112
Notes
c, d, e, j
Not req.
As Detailed
(see 3.13.1)
~-7
1/
Gas
Shielding
for FCAW
Tolerances
"I'
~-~
"
ALL DIMENSIONS IN mm
B-U8 and B-U8-GF
+2,-3
R = +2,-0
+10°, _5°
a = +10°, _0°
f = +3,-0
Not Limited
r = +6,-0
±1/16
B-U8-S
R=±O
+3,-0
a = +10°, _0°
+10°, _5°
f = +0, -1/8
±2
r = +6,-0
±2
Root
Opening
Welding
Process
SAW
BACKGOUGE
h
ALL DIMENSIONS IN mm
lR
As Fit-Up
(see 3.13.1)
Notes
d, e, g,
j, k
d, e, g,
j, k
a, d, g,
j, k
d, g,j, k
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
See Notes on Page 75
•
II'
Double-J-groove weld (9)
Butt joint (B)
Tolerances
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R = +2,-0
a= +10°, _0°
f = +2,-0
r = +3,-0
+2,-3
Not Limited
±2
BACKGOUGE
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
Joint
Designation
SMAW
B-U9
GMAW
FCAW
B-U9-GF
Groove Preparation
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
Gas
Shielding
for FCAW
U
R=Ot03
a = 45°
f= 3
r = 10
All
-
U
R = 0 to 3
a= 30°
f=3
r=10
All
Not
required
Double-J-groove weld (9)
T-joint (T)
Corner joint (C)
Notes
c, d, e,
h, j
a, c, d,
h, j
Tolerances
.,
'"
~-~
As Detailed
(see 3.13.1)
As Fit-Up
(see 3.13.1)
R =+2,-0
+2,-3
f = +2,-0
r = 3,-0
Not Limited
±2
ALL DIMENSIONS IN mm
Base Metal Thickness
(U = unlimited)
Welding
Process
SMAW
GMAW
FCAW
Joint
Designation
TC-U9a
TC-U9a-GF
T1
U
U
T2
Groove Preparation
Root
Opening
Groove
Angle
Root
Face
Bevel
Radius
Allowed
Welding
Positions
R=Ot03
a=45°
f= 3
r = 10
All
R=Ot03
a=30°
f= 3
r=10
F,OH
R=Ot03
a=30°
f=3
r = 10
All
Gas
Shielding
for FCAW
U
U
Not
required
Figure 3.4 (Continued)-Prequalified CJP Groove Welded Joint Details
(see 3.13) (Dimensions in Millimeters)
113
Notes
d, e,
h, j,
d, e,
h, j,
a, d,
h, j,
g,
k
g,
k
g,
k
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
HEEL ZONE
TOE ZONE
TRANSITION
ZONE
(A) CIRCULAR CONNECTION
MITER CUT FOR
'¥ < 60 0
TOE OF
WELD
BEVEL
CORNER
TRANSITION
PLAN SECTION
(B) STEPPED BOX CONNECTION
TOE ZONE
HEEL ZONE
CORNER
TRANSITION
CORNER
TRANSITION
<t -,--TOE OF
WELD
MITER CUT
BRANCH END
ADDITIONAL BEVEL
(C) MATCHED BOX CONNECTION
Figure 3.5-Prequalified Joint Details for PJP T·, Y·, and K-Tubular Connections (see 3.12.4)
114
G
AWS 01.1/01.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
1.5t MIN.
THIS LINE
TANGENT
ATW.P.
THIS LINE
TANGENT
ATW.P.
1.5t MIN.
TRANSITION B
TRANSITION A
THIS LINE
TANGENT
AT w.P.
TRANSITION OR HEEL
SKETCH FOR ANGULAR
DEFINITION
150° 2': 'P 2': 30°
90° > cjl2': 30°
HEEL
Figure 3.5 (Continued)-Prequalified Joint Details for PJP T·, Y·, and
K·Tubular Connections (see 3.12.4)
115
AWS D1.1/D1.1 M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
'I' = 150°-1 05°
'I' = 105°-90°
'I' = 90°-75°
TOE
TOE OR HEEL
SIDE OR HEEL
CORNER DIMENSION
C ~ t b + 1/8 in [3 mm]
AND r ~ 2tb OR ROOT
OPENING ~ 1/16 in [2 mm]
OR SEE 3.12.4.1
r = RADIUS
1.5 tb MIN. OR AS
REQUIRED TO FLUSH
OUT (WHICHEVER
IS LESS)
THIS LINE
TANGENT
ATWP.
TOE CORNER
SIDE MATCHED
Notes:
1. t = thickness of thinner section.
2. Bevel to feather edge except in transition and heel zones.
3. Root opening: 0 in to 3/16 in [5 mm].
4. Not prequalified for under 30°.
5. Weld size (effective throat) tw ~ t; Z Loss Dimensions shown in Table 2.g.
6. Calculations per 2.24.1.3 shall be done for leg length less than 1.5t, as shown.
7. For Box Section, joint preparation for corner transitions shall provide a smooth transition from one detail to another. Welding shall be
carried continuously around corners, with corners fully built up and all weld starts and stops within flat faces.
8. See Annex K for definition of local dihedral angle, '1'.
9. WP. = work point.
Figure 3.5 (Continued)-Prequalified Joint Details for PJP T-, Y-, and
K-Tubular Connections (see 3.12.4)
116
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
HEEL
DETAIL B, C, OR D
FIGURE 3.8
DEPENDING ON '¥
(SEE TABLE 3.5)
TOE
DETAIL A OR B
FIGURE 3.8
CORNER
TRANSITION
CORNER
TRANSITION
SIDE
DETAIL B FIGURE 3.8
STEPPED BOX CONNECTION
ROOT FACE
-I I- 0 TO 0.10 in
[2.5 mm]
HEEL
DETAIL B, C, OR D
FIGURE 3.8
DEPENDING ON '¥
(SEE TABLE 3.5)
TOE
DETAILAOR B
FIGURE 3.8
CORNER
TRANSITION
CORNER
TRANSITION
SIDE
DETAIL B FIGURE 3.8
(SEE ALTERNATE DETAIL B FOR
MATCHED BOX CONNECTIONS)
POINT OF
TANGENCY
IN LINE WITH
INSIDE
OF BRANCH
TUBE
ALTERNATE DETAIL B
(FOR MATCHED BOX SECTIONS)
MATCHED BOX CONNECTION
Notes:
1. Details A, B, C, D as shown in Figure 3.8 and all notes from Table 3.6 apply.
2. Joint preparation for corner welds shall provide a smooth transition from one detail to another. Welding shall be carried continuously
around corners, with corners fully built up and all arc starts and stops within flat faces.
3. References to Figure 3.8 include Figures 3.9 and 3.10 as appropriate to thickness (see 2.20.6.7).
Figure 3.6-Prequalified Joint Details for CJP T-, Y-, and K-Tubular Connections (see 3.13.4)
117
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
AREA FOR
DETAIL C
ORD
MAIN MEMBER
Figure 3.7-Definitions and Detailed
Selections for Prequalified CJP T-, Y-,
and K- Tubular Connections
(see 3.13.4 and Table 3.5)
118
CLAUSE 3. PREOUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
ROOT FACE
0-1/16 in [2 mm]
BUILD UP AS
REOUIREDTO
MAINTAIN t w
F VARIES FROM
OTO tb/2 AS
'¥ VARIES FROM
135° TO 90°
F
'¥ = 150°-90°
DETAIL B
DETAIL A
BACK UPWELD
F = tb/2
BACK UP WELD
BACK UP WELD
F = tb/2
F = tb/2
TRANSITION
FROM CTO 0
DETAIL 0
'¥ = 75°-30°
DETAILC
Notes:
1. See Table 3.6 for dimensions t w' L, R, W, 0>, $.
2. Minimum standard flat weld profile shall be as shown by solid line.
3. A concave profile, as shown by dashed lines, shall also be applicable.
4. Convexity, overlap, etc. shall be subject to the limitations of 5.24.
5. Branch member thickness, t b , shall be subject to limitations of 2.20.6.7.
Figure 3.8-Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and
K-Connections-Standard Flat Profiles for Limited Thickness (see 3.13.4)
119
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1M:2008
ROOT FACE
0-1/16 in. [2 mm]
BUILD UP AS
REQUIRED TO
MAINTAIN tw
t
R
DETAIL A
DETAIL B
BACK UP
WELD
INSIDE BEVEL
OPTIONAL
F
t
T
tw
F
BACK UP
WELD
T
tw
t _
F
w
'P = 75°-30°
'P= 45°-30°
'P = 40°-15°
DETAIL C
TRANSITION
FROM CTO D
DETAIL D
F
Notes:
1. Sketches illustrate alternate standard profiles with toe fillet.
2. See 2.20.6.7 for applicable range of thickness tb .
3. Minimum fillet weld size, F = tJ2, shall also be subject to limits of Table 5.8.
4. See Table 3.6 for dimensions t w ' L, R, W, 0), <\>.
5. Convexity and overlap shall be subject to the limitations of 5.24.
6. Concave profiles, as shown by dashed lines shall also be acceptable.
Figure 3.9-Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and
K-Connections-Profile with Toe Fillet for Intermediate Thickness (see 3.13.4)
120
CLAUSE 3. PREQUALIFICATION OF WPSs
AWS D1.1/D1.1 M:2008
MIN
RADIUS
tb/2
BUILD UP AS
REQUIRED TO
MAINTAIN tW7
~
0):Jf
<I>
tb
MIN
RADIUS
tb/2
'P
ROOT FACE
0-1/16 in
[2 mm]
~--~~
t
T
R
DETAIL B
DETAIL A
INSIDE BEVEL
OPTIONAL FOR
'P < 45°
•
•
MIN.
RADIUS
tb/2
BACK UP
WELD MADE
FROM
OUTSIDE
BACK UP
WELD MADE
FROM
OUTSIDE
BACK UP
WELD MADE
FROM
OUTSIDE
MIN.
RADIUS \2
tb/
/
I
~
<I>
AND 'P
~-+
tw
tw
tw
THEORETICAL
WELD
THEORETICAL
WELD.
THEORETICAL
WELD
'P = 75°-30°
'P = 45°-30°
'P = 40°-15°
DETAIL C
TRANSITION
FROM CTO D
DETAIL D
Notes:
1. Illustrating improved weld profiles for 2.20.6.6(1) as welded and 2.20.6.6(2) fully ground.
2. For heavy sections or fatigue critical applications as indicated in 2.20.6.7.
3. See Table 3.6 for dimensions tb, L, R, W, ro, <1>.
Figure 3.10-Prequalified Joint Details for CJP Groove Welds in Tubular T-, Y-, and
K-Connections-Concave Improved Profile for Heavy Sections or Fatigue (see 3.13.4)
121
AWS D1.1/D1.1M:2008
CLAUSE 3. PREQUALIFICATION OF WPSs
(B)
(A)
(0)
(See Note b)
a Detail (D). Apply Z loss dimension of Table 2.2 to determine effective throat.
b Detail
(D) shall not be prequalified for under 30°. For welder qualifications, see Table 4.10.
Notes:
1. (En)' (E'n) = Effective throats dependent on magnitude of root opening (R n) (see 5.22.1). (n) represents 1 through 5.
2. t = thickness of thinner part
3. Not prequalified for GMAW-S or GTAW.
Figure 3.11-Prequalified Skewed T-Joint Details (Nontubular) (see 3.9.3)
122
AWS D1.1/D1.1M:2008
4. Qualification
4.0 Scope
this code to qualify the WPS. Properly documented
WPSs qualified under the provisions of this code by a
company that later has a name change due to voluntary
action or consolidation with a parent company may utilize the new name on its WPS documents while maintaining the supporting PQR qualification records with the
old company name.
The requirements 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 WPS and welding personnel
performance requirements.
4.1.1.2 WPS Qualification to Other Standards.
The acceptability of qualification to other standards is
the Engineer's responsibility, to be exercised based upon
the specific structure, or service conditions, or both.
AWS B2.1-X-XXX Series on Standard Welding Procedure Specifications may, in this manner, be accepted for
use in this code.
Part B-Welding Procedure Specification (WPS).
This part covers the qualification of a WPS that is not
classified as prequalified in conformance with Clause 3.
~ Part C-Performance Qualification. This part covers
, the performance qualification tests required by the code
to determine a welder's, welding operator's, or tack
welder's ability to produce sound welds.
4.1.1.3 CVN Test Requirements. When required by
contract documents, CVN tests shall be included in the
WPS qualification. The CVN tests, requirements, and
procedure shall be in conformance with the provisions of
Part D of this section, or as specified in the contract
documents.
Part D-Requirements for CVN Testing. This part
covers general requirements and procedures for CVN
testing when specified by the contract document.
4.1.2 Performance Qualification of Welding Personnel. Welders, welding operators and tack welders to be
employed under this code, and using the shielded arc
welding SMAW, SAW, GMAW, GTAW, FCAW, ESW,
or EGW processes, shall have been qualified by the applicable tests as described in Part C of this section (see
Commentary).
Part A
General Requirements
4.1 General
The requirements for qualification testing of WPSs and
welding personnel (defined as welders, welding operators, and tack welders) are described in this section.
4.1.2.1 Previous Performance Qualification. Previous performance qualification tests of welders, welding
operators, and tack welders that are properly documented
are acceptable with the approval of the Engineer. The acceptability of performance qualification to other standards is the Engineer's responsibility, to be exercised
based upon the specific structure, or service conditions,
or both.
4.1.1 Welding Procedure Specification (WPS). Except for prequalified WPSs in conformance with Clause
3, a WPS'for use in production welding shall be qualified
in conformance with Clause 4, Part B. Properly documented evidence of previous WPS qualification may be
~ used.
,
4.1.2.2 Qualification Responsibility. Each manufacturer or Contractor shall be responsible for the qualification of welders, welding operators and tack welders,
4.1.1.1 Qualification Responsibility. Each manufacturer or Contractor shall conduct the tests required by
123
CLAUSE 4. QUALIFICATION
PARTSA&B
AWS 01.1/01.1 M:2008
PartB
Welding Procedure Specification (WPS)4
whether the qualification is conducted by the manufacturer, Contractor, or an independent testing agency.
4.1.3 Period of Effectiveness
4.1.3.1 Welders and Welding Operators. The
welder's or welding operator's qualification as specified
in this code shall be considered as remaining in effect
indefinitely unless (1) the welder is not engaged in a
given process of welding for which the welder or welding
operator is qualified for a period exceeding six months or
unless (2) there is some specific reason to question a
welder's or welding operator's ability (see 4.32.1).
4.3 Production Welding Positions
Qualified
4.1.3.2 Tack Welders. A tack welder who passes the
test described in Part C or those tests required for welder
qualification shall be considered eligible to perform tack
welding indefinitely in the positions and with the process
for which the tack welder is qualified unless there is
some specific reason to question the tack welder's ability
(see 4.32.2).
The type and number of qualification tests required to
qualify a WPS for a given thickness, diameter, or both,
shall conform to Table 4.2 (CJP), Table 4.3 (PJP) or
Table 4.4 (fillet). Details on the individual NDT and mechanical test requirements are found in the following
subclauses:
The production welding positions qualified by a WPS
shall conform to the requirements of Table 4.1.
4.4 Type of Qualification Tests
(1) Visual Inspection (see 4.8.1)
(2) NDT (see 4.8.2)
4.2 Common Requirements for
WPS and Welding Personnel
Performance Qualification
(3) Face, root and side bend (see 4.8.3.1)
(4) Reduced Section Tension (see 4.8.3.4)
(5) All-Weld-Metal Tension (see 4.8.3.6)
4.2.1 Qualification to Earlier Editions. Qualifications
which were performed to and met the requirements of
earlier editions of AWS D1.1 or AWS D 1.0 or AWS
D2.0 while those editions were in effect are valid and
may be used. The use of earlier editions shall be prohibited for new qualifications in lieu of the current editions,
unless the specific early edition is specified in the contract documents.
(6) Macroetch (see 4.8.4)
4.5 Weld Types for WPS Qualification
For the purpose of WPS qualification, weld types shall
be classified as follows:
(1) CJP groove welds for Nontubular Connections
(see 4.9)
4.2.2 Aging. When allowed by the filler metal specification applicable to weld metal being tested, fully welded
qualification test specimens may be aged at 200°F to
220°F [95°C to 105°C] for 48 ± 2 hours.
(2) PJP groove welds for Nontubular Connections
(see 4.10)
4.2.3 Records. Records of the test results shall be kept
by the manufacturer or Contractor and shall be made
available to those authorized to examine them.
(3) Fillet Welds for Tubular and Nontubular Connections (see 4.11)
(4) CJP groove welds for Tubular Connections (see
4.12)
4.2.4 Positions of Welds. All welds shall be classified
as flat (F), horizontal (H), vertical (V), and overhead
(OH), in conformance with the definitions shown in Figures 4.1 and 4.2.
(5) PJP groove welds for Tubular T-, Y-, and Kconnections and Butt Joints (see 4.13)
(6) Plug and Slot welds for Tubular and Nontubular
Connections (see 4.14)
Test assembly positions are shown in:
(1) Figure 4.3 (groove welds in plate)
(2) Figure 4.4 (groove welds in pipe or tubing)
4.6 Preparation of WPS
(3) Figure 4.5 (fillet welds in plate)
6nr
The manufacturer or Contractor shall prepare a written.,i
WPS that specifies all of the applicable essential vari-
(4) Figure 4.6 (fillet welds in pipe or tubing)
124
AWS D1.1/D1.1M:2008
•
II'
PARTB
abIes referenced in 4.7. The specific values for these
WPS variables shall be obtained,~ from the procedure
qualification record (PQR), which shall serve as written
confirmation of a successful WPS qualification.
4.8 Methods of Testing and
Acceptance Criteria for WPS
Qualification
4.7 Essential Variables
The welded test assemblies conforming to 4.8.2 shall
have test specimens prepared by cutting the test plate,
pipe, or tubing as shown in Figures 4.7 through 4.11,
whichever is applicable. The test specimens shall be prepared for testing in conformance with Figures 4.12, 4.13,
4.14, and 4.18, as applicable.
4.7.1 SMAW, SAW, GMAW, GTAW, and FCAW.
Changes beyond the limitations of PQR essential variables for the SMAW, SAW, GMAW, GTAW, and
FCAW processes shown in Table 4.5 and Table 4.6
(when CVN testing is specified) shall require requalification of the WPS (see 4.1.1.3).
4.8.1 Visual Inspection of Welds. The visual acceptable
qualification for qualification of groove and fillet welds
(excluding weld tabs) shall conform to the following requirements, as applicable:
4.7.2 ESW and EGW. See Table 4.7 for the PQR
essential variable changes requiring WPS requalification
for the EGW and ESW processes.
4.8.1.1 Visual Inspection of Groove Welds. Groove
welds shall meet the following requirements:
(1) Any crack shall be unacceptable, regardless of
size.
4.7.3 Base-Metal Qualification. WPSs requiring qualification that use base metals listed in Table 3.1 shall
qualify other base metal groups in conformance with
Table 4.8. WPSs for base metals not listed in Table 3.1 or
Table 4.9 shall be qualified in conformance with Clause
4. The use of unlisted base metals shall be approved by
the Engineer.
(2) All craters shall be filled to the full cross section
of the weld.
(3) Weld reinforcement shall not exceed 1/8 in
[3 mm]. The weld profile shall conform to Figure 5.4
and shall have complete fusion.
~ WPSs with steels listed in Table 4.9 shall also qualify
(4) Undercut shall not exceed 1/32 in [1 mm].
Table 3.1 or Table 4.9 steels in conformance with Table
4.8. Table 4.9 contains recommendations for matching
strength filler metal and minimum preheat and interpass
temperatures for ASTM A 514, A 517, A 709 Grades 100
and 100W, ASTM A 710 Grade A (Class 1 and 3) steels,
and ASTM A 871 Grades 60 and 65.
(5) The weld root for CJP grooves shall be inspected,
and shall not have any cracks, incomplete fusion, or inadequate joint penetration.
(6) For CJP grooves welded from one side without
backing, root concavity or melt through shall conform to
the following:
4.7.4 Preheat and Interpass Temperature. The minimum preheat and interpass temperature should be established on the basis of steel composition as shown in
Table 3.1. Alternatively, recognized methods of prediction or guidelines such as those provided in Annex I, or
other methods may be used. Preheat and interpass temperatures lower than required per Table 3.2 or calculated
per Annex I may be used provided they are approved by
the Engineer and qualified by WPS testing.
•
•
CLAUSE 4. QUALIFICATION
(a) The maximum root concavity shall be 1/16 in
[2 mm], provided the total weld thickness is equal to or
greater than that of the base metal.
(b) The maximum melt-through shall be 1/8 in
[3 mm] except for tubular T-, Y-, and K-connections,
where melt through is not limited.
4.8.1.2 Visual Inspection of Fillet Welds. Fillet
welds shall meet the following requirements:
The methods of Annex I are based on laboratory cracking tests and may predict preheat temperatures higher
than the minimum temperature shown in Table 3.2.
Annex I may be of value in identifying situations where
the risk of cracking is increased due to composition, restraint, hydrogen level or lower welding heat input where
higher preheat may be warranted. Alternatively, Annex I
may assist in defining conditions under which hydrogen
cracking is unlikely and where the minimum requirements of Table 3.2 may be safely relaxed.
(1) Any crack shall be unacceptable, regardless of
size.
(2) All craters shall be filled to the full cross section
of the weld.
(3) The fillet weld leg sizes shall not be less than the
required leg sizes.
(4) The weld profile shall meet the requirements of
Figure 5.4.
125
CLAUSE 4. QUALIFICATION
PARTB
(5) Base metal undercut shall not exceed 1/32 in
AWS 01.1/01.1 M:2008
is applicable. The test specimens for the longitudinal bend •
test shall be prepared for testing as shown in Figure 4.12. . .
[1 mm].
4.8.3.3 Acceptance Criteria for Bend Tests. The
convex surface of the bend test specimen shall be
visually examined for surface discontinuities. For acceptance, the surface shall contain no discontinuities exceeding the following dimensions:
4.8.2 NDT. Before preparing mechanical test specimens, the qualification test plate, pipe, or tubing shall be
nondestructively tested for soundness as follows:
4.8.2.1 RT or UT. Either RT or UT shall be used.
The entire length of the weld in test plates, except the
discard lengths at each end, shall be examined in conformance with Clause 6, Part E or F. For tubulars, the
full circumference of the completed weld shall be examined in conformance with Clause 6, Part C.
(1) 1/8 in [3 mm] measured in any direction on the
surface
(2) 3/8 in [10 mm]-the sum of the greatest dimensions of all discontinuities exceeding 1/32 in [l mm], but
less than or equal to 1/8 in [3 mm]
4.8.2.2 RT or UT Acceptance Criteria. For acceptable qualification, the weld, as revealed by RT or UT,
shall conform to the requirements of Clause 6, Part C.
(3) 1/4 in [6 mm]-the maximum comer crack,
except when that comer crack results from visible slag
inclusion or other fusion type discontinuity, then the
1/8 in [3 mm] maximum shall apply
4.8.3 Mechanical Testing. Mechanical testing shall be
as follows:
Specimens with comer cracks exceeding 1/4 in [6 mm]
with no evidence of slag inclusions or other fusion type
discontinuity shall be disregarded, and a replacement test
specimen from the original weldment shall be tested.
4.8.3.1 Root, Face, and Side Bend Specimens (see
Figure 4.12 for root and face bends, Figure 4.13 for side
bends). Each specimen shall be bent in a bend test jig
that meets the requirements shown in Figures 4.15
through 4.17 or is substantially in conformance with
those figures, provided the maximum bend radius is not
exceeded. Any convenient means may be used to move
the plunger member with relation to the die member.
4.8.3.4 Reduced-Section Tension Specimens (see
Figure 4.14). Before testing, the least width and corresponding thickness of the reduced section shall be measured. The specimen shall be ruptured under tensile load, ~.•
and the maximum load shall be determined. The cross- •
sectional area shall be obtained by multiplying the width
by the thickness. The tensile strength shall be obtained by
dividing the maximum load by the cross-sectional area.
The specimen shall be placed on the die member of the
jig with the weld at midspan. Face bend specimens shall
be placed with the face of the weld directed toward the
gap. Root bend and fillet weld soundness specimens
shall be placed with the root of the weld directed toward
the gap. Side bend specimens shall be placed with that
side showing the greater discontinuity, if any, directed
toward the gap.
4.8.3.5 Acceptance Criteria for Reduced-Section
Tension Test. The tensile strength shall be no less than
the minimum of the specified tensile range of the base
metal used.
The plunger shall force the specimen into the die until
the specimen becomes U-shaped. The weld and HAZs
shall be centered and completely within the bent portion
of the specimen after testing. When using the wraparound jig, the specimen shall be firmly clamped on one
end so that there is no sliding of the specimen during the
bending operation. The weld and HAZs shall be completely in the bent portion of the specimen after testing.
Test specimens shall be removed from the jig when the
outer roll has been moved 180 0 from the starting point.
4.8.3.6 All-Weld-Metal Tension Specimen (see
Figure 4.18). The test specimen shall be tested in conformance with ASTM A 370, Mechanical Testing of
Steel Products.
..
4.8.4 Macroetch Test. The weld test specimens shall be
prepared with a finish suitable for macroetch examination. A suitable solution shall be used for etching to give
a clear definition of the weld.
4.8.4.1 Acceptance Criteria for Macroetch Test.
For acceptable qualification, the test specimen, when
inspected visually, shall conform to the following
requirements:
4.8.3.2 Longitudinal Bend Specimens. When material combinations differ markedly in mechanical bending
properties, as between two base materials or between the
weld metal and the base metal, longitudinal bend tests
(face and root) may be used in lieu of the transverse face
and root bend tests. The welded test assemblies conforming to 4.8.2 shall have test specimens prepared by cutting
the test plate as shown in Figure 4.10 or 4.11, whichever
(1) PIP groove welds; the actual weld size shall be
equal to ~r greater than the specifi~d weld size, (E).
~]
(2) FIllet welds shall have fusIOn to the root of the •
joint, but not necessarily beyond.
126
PARTB
AWS D1.1/D1.1M:2008
4.10.2 Weld Size Verification by Macroetch. For
WPSs which conform in all respects to Clause 4, three
macroetch cross section specimens shall be prepared to
demonstrate that the designated weld size (obtained from
the requirements of the WPS) are met.
..
(3) Minimum leg size shall meet the specified fillet
, weld size.
(4) The PIP groove welds and
the following:
fill~t
welds shall have
(a) no cracks
4.10.3 Verification of CJP Groove WPS by Macroetch. When a WPS has been qualified for a CJP groove
weld and is applied to the welding conditions of a PIP
groove weld, three macroetch cross section tests specimens shall be required to demonstrate that the specified
weld size shall be equalled or exceeded.
(b) thorough fusion between adjacent layers of
weld metal and between weld metal and base metal
(c) weld profiles conforming to specified detail,
but with none of the variations prohibited in 5.24
4.10.4 Other WPS Verifications by Macroetch. If a
WPS is not covered by either 4.10.2 or 4.10.3, or if the
welding conditions do not meet a prequalified status, or
if these have not been used and tested for a CIP weld in a
butt joint, then a sample joint shall be prepared and the
first operation shall be to make a macroetch test specimen to determine the weld size of the joint. Then, the excess material shall be machined off on the bottom side of
the joint to the thickness of the weld size. Tension and
bend test specimens shall be prepared and tests performed, as required for CJP groove welds (see 4.9).
(d) no undercut exceeding 1/32 in [1 mm]
4.8.5 Retest. If anyone specimen of all those tested fails
to meet the test requirements, two retests for that particular
type of test specimen may be performed with specimens
cut from the same WPS qualification material. The results
of both test specimens shall meet the test requirements.
For material over 1-1/2 in [38 mm] thick, failure of a specimen shall require testing of all specimens of the same
type from two additional locations in the test material.
4.10.5 Flare-Groove Welds. The effective weld sizes
for qualified flare-groove welds shall be determined by
the following:
4.9 CJP Groove Welds for
Nontubular Connections
-
CLAUSE 4. QUALIFICATION
(1) Test sections shall be used to verify that the effective weld size is consistently obtained.
See Table 4.2(1) for the requirements for qualifying a
WPS of a CJP weld on nontubular connections. See Figures 4.9-4.11 for the appropriate test plate.
(2) For a given set of WPS conditions, if the Contractor has demonstrated consistent production of larger
effective weld sizes than those shown in Table 2.1, the
Contractor may establish such larger effective weld sizes
by qualification.
4.9.1.1 Corner or T-Joints. Test specimens for
groove welds in comer or T-joints shall be butt joints
having the same groove configuration as the comer or
T-joint to be used on construction, except the depth of
groove need not exceed 1 in [25 mm].
(3) Qualification required by (2) shall consist of sectioning the radiused member, normal to its axis, at
midlength and ends of the weld. Such sectioning shall be
made on a number of combinations of material sizes
representative of the range used by the Contractor in
construction.
4.10 PJP Groove Welds for
Nontubular Connections
4.10.1 Type and Number of Specimens to be Tested.
The type and number of specimens that shall be tested to
qualify a WPS are shown in Table 4.3. A sample weld
shall be made using the type of groove design and WPS to
be used in construction, except the depth of groove need
not exceed 1 in [25 mm]. For the macroetch test required
below, any steel of Groups I, II, and III of Table 3.1 may
be used to qualify the weld size on any steels or combination of steels in those groups. If the PJP groove weld is to
be used for comer or T-joints, the butt joint shall have a
~ temporary restrictive plate in the plane of the square face
, to simulate the T-joint configuration. The sample welds
shall be tested as follows:
4.11 Fillet Welds for Tubular and
Nontubular Connections
4.11.1 Type and Number of Specimens. Except as allowed elsewhere in Clause 4, the type and number of
specimens that shall be tested to qualify a single-pass fillet weld and/or multiple-pass fillet weld WPS are shown
in Table 4.4. Qualification testing may be for either a
single-pass fillet weld or multiple-pass fillet weld or both.
4.11.2 Fillet Weld Test. A fillet welded T-joint, as
shown in Figure 4.19 for plate or Figure 4.20 for pipe
127
CLAUSE 4. QUALIFICATION
PARTB
(Detail A or Detail B), shall be made for each WPS and
position to be used in construction. Testing is required
for the maximum size single-pass fillet weld and the
minimum size multiple-pass fillet weld used in construction. These two fillet weld tests may be combined in a
single test weldment or assembly or individually qualified as stand alone qualifications. Each weldment shall
be cut perpendicular to the direction of welding at locations shown in Figure 4.19 or Figure 4.20 as applicable.
Specimens representing one face of each cut shall constitute a macroetch test specimen and shall be tested in conformance with 4.8.4.
AWS D1.1/D1.1 M:2008
conform to the requirements of Table 2.3 or the base •.
metal strength level being welded.
,.
4.12 CJP Groove Welds for Tubular
Connections
CJP groove welds shall be classified as follows:
(1) CJP butt joints with backing or backgouging (see
4.12.1).
(2) CJP butt joints without backing welded from one
side only (see 4.12.2).
4.11.3 Consumables Verification Test. If both the proposed welding consumable and the proposed WPS for
welding the fillet weld test plate or test pipe described in
4.11.2 are neither prequalified nor otherwise qualified by
Clause 4, that is:
(3) T-, Y-, K-connections with backing or backgouging (see 4.12.3).
(4) T-, Y-, K-connections without backing welded
from one side only (see 4.12.4).
(1) If the welding consumables used do not conform
to the prequalified provisions of Clause 3, and also
4.12.1 CJP Butt Joints with Backing or Backgouging.
A WPS with backing or backgouging shall be qualified
using the detail shown in Figure 4.25(A) (with backgouging) or Figure 4.25(B) (with backing).
(2) If the WPS using the proposed consumable has
not been established by the Contractor in conformance
with either 4.9 or 4.10, then a CJP groove weld test plate
shall be welded to qualify the proposed combination.
4.12.2 CJP Butt Joints without Backing Welded from
One Side Only. A WPS without backing welded from
one side only shall be qualified using the joint detail "'.
shown in Figure 4.25(A).
•
The test plate shall be welded as follows:
(1) The test plate shall have the groove configuration
shown in Figure 4.21 (Figure 4.22 for SAW), with steel
backing.
(2) The plate shall be welded in the IG (flat) position.
4.12.3 T-, Y-, or K-Connections with Backing or
Backgouging. A WPS for tubular T-, Y-, or K-connections
with backing or backgouging shall be qualified using:
(3) The plate length shall be adequate to provide the test
specimens required and oriented as shown in Figure 4.23.
(1) the appropriate nominal pipe OD selected from
Table 4.2(2), and
(2) the joint detail of Figure 4.25(B), or
(4) The welding test conditions of current, voltage,
travel speed, and gas flow shall approximate those to be
used in making production fillet welds as closely as
practical.
(3) for nominal pipe ODs equal to or greater than
24 in [600 mm], a plate qualification in conformance
with 4.9 using the joint d'etail of Figure 4.25(B).
These conditions establish the WPS from which, when
production fillet welds are made, changes in essential
variables will be measured in conformance with 4.7.
4.12.4 T-, yo, or K-Connections without Backing
Welded from One Side Only. When qualification is required, a WPS for T-, Y-, or K-connections without backing welded from one side only shall require the following:
The test plate shall be tested as follows:
4.12.4.1 WPSs without Prequalified Status. For a
WPS whose essential vrn;iables are outside the prequalified range, qualification for CJP tubular groove welds
shall require the following:
(1) Two side bend (Figure 4.13) specimens and one
all-weld-metal tension (Figure 4.18) test specimen shall
be removed from the test plate, as shown in Figure 4.23.
(2) The bend test specimens shall be tested in conformance with 4.8.3.1. Those test results shall conform
to the requirements of 4.8.3.3.
(1) Qualification in conformance with Figure 4.27 for
pipes with outside diameters greater than or equal to 4 in
[lOQ mm] or Figure 4.27 and Figure 4.29 for box tubes.
Qualification in conformance with Figure 4.28 for pipes
with outside diameters less than 4 in [100 mm] or Figure
4.28 and Figure 4.29 for box tubes.
(3) The tension test specimen shall be tested in conformance with 4.8.3.6. The test result shall determine the
strength level for the welding consumable, which shall
128
AWS D1.1/D1.1M:2008
PARTB
bevel groove, offset root and restriction ring as shown in
Figure 4.27.
(2) A Sample Joint or Tubular Mock-up. The sample
• joint or tubular mock-up shall provide at least one macro• etch test section for each of the following conditions:
4.12.4.4 Weldments Requiring CVN Toughness.
WPSs for butt joints (longitudinal or circumferential
seams) within 0.5D of attached branch members, in tubular connection joint cans requiring CVN testing under
2.26.2.2, shall be required to demonstrate weld metal
CVN absorbed energy of 20 ft·lb [27 J] at the LAST,
(Lowest Anticipated Service Temperature), or at O°F
[-18°C], whichever is lower. If AWS specifications for
the welding materials to be used do not encompass this
requirement, or if production welding is outside the
range covered by prior testing, e.g., tests per AWS filler
metal specifications, then weld metal CVN tests shall be
made during WPS qualification, as described in Part D of
this clause.
(a) The groove combining the greatest groove
depth with the smallest groove angle, or combination of
grooves to be used: test with welding position vertical.
(b) The narrowest root opening to be used with a
37.5° groove angle: one test welded in the flat position
and one test welded in the overhead position.
(c) The widest root opening to be used with a
37.5° groove angle: one test to be welded in the flat position and one test to be welded in the overhead position.
(d) for matched box connections only, the minimum groove angle, comer dimension and comer radius
to be used in combination: one test in horizontal position.
(3) The macroetch test specimens required in (1) and
(2) above shall be examined for discontinuities and shall
have:
4.13 PJP Tubular T-, Y-, or
K-Connections and Butt Joints
(a) No cracks
When PIP groove welds are specified, in T-, Y-, or
K-connections or butt welds, qualification shall be in
conformance with Table 4.3.
(b) Thorough fusion between adjacent layers of
weld metal and between weld metal and base metal
•
•
(c) Weld details conforming to the specified detail but with none of the variations prohibited in 5.24.
4.14 Plug and Slot Welds for Tubular
and Nontubular Connections
(d) No undercut exceeding the values allowed in 6.9.
When plug and slot groove welds are specified, WPS
qualification shall be in conformance with 4.29.
(e) For porosity 1/32 in [l mm] or larger, accumulated porosity shall not exceed 1/4 in [6 mm]
(f) No accumulated slag, the sum of the greatest
dimension of which shall not exceed 1/4 in [6 mm]
4.15 Welding Processes Requiring
Qualification
Those specimens not conforming to (a) through (f) shall
be considered unacceptable; (b) through (f) not applicable to backup weld.
4.15.1 ESW, EGW, GTAW, and GMAW-S. ESW,
EGW, GTAW, and GMAW-S may be used, provided the
WPSs are qualified in conformance with the requirements of Clause 4. Note that the essential variable limitations in Table 4.5 for GMAW shall also apply to
GMAW-S.
4.12.4.2 CJP Groove Welds in a T-, yo, or KConnection WPS with Dihedral Angles Less than 30°.
The sample joint described in 4.12.4.1(2)(a) shall be required. Three macroetch test sections shall be cut from
the test specimens, shall conform to the requirements of
4.12.4.1(3), and shall show the required theoretical weld
(with due allowance for backup welds to be discounted,
as shown in Details C and D of Figures 3.8-3.10) (see
Figure 4.26 for test joint details).
•
•
CLAUSE 4. QUALIFICATION
4.15.2 Other Welding Processes~ Other welding processes not listed in 3.2.1 or 4.15.1 may be used, provided
the WPSs are qualified by testing. The limitation of essential variables applicable to each welding process shall
be established by the Contractor developing the WPS
and approved by the Engineer. Essential variable ranges
shall be based on documented evidence of experience
with the process, or a series of tests shall be conducted to
establish essential variable limits. Any change in essential variables outside the range so established shall
require requalification.
4.12.4.3 CJP Groove Welds in a T-, yo, or KConnection WPS Using GMAW-S. For T-, Y-, and Kconnections, where GMAW-S is used, qualification in
conformance with Clause 4 shall be required prior to
welding the standard joint configurations detailed in
3.13.4. The joint tested shall incorporate a 37.5° single
129
CLAUSE 4. QUALIFICATION
PARTSB& C
AWS D1.1 /D1.1 M:2008
welding operators shall be in conformance with Table
4
.10._
4.16 WPS Requirement (GTAW)
Prior to use, the Contractor shall prepare a WPS(s) and
qualify each WPS in conformance with to the requirements of Clause 4.
4.18.1.2 Tack Welders. A tack welder shall be qualified by one test plate in each position in which the tack
welding is to be performed.
4.18.2 Production Thicknesses and Diameters Qualified
4.17 WPS Requirements (ESWIEGW)
4.18.2.1 Welders or Welding Operators. The range
of qualified production welding thicknesses and diameters for which a welder or welding operator is qualified
for shall be in conformance with Table 4.11.
Prior to use, the Contractor shall prepare and qualify
each ESW or EGW WPS to be used according to the
requirements in Clause 4. The WPS shall include the
joint details, filler metal type and diameter, amperage,
voltage (type and polarity), speed of vertical travel if not
an automatic function of arc length or deposition rate,
oscillation (traverse speed, length, and dwell time), type
of shielding including flow rate and dew point of gas or
type of flux, type of molding shoe, PWHT if used, and
other pertinent information.
4.18.2.2 Tack Welders. Tack welder qualification
shall qualify for thicknesses greater than or equal to
1/8 in [3 mm], and all tubular diameters.
4.18.3 Welder and Welding Operator Qualification
Through WPS Qualification. A welder or welding operator may also be qualified by welding a satisfactory
WPS qualification test plate, pipe or tubing that meets
the requirements of 4.8. The welder or welding operator
is thereby qualified in conformance with 4.18.1 and
4.18.2.
4.17.1 Previous Qualification. WPSs that have been
previously qualified may be used, providing there is
proper documentation, and the WPS is approved by the
Engineer.
4.17.2 All-Weld-Metal Tension Test Requirements.
Prior to use, the Contractor shall demonstrate by the test
described in Clause 4, that each combination of shielding
and filler metal will produce weld metal having the mechanical properties specified in the latest edition of AWS
A5.25, Specification for Carbon and Low Alloy Steel
Electrodes and Fluxesfor Electroslag Welding, or the latest edition of AWS A5.26, Specification for Carbon and
Low Alloy Steel Electrodesfor Electrogas Welding, as applicable, when welded in conformance with the WPS.
4.19 Type of Qualification Tests
Required
4
4.19.1 Welders and Welding Operators. The type and
number of qualification tests required for welders or
welding operators shall conform to Table 4.11. Details
on the individual NDT and mechanical test requirements
are found in the following subclauses:
(1) Visual Inspection (see 4.8.1) (use WPS requirements)
(2) Face, root, and side bend (see 4.8.3.1) (use WPS
requirements)
Parte
Performance Qualification
(3) Macroetch (see 4.30.2)
(4) Fillet Weld Break (see 4.30.4)
4.19.1.1 Substitution of RT for Guided Bend
Tests. Except for joints welded by GMAW-S, radiographic examination of a welder or welding operator
qualification test plate or test pipe may be made in lieu of
bend tests described in 4.19.1(2) (see 4.30.3 for RT
requirements).
4.18 General
The performance qualification tests required by this code
are specifically devised tests to determine a welder's,
welding operator's, or tack welder's ability to produce
sound welds. The qualification tests are not intended to
be used as guides for welding or tack welding during actual construction. The latter shall be performed in conformance with a WPS.
4.18.1 Production Welding Positions Qualified
In lieu of mechanical testing or RT of the qualification
test assemblies, a welding operator may be qualified by
RT of the initial 15 in [380 mm] of a production groove
weld. The material thickness range qualified shall be that
shown in Table 4.11.
,.
4.18.1.1 Welders and Welding Operators. The
qualified production welding positions for welders and
4.19.1.2 Guided Bend Tests. Mechanical test specimens shall be prepared by cutting the test plate, pipe, or
130
.JJ
AWS D1.1/D1.1 M:2008
•
•
tubing as shown in Figures 4.21, 4.30, 4.31, 4.32, 4.33,
and 4.34 for welder qualification or Figure 4.22, 4.33, or
4.36 for welding operator qualification, whichever is applicable. These specimens shall be approximately rectangular in cross section, and be prepared for testing in
conformance with Figure 4.12, 4.13, 4.14, or 4.18:
whichever is applicable.
performance essential variables of 4.22. The Welding
Performance Qualification Record (WPQR) shall serve
as written verification and shall list all of the applicable
essential variables of Table 4.12. Suggested forms are
found in Annex N.
4.19.2 Tack Welders. The tack welder shall make a
114 in [6 mm] maximum size tack weld approximately
2 in [50 mm] long on the fillet-weld-break specimen as
shown in Figure 4.39.
4.22 Essential Variables
Changes beyond the limitation of essential variables for
welders, welding operators, or tack welders shown in
Table 4.12 shall require requalification.
4.19.2.1 Extent of Qualification. A tack welder who
passes the fillet weld break test shall be qualified to
tack weld all types of joints (except CJP groove welds,
welded from one side without backing; e.g., butt joints and
T-, Y-, and K-connections) for the process and in the position in which the tack welder is qualified. Tack welds in
the foregoing exception shall be performed by welders
fully qualified for the process and in the position in which
the welding is to be done.
4.23 CJP Groove Welds for
Nontubular Connections
See Table 4.10 for the position requirements for welder
or welding operator qualification on nontubular connections. Note that qualification on joints with backing qualifies for welding production joints that are backgouged
and welded from the second side.
4.20 Weld Types for Welder and
Welding Operator Performance
t
4.23.1 Welder Qualification Plates. The following figure numbers apply to the position and thickness requirements for welders.
~~~;::::~
(1) Figure 4.21-All Positions-Unlimited Thickness
Fo, the
and weldmg opemw, qulli;flcation, weld types shall be classified as follows:
(2) Figure 4.3O-Horizontal Position-Unlimited
Thickness
(1) CIP Groove Welds for Nontubular Connections
(see 4.23)
(3) Figure 4.31-All Positions-Limited Thickness
(2) PIP Groove Welds for Nontubular Connections
(see 4.24)
(4) Figure
Thickness
(3) Fillet Welds for Nontubular Connections (see
4.25)
4.32-Horizontal
Position-Limited
4.23.2 Welding Operator Qualification Test Plates
(4) CIP Groove Welds for Tubular Connections (see
4.26)
4.23.2.1 For Other than EGW, ESW, and Plug
Welds. The qualification test plate for a welding operator not using EGW or ESW or plug welding shall conform to Figure 4.22. This shall qualify a welding
operator for groove and fillet welding in material of
unlimited thickness for the process and position tested.
(5) PIP Groove Welds for Tubular Connections (see
4.27)
(6) Fillet Welds for Tubular Connections (see 4.28)
(7) Plug and Slot Welds for Tubular and Nontubular
Connections (see 4.29)
4.23.2.2 For ESW and EGW. The qualification test
plate for an ESW or EGW welding operator shall consist
of welding a joint of the maximum thickness of material
to be used in construction, but the thickness of the material of the test weld need not exceed 1-112 in [38 rom]
(see Figure 4.35). If a 1-112 in [38 mm] thick test weld is
made, no test need be made for a lesser thickness. The
test shall qualify the welding operator for groove and fillet welds in material of unlimited thickness for this process and test position.
4.21 Preparation of Performance
Qualification Forms
•
•
CLAUSE 4. QUALIFICATION
PARTe
The welding personnel shall follow a WPS applicable to
the qualification test required. All of the WPS essential
variable limitations of 4.7 shall apply, in addition to the
131
CLAUSE 4. QUALIFICATION
PARTe
AWS D1.1/D1.1 M:2008
4.12.4.2 shall be performed by each welder in addition to
the 6GR tests (see Figure 4.28 or 4.29). The test position ~
shall be vertical.
,.
4.24 PJP Groove Welds for
Nontubular Connections
Qualification for CIP groove welds shall qualify for all
PJP groove welds.
4.27 PJP Groove Welds for Tubular
Connections
4.25 Fillet Welds for Nontubular
Connections
Qualification for CIP groove welds on tubular connections shall qualify for all PIP groove welds.
Qualification of CIP groove welds shall qualify for fillet
welds. However, where only fillet weld qualification is
required, see Table 4.11.
4.28 Fillet Welds for Tubular
Connections
See Table 4.11 for fillet weld qualification requirements.
4.26 CJP Groove Welds for Tubular
Connections
Welder or welding operator qualification tests shall use
the following details:
4.29 Plug and Slot Welds for Tubular
and Nontubular Connections
(1) CIP groove butt joints with backing or backgouging in pipe. Use Figure 4.24(B).
Qualification for CIP groove welds on tubular or nontubular connections shall qualify for all plug and slot
welds.
~
(2) CIP groove butt joints without backing or backgouging. Use Figure 4.24(A).
See Table 4.10 for plug and slot weld qualification only.
The joint shall consist of a 3/4 in [20 mm] diameter hole
in a 3/8 in [10 mm] thick plate with a 3/8 in [10 mm]
minimum thickness backing plate (see Figure 4.38).
(3) CIP groove butt joints or T-, Y-, and Kconnections with backing in box tubing. Use Figure 4.24(B)
in pipe (any diameter), plate or box tubing.
(4) CIP groove T-, Y-, and K-Connections welded
from one side with backing in pipe. Use Figure 4.24(B)
in pipe of the appropriate diameter.
(5) CIP groove T-, Y-, and K-connections welded
from one side without backing in pipe. Use Figure 4.27
for nominal pipe diameter of;;::;6 in [150 mm] or Figure
4.28 for nominal pipe::;;4 in [l00 mm].
4.30 Methods of Testing and
Acceptance Criteria for
Welder and Welding Operator
Qualification
(6) CIP groove T-, Y-, and K-connection welded
from one side without backing or backgouging in box
tubing. The options are the following:
4.30.1 Visual Inspection. See 4.8.1 for acceptance
criteria.
4.30.2 Macroetch Test. The test specimens shall be
prepared with a finish suitable for macroetch examination. A suitable solution shall be used for etching to give
a clear definition of the weld.
(a) Figure 4.27 in pipe (any diameter) or box tubing plus Figure 4.29 in box tubing.
(b) Figure 4.27 in box tubing with macroetch specimens removed from the locations shown in Figure 4.29.
4.30.2.1 Plug and Fillet Weld Macroetch Tests.
The face of the macroetch shall be smooth for etching.
See Table 4.11 for the production ranges of diameter and
thickness qualified by the test assembly diameters and
thicknesses.
(1) The plug weld macroetch tests shall be cut from
the test joints per:
4.26.1 Other Joint Details or WPSs. For joint details,
WPSs, or assumed depth of sound welds that are more
difficult than those described herein, a test described in
(a) Welder Qualification-Figure 4.38
(b) Welding Operator Qualification-Figure 4.38
132
4
AWS D1.1/D1.1M:2008
PARTC
(2) The fillet weld macroetch tests shall be cut from
the test joints per:
CLAUSE 4. QUALIFICATION
regularities or juncture with the base metal would cause
objectionable weld discontinuities to be obscured in the
radiograph. If the backing is removed for RT, the root
shall be ground flush (see 5.24.4.1) with the base metal.
(a) Welder Qualification-Fi&ure 4.37
(b) Welding Operator Qualification-Figure 4.37
4.30.3.1 RT Test Procedure and Technique. The
RT procedure and technique shall be in conformance
with the requirements of Part E, Clause 6. For welder
qualification, exclude 1-1/4 in [32 mm] at each end of
the weld from evaluation in the plate test; for welding
operator qualification exclude 3 in [75 mm] at each end
of the test plate length. Welded test pipe or tubing 4 in
[100 mm] in diameter or larger shall be examined for a
minimum of one-half of the weld perimeter selected to
include a sample of all positions welded. (For example, a
test pipe or tube welded in the 5G, 6G, or 6GR position
shall be radiographed from the top centerline to the bottom centerline on either side.) Welded test pipe or tubing
less than 4 in [100 mm] in diameter shall require 100%
RT.
4.30.2.2 Macroetch Test for T-, yo, and KConnections. The comer macroetch test joint for T-, Y-,
and K-connections on box tubing in Figure 4.29 shall
have four macroetch test specimens cut from the weld
comers at the locations shown in Figure 4.29. One face
from each comer specimen shall be smooth for etching.
If the welder tested on a 6GR coupon (Figure 4.28) using
box tubing, the four required comer macroetch test
specimens may be cut from the comers of the 6GR
coupon in a manner similar to Figure 4.29. One face
from each comer specimen shall be smooth for etching.
4.30.2.3 Macroetch Test Acceptance Criteria. For
acceptable qualification, the test specimen, when
inspected visually, shall conform to the following
requirements:
4.30.3.2 RT Acceptance Criteria. For acceptable
qualification, the weld, as revealed by the radiograph,
shall conform to the requirements of 6.12.2, except that
6.12.2.2 shall not apply.
(1) Fillet welds shall have fusion to the root of the
joint but not necessarily beyond.
(2) Minimum leg size shall meet the specified fillet
weld size.
4.30.4 Fillet Weld Break Test. The entire length of the
fillet weld shall be examined visually, and then a 6 in
[150 mm] long specimen (see Figure 4.37) or a quartersection of the pipe fillet weld assembly shall be loaded in
such a way that the root of the weld is in tension. At least
one welding start and stop shall be located within the test
specimen. The load shall be increased or repeated until
the specimen fractures or bends flat upon itself.
(3) Fillet welds and the comer macroetch test joint
for T-, Y-, and K-connections on box tubing, Figure
4.29, shall have:
(a) No cracks
(b) Thorough fusion between adjacent layers of
weld metals and between weld metal and base metal
4.30.4.1 Acceptance Criteria for Fillet Weld Break
Test. To pass the visual examination prior to the break
test, the weld shall present a reasonably uniform appearance and shall be free of overlap, cracks, and undercut in
excess of the requirements of 6.9. There shall be no porosity visible on the weld surface.
(c) Weld profiles conforming to intended detail,
but with none of the variations prohibited in 5.24
(d) No undercut exceeding 1/32 in [1 mm]
(e) For porosity 1/32 in [1 mm] or larger, accumulated porosity not exceeding 1/4 in [6 mm]
The broken specimen shall pass if:
(f) No accumulated slag, the sum of the greatest
dimensions of which shall not exceed 1/4 in [4 mm]
(1) The specimen bends flat upon itself, or
(4) Plug welds shall have:
(2) The fillet weld, if fractured, has a fracture surface
showing complete fusion to the root of the joint with no
inclusion or porosity larger than 3/32 in [2.5 mm] in
greatest dimension, and
(a) No cracks
(b) Thorough fusion to backing and to sides of the
hole
(3) The sum of the greatest dimensions of all inclusions and porosity shall not exceed 3/8 in [10 mm] in the
6 in [150 mm] long specimen.
(c) No visible slag in excess of 1/4 in [6 mm] total
accumulated length
4.30.3 RT. If RT is used in lieu of the prescribed bend
tests, the weld reinforcement need not to be ground or
otherwise smoothed for inspection unless its surface ir-
4.30.5 Root, Face, and Side Bend Specimens. See
4.8.3.3 for acceptance criteria.
133
PARTSC& 0
CLAUSE 4. QUALIFICATION
4.32.2 Tack Welder Retest Requirements
4.31 Method of Testing and
Acceptance Criteria for Tack
Welder Qualification
4.32.2.1 Retest without Additional Training. In
case of failure to pass the test requirements, the tack
welder may make one retest without additional training.
A force shall be applied to the specimen as shown in Figure 4.35 until rupture occurs. The force may be applied
by any convenient means. The surface of the weld and of
the fracture shall be examined visually for defects.
PartD
Requirements for CVN Testing
4.31.2 Destructive Testing Acceptance Criteria. The
fractured surface of the tack weld shall show fusion to the
root, but not necessarily beyond, and shall exhibit no incomplete fusion to the base metals or any inclusion or porosity larger than 3/32 in [2.5 mm] in greatest dimension.
4.33 General
4.33.1 The CVN test requirements and test procedures in
this section shall apply only when specified in the contract documents in conformance with 5.26.5(3)[d] and
4.1.1.3, and Table 3.1 of this code. While the requirements of this section do not address CVN testing of base
metals, it is assumed that the base metals are suitable for
applications where CVN testing of theWPS is required.
4.32 Retest
When a welder, welding operator or tack welder either
fails a qualification test, or if there is specific reason to
question their welding abilities or period of effectiveness
has lapsed, the following shall apply:
and
Welding
Operator
4
4.32.2.2 Retest After Further Training or Practice. A retest may be made, provided the tack welder has
had further training or practice. A complete retest shall
be required.
4.31.1 Visual Acceptance Criteria. The tack weld shall
present a reasonably uniform appearance and shall be
free of overlap, cracks, and undercut exceeding 1/32 in
[1 mm]. There shall be no porosity visible on the surface
of the tack weld.
4.32.1 Welder
Requirements
AWS D1.1/D1.1 M:2008
4.33.2 The CVN test specimens shall be machined and
tested in conformance with ASTM E 23, Standard Methods
for Notched Bar Impact Testing of Metallic Materials,
for Type A Charpy (simple beam) Impact Specimen,
ASTM A 370, Standard Test Method and Definitionsfor
Mechanical Testing of Steel Products, or A WS B4.0,
Standard Methods for Mechanical Testing of Welds.
Retest
4.32.1.1 Immediate Retest. An immediate retest may
be made consisting of two welds of each type and position that the welder or welding operator failed. All retest
specimens shall meet all of the specified requirements.
4.32.1.2 Retest After Further Training or Practice. A retest may be made, provided there is evidence
that the welder or welding operator has had further training or practice. A complete retest of the types and positions failed or in question shall be made.
4.34 Test LocatiQns
4.34.1 The test location for individual CVN test specimens, unless otherwise specified on contract documents,
shall be as shown in Figure 4.40 and Table 4.14.
4.32.1.3 Retest After Lapse of Qualification Period
of Effectiveness. When a welder's or welding operator's
qualification period of effectiveness has lapsed, a requalification test shall be required. Welders have the option of
using a test thickness of 3[8 in [10 mm] to qualify any
production welding thickness greater than or equal to
1/8 in [3 mm].
4.34.2 The positioning of the notch for all CVN test
specimens shall be done" by first machining the specimens from the test weld at the appropriate depth as
shown in Figure 4.40. The specimens should be made
slightly overlength to allow for exact positioning of the
notch. Next, the bars should be etched with a mild
etchant such as 5% nital, to reveal the location of the
weld fusion zone and HAZs. The centerline of the notch
shall then be located in the specimens, as shown in Figure 4.40.
4.32.1.4 Exception-Failure of a Requalification
Retest. No immediate retest shall be allowed after failure
of a requalification retest. A retest shall be allowed only
after further training and practice per 4.32.1.2.
134
."
• .\.'.1
AWS D1.1/D1.1M:2008
t
4.35 CVN Tests
4.36 Test Requirements
4.35.1 There are two options for the number of CVN test
specimens to be taken from a single test location:
4.36.1 Test requirements for welds between base metals
with specified minimum yield strengths of 50 ksi
[345 MPa] or less shall not be less than the minimum
requirements in Table 4.14, unless otherwise specified.
Test requirements for welds between base metals with a
specified minimum yield strength greater than 50 ksi
[345 MPa] shall be specified in the contract documents.
These requirements may include, but are not limited to,
absorbed energy, percent ductile fracture appearance,
and lateral expansion values.
Option A-3 specimens
Option B-5 specimens
4.35.2 CVN test specimens shall be machined from the
same welded test assembly made to determine other weld
joint properties (see Figure 4.7, 4.8, 4.10, or 4.11).
Where the size of the welded test assemblies is not sufficient to satisfy all the mechanical testing specimen requirements, an additional welded test assembly shall be
performed. The CVN test specimens shall be machined
from the welded test assembly in which the tensile test
specimens are machined.
•
•
4.36.2 The acceptance criteria for each test shall be specified in contract drawings or specifications, and shall
consist of the following:
(1) Minimum individual value-the value of which
no one specimen may be below, and
(2) Minimum average value-the value of which the
arithmetic mean of three specimens shall equal or exceed.
4.35.3 When CVN testing is a requirement and a qualified WPS exists which satisfies all requirements except
for CVN testing, it shall be necessary only to prepare an
additional test weldment with sufficient material to provide the required CVN test specimens. The test plate
shall be welded using that WPS, which conforms to the
limits of Tables 4.1, 4.2, and 4.5, plus those supplementary essential variables applicable only to CVN testing
(Table 4.6). A new or revised PQR shall be prepared and
a new or revised WPS written to accommodate the qualification variables for CVN testing.
Unless specified otherwise, in contract drawings or specifications, the acceptance values for the CVN test requirements described in 4.36.1 for welds between base
metals with a specified minimum yield strength of 50 ksi
[345 MPa] or less, are shown in Table 4.14.
4.36.3 If Option B (see 4.35.1) is chosen, the specimens
with the highest and lowest values shall be discarded,
leaving 3 specimens for evaluation. For both Option A
and the 3 remaining specimens of Option B, 2 of the 3
values for the specimens shall equal or exceed the specified minimum average value. One of the three may be
lower than the specified minimum average value, but not
lower than the specified minimum individual value, and
the average of the three shall not be less than the minimum specified average value.
4.35.4 The longitudinal centerline of the specimens shall
be transverse to the weld axis and the base notch shall be
perpendicular (normal) to the surface unless otherwise
specified in the contract documents.
4.35.5 The standard 10 x 10 mm specimen shall be used
where the test material thickness is 7/16 in [11 mm] or
greater. Sub-sized specimens shall be used where the test
material thickness is less than 7/16 in [11 mm], or where
the extraction of full-sized specimens is not possible due
to the shape of the weldment. When sub-sized specimens
are required, they shall be made to one of the dimensions
shown in Table 4.15. (Note: the largest possible specimens shall be machined from the qualification test piece.)
4.37 Retest
4.37.1 When the requirements in 4.36.2 and 4.36.3 are not
met, one retest may be performed. Each individual value
of the remaining three specimens shall equal or exceed
the minimum specified average value. Retest specimens
shall be removed from the original test weldment(s). If
specimens cannot be provided from these weldments, a
new test weldment shall be performed and all mechanical
tests required by this code shall be performed.
4.35.6 The CVN test temperature shall be specified in the
contract documents.
•
•
CLAUSE 4. QUALIFICATION
PART 0
4.35.7 When sub-sized specimens are required, and the
width of the specimen across the notch is less than 80%
of the base metal thickness, the test temperature shall be
reduced in conformance with Table 4.15, unless otherwise specified in the contract documents.
4.38 Reporting
4.38.1 All CVN test measured values required by this
code, contract documents, or specifications shall be
reported on the PQR.
135
W
0\
......
Fillet
CJP
Groove
Plug/
Slot
Fillet"
lG Rotated
2G
5G
(2G+ 5G)
6G
6GR
IF Rotated
2F
2FRotated
4F
5F
lG
2G
3G
4G
IF
2F
3F
4F
Positions
F,H
V
OH
F
Groove
PJP
Fh
(F, H)b
Vb
OHb
Fh
(F, H)b
Vb
OHb
F
F,H
V
OH
F
F,H
V
OH
All
All
Alld
All
All
All
,
PJP
F
F,H
V
OH
F
F,H
V
OH
Filleti
F
F,H
V
OH
CJP
Allg
Allg
All
All
All
All
•
All
Aile
Aile
All
All
All
All
F
F,H
F,H
F,H,OH
Allc
AUC
Alld
F
F,H
V
OH
PJP
Butt Joint
Allc
Allc
Alld
All
All
All
Allf
Allf
CJP
F
F,H
V
OH
F
F,H
V
OH
Filleti
Allg,h
Allg,h
All
..
All
F
F,H
F,H
F,H,OH
All
All
All
F
F
F,H
F,H
F, V, OH F, V, OH
PJP
T-, Y-, KConnections
Production Box Tube Welding Qualified
pc
F
F
F
F,H
(F, H)C
F,H
F,H
F, V, OH F, V, OH (F, V, OH)C F, V, OH
F
F,H
F,H
F,H,OH
All
All
All
CJP
T-, Y-, KConnections
Qualifies Plug/Slot Welding for Only the Positions Tested
PJP
CJP
Filleti
pc
F
F
F
F
F,H
F,H
F,H
(F, H)C
F,H
F,V,OH F, V, OH F, V, OH (F, V, OH)C F,V,OH
F
F,H
V
OH
Groove
CJP
Butt Joint
Production Pipe Welding Qualified
-
• Qualifies for a welding axis with an essentially straight line, including welding along a line parallel to the axis of circular pipe.
b Qualifies for circumferential welds in pipes equal to or greater than 24 in [600 mm] nominal outer diaIMter.
C Production butt joint details without backing or backgouging require qualification testing of the joint detail shown in Figure 4.25(A).
d Limited to prequalifiedjoint details (see 3.12 or 3.13).
e For production joints ofCJP T-, Y-, and K-connections that conform to either Figure 3.8,3.9, or 3.10 and Table 3.6, use Figure 4.27 detail for testing. For other production joints, see 4.12.4.1.
f For production j oints ofCJP T-, Y-, and K-connections that conform to Figure 3.6, and Table 3.6, use Figures 4.27 and 4.29 detail for testing, or, alternatively, test the Figure 4.27 joint and cut macroetch
specimens from the corner locations shown in Figure 4.29. For other production joints, see 4.12.4.1.
g For production joints ofPJP T-, Y-, and K-connections that conform to Figure 3.5, use either the Figure 4.25(A) or Figure 4.25(B) detail for testing.
h For matched box connections with corner radii less than twice the chord member thickness, see 3.12.4.1.
i Fillet welds in production T-, Y-, or K-connections shall conform to Figure 3.2. WPS qualification shall conform to 4.11.
CJP-Complete Joint Penetration
PJP-Partiai Joint Penetration
R
A
T
U
B
U
L
T
E
A
P
L
CJP
Groove"
Weld
Type
Qualification Test
Production Plate Welding
Qualified
Table 4.1
WPS Qualification-Production Welding Positions Qualified by Plate, Pipe, and Box Tube Tests (see 4.3)
m
Ol
o
o
i\)
s:
......
~
......
~
~
C/)
6
z
"(2:j5
o
~
c:
lJ
:IJ
f'>
m
C/)
~
()
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.2
WPS Qualification-CJP Groove Welds: Number and Type of Test Specimens and
Range of Thickness ~nd Diameter Qualified (see 4.4) (Dimensions in Inches)
1. Tests on Platea, b
-
Nominal Plate,
Pipe or Tube Thicknessc,d
Qualified, in
Number of Specimens
Reduced
Nominal Plate
Section
Thickness (T) Tension (see
Tested, in
Fig. 4.14)
lI8 ~ T ~ 3/8
3/8 < T < 1
1 and over
2
2
2
Root Bend
(see Fig.
4.12)
Face Bend
(see Fig.
4.12)
Side Bend
(see Fig,
4.13)
Min.
Max.
2
(Note i)
4
4
lI8
lI8
lI8
2T
2T
Unlimited
2
-
-
-
-
2. Tests on Pipe or Tubinga,g
Number of Specimens
Reduced
Nominal Nominal Wall
Section
Root Bend
Pipe Size or
Thickness, Tension (see (see Fig.
T,in
Fig. 4.14)
4.12)
Diam., in
lI8 ~ T
<24
4
2
2
T~3/4
Standard
Test Pipes
2 inSch. 80
or 3 in Sch. 40
6 in Sch. 120
or 8 in Sch. 80
-
-
-
-
2
2
2
2
-
-
2T
T/2
3/8
2T
Unlimited
Unlimited
-
3/8 <T < 3/4
lI8
3/16
-
2
Unlimited
4 and over
2
2
3/8
4
T~3/4
2
2T
3/4
4
3/8
T/2
lI8
-
~
2T
3/4 through 4
-
T
lI8
-
2
~
Max,
4
4
3/8 < T < 3/4
2
Min.
Test diam.
and over
Test diam.
and over
Testdiam.
and over
Test diam.
and over
24 andover
24 andover
2
lI8
2
Side Bend
(see Fig.
4.13)
3/8
Job Size
Test Pipes
~24
~
Face Bend
(see Fig.
4.12)
Nominal
Diameter"
of Pipe or
Tube Size
Qualified, in
Nominal Plate,
Pipe or Tube Wall
Thicknessc,d
Qualified, in
(Note i)
(Note i)
3. Tests on ESW and EGwa,h
Nominal Plate Thickness
Qualified
Number of Specimens
AII-WeldReduced
Nominal Plate
Section
Metal
Side Bend
Thickness
Tension (see Tension (see (see Fig.
4,13)
Fig. 4.18)
Tested
Fig.4.14)
T
2
1
4
CVN
Tests
Min.
Max.
(Note f)
O.5T
I.IT
All test plate, pipe or tube welds shall be visually Inspected (see 4.8.1) and subject to NDT (see 4.8.2). One test plate, pipe or tube shall be reqUIred
for each qualified position.
b See Figures 4.10 and 4.11 for test plate requirements.
c For square groove welds that are qualified without backgouging, the maximum thickness qualified shall be limited to the test plate thickness.
d CJP groove weld qualification on any thickness or diameter shall qualify any size of fillet or PJP groove weld for any thickness or diameter ~
4.10.3).
e Qualification with any pipe diameter shall qualify all box section widths and depths.
f When specified, CVN tests shall conform to Clause 4, Part D.
g See Table 4.1 for the groove details required for qualification of tubular butt and T-, Y-, K-connection joints.
h See Figure 4.9 for plate requirements.
i For 3/8 in plate or wall thickness, a side-bend test may be substituted for each of the required face- and root-bend tests.
a
137
CLAUSE 4. PREQUALIFICATION
AWS D1.1/D1.1M:2008
Table 4.2
WPS Qualification-CJP Groove Welds: Number and Type of Test Specimens and Range
of Thickness and Diameter Qualified (see 4.4) (Dimensions in Millimeters)
1. Tests on Platea, b
Nominal Plate,
Pipe or Tube Thickness c, d
Qualified, mm
Number of Specimens
Reduced
Nominal Plate
Section
Thickness (T) Tension (see
Fig. 4.14)
Tested, mm
3:::::T::::: 10
IO<T<25
25 and over
2. Tests on Pipe or
2
2
2
Root Bend
(see Fig.
4.12)
Face Bend
(see Fig.
4.12)
Side Bend
(see Fig.
4.13)
Min.
Max.
2
(Note i)
4
4
3
3
3
2T
2T
Unlimited
2
-
-
-
-
Tubing a•g
Number of Specimens
Nominal
Pipe Size or
Diam.,mm
Reduced
Section
Root Bend
Nominal Wall
Thickness, Tension (see (see Fig.
4.12)
T,mm
Fig. 4.14)
3 :::::T::::: 10
<600
2
(Note i)
2
-
-
4
T~20
2
-
-
4
3 :::::T::::: 10
2
IO<T<20
2
2
T~20
Standard
Test Pipes
2
2
Nominal
Diameter"
Side Bend
of Pipe or
(see Fig.
Tube Size
4.13)
Qualified, rom
10 < T < 20
Job Size
Test Pipes
~600
Face Bend
(see Fig.
4.12)
50 mm OD x 6 mm WT
or 75 mm OD x 6 mm WT
150mmODx 14mmWT
or 200 rom OD x 12 rom WT
2
2
2
2
-
-
-
-
2
-
(Note i)
4
4
2
-
Nominal Plate,
Pipe or Tube Wall
Thicknessc, d
Qualified, rom
-
4
Testdiam.
and over
Test diam.
and over
Testdiam.
and over
Test diam.
and over
600 and over
600 and over
20 through
100
100 and over
Min.
Max.
3
2T
T/2
2T
10
Unlimited
3
2T
J
T/2
10
•
•.
i.·.·
2T
Unlimited
3
20
5
Unlimited
3. Tests on ESW and EGwa, h
Nominal Plate Thickness
Qualified
Number of Specimens
Reduced
All-WeldNominal Plate
Section
Metal
Side Bend
Thickness
Tension (see Tension (see (see Fig.
Fig. 4.14)
Tested
Fig. 4.18)
4.13)
T
2
1
4
CVN
Tests
Min.
Max.
(Note f)
0.5T
l.1T
All test plate, pipe or tube welds shall be visually mspected (see 4.8.1) and subject to NDT (see 4.8.2). One test plate, pipe or tube shall be reqUired
for each qualified position.
b See Figures 4.10 and 4.11 for test plate requirements.
c For square groove welds that are qualified without backgouging, the maximum thickness qualified shall be limited to the test plate thickness.
d CJP groove weld qualification on any thickness or diameter shall qualify any size of fillet or PJP groove weld for any thickness or diameter (see 4.10.3).
e Qualification with any pipe diameter shall qualify all box section widths and depths.
f When specified, CVN tests shall conform to Clause 4, Part D.
g See Table 4.1 for the groove details required for qualification of tubular butt and T-, Y-, K-connection joints.
IIJ.'.i.'
h See Figure 4.9 for plate requirements.
.,
i For 10 mm plate or wall thickness, a side-bend test may be substituted for each of the required face- and root-bend tests.
a
138
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.3
Number and Type of Test Specimens and Range of Thickness QualifiedWPS Qualification;
PJP Groove Welds (see 4.10)
,
Qualification Ranges C,d
Number of Specimens" b
Nominal Plate, Pipe or Tubing
Plate Thickness, in [mm]
Macroetch for
Weld Size (E)
4.10.2
4.10.3
4.10.4
ReducedSection
Tension
(see Fig.
4.14)
Root Bend
(see Fig.
4.12)
Face Bend
(see Fig.
4.12)
1/8 ~ T ~ 3/8
[3 ~ T ~ 10]
3
2
2
2
3/8 < T ~ 1
[10 < T ~25]
3
2
Test Groove
Depth, T
in [mm]
-
-
Side Bend
(see Fig.
4.13)
-
4
Groove
Depth
Min.
Max.
T
1/8 [3]
2T
T
1/8 [3]
Unlimited
BASIC REQUIREMENTS
One test plate, pipe, or tubing per position shall be required (see Figure 4.10 or 4.11 for test plate). Use the production PJP groove detail for qualification. All plates, pipes, or tubing shall be visually inspected (see 4.8.1).
b If a PIP bevel- or I-groove weld is to be used for T-joints or double-bevel- or double-I-groove weld is to be used for comer joints, the butt joint shall
have a temporary restrictive plate in the plane of the square face to simulate a T-joint configuration.
C See the pipe diameter qualification requirements of Table 4.2.
d Any PIP qualification shall also qualify any fillet weld size on any thickness.
a
Table 4.4
Number and Type of Test Specimens and Range of Thickness QualifiedWPS Qualification; Fillet Welds (see 4.11.1)
Test Specimens Requiredb
Test
Specimen
Fillet Size
Single pass, max.
size to be used
Plate T-test
in construction
(Figure 4.19) Multiple pass, min.
size to be used
in construction
Single pass, max.
size to be used
in construction
Pipe T-testC
(Figure 4.20) Multiple pass, min.
size to be used
in construction
Groove testd
(Figure 4.23)
Sizes Qualified
Number
of Welds
perWPS
Macroetch
4.11.1
4.8.4
All-Weld-Metal Side Bend
Tension (see
(see Figure
4.13)
Figure 4.18)
1 in each
position to
be used
3 faces
Unlimited
Max. tested
single pass
and smaller
1 in each
position to
be used
3 faces
Unlimited
Min. tested
multiple pass
and larger
1 in each
position to
be used (see
Table 4.1)
3 faces (except
for4F&5F,
4 faces req'd)
Unlimited
Max. tested
single pass
and smaller
1 in each
position to
be used (see
Table 4.1)
3 faces (except
for4F & 5F,
4 faces req'd)
Unlimited
Min. tested
multiple pass
and larger
2
1 in IG
position
PlatelPipe
Thickness'
Fillet Size
Qualifies welding consumables
to be used in T-test above
• The minimum thickness qualified shall be 1/8 in [3 mm].
All welded test pipes and plates shall be visually inspected per 4.8.1.
C See Table 4.2(2) for pipe diameter qualification.
d When the welding consumables used do not conform to the prequalified provisions of Clause 3, and a WPS using the proposed welding consumables
has not been established by the Contractor in conformance with either 4.9 or4.10.1, a CJP groove weld test plate shall be welded in conformance with
4.9.
b
139
AWS D1.1 /D1.1 M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.5
PQR Essential Variable Changes Requiring WPS Requalification for
SMAW, SAW, GMAW, FCAW, and GTAW (see 4.7.1)
Process
Essential Variable Changes to PQR Requiring
Requalification
SMAW
SAW
GMAW
FCAW
X
X
GTAW
Filler Metal
I) Increase in filler metal classification strength
X
2) Change from low-hydrogen to nonlowhydrogen SMAW electrode
X
3) Change from one electrode or flux-electrode
classification to any other electrode or
flux-electrode classification"
4) Change to an electrode or flux-electrode
classificatione not covered in:
X
AWS
A5.! or A5.5
X
X
AWS
AWS
AWS
AWS
A5.17 or A5.23 A5.18 or A5.28 A5.20 or A5.29 A5.18 or A5.28
5) Addition or deletion of filler metal
X
6) Change from cold wire feed to hot wire feed
or vice versa
X
7) Addition or deletion of supplemental
powdered or granular filler metal or cut wire
X
8) Increase in the amount of supplemental
powdered or granular filler metal or wire
X
9) If the alloy content of the weld metal is
largely dependent on supplemental powdered
filler metal, any WPS change that results in
a weld deposit with the important alloying
elements not meeting the WPS chemical
composition requirements
X
Any increase b
Any increase
or decrease
Any
increase
> 1/16 in
[1.6 mm]
increase or
decrease
4
X
X
-X
> 1/32 in
10) Change in nominal filler metal diameter by:
[0.8mm]
increase
11) Change in number of electrodes
Process Parameters
12) A change in the amperage for each diameter
used by:
13) A change in type of current (ac or dc) or
polarity (electrode positive or negative for dc
current)
To a value not
> 10% increase > 10% increase > 10% increase > 25% increase
recommended
or decrease
or decrease
or decrease
or decrease
by manufacturer
X
X
X
X
14) A change in the mode of transfer
X
15) A change from CV to CC output
X
X
> 7% increase
> 7% increase
> 7% increase
or decrease
or decrease
or decrease
16) A change in the voltage for each diameter
used by:
17) An increase or decrease in the wire feed speed
for each electrode diameter (if not amperage
controlled) by:
X
,
."
> 10%
(Continued)
140
> 10%
> 10%
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.5 (Continued)
PQR EssentiafVariable Changes Requiring WPS Requalification for
SMAW, ~,AW, GMAW, FCAW, and GTAW (see 4.7.1)
Process
Essential Variable Changes to PQR Requiring
Requalification
SAW
SMAW
GMAW
FCAW
GTAW
Process Parameters (Cont'd)
> 15% increase> 25% increase> 25% increase> 50% increase
or decrease
or decrease
or decrease
or decrease
18) A change in the travel speedc by:
Shielding Gas
19) A change in shielding gas from a single gas to
any other single gas or mixture of gas, or in
the specified nominal percentage composition
of a gas mixture, or to no gas
x
x
x
20) A change in total gas flow rate by:
Increase> 50% Increase> 50% Increase> 50%
Decrease> 20% Decrease> 20% Decrease> 20%
21) A change to a shielding gas not covered in:
AWS
AWS
A5.18 or A5.28 A5.20 or A5.29
SAW Parameters
•
•
22) A change of> 10%, or 1/8 in [3 mm],
whichever is greater, in the longitudinal
spacing of the arcs
x
23) A change of> 10%, or 1/8 in [3 mm],
whichever is greater, in the lateral spacing of
the arcs
x
24) An increase or decrease of more than 10°
in the angular orientation of any parallel
electrode
x
25) For machine or automatic SAW; an increase
or decrease of more than 3° in the angle of
the electrode
x
26) For machine or automatic SAW, an increase
or decrease of more than 5° normal to the
direction of travel
x
General
27) A change in position not qualified by
Table 4.1
X
X
X
X
X
28) A change in diameter, or thickness, or both,
not qualified by Table 4.2
X
X
X
X
X
29) A change in base metal or combination of
base metals not listed on the PQR or qualified
by Table 4.8
X
X
X
X
X
30) Vertical Welding: For any pass from uphill
to downhill or vice versa
X
X
X
X
(Continued)
141
AWS D1.1 /D1.1 M:2008
CLAUSE 4. PREQUALIFICATION
_ _ _ _ _ _ _ _ _ _ _ _,.-Ta_b_le_4_"s_<_c_o_n_ti_nu_e_d_>
•.•
Process
Essential Variable Changes to PQR Requiring
Requalification
•
SMAW
SAW
GMAW
FCAW
GTAW
31) A change in groove type (e.g., single-V
to double-V), except qualification of any CJP
groove weld qualifies for any groove detail
contonning with the requirements of 3.12
or 3.13
X
X
X
X
X
32) A change in the type of groove to a square
groove and vice versa
X
X
X
X
X
33) A change exceeding the tolerances of 3.12,
3.13,3.13.4,5.22.4.1, or 5.22.4.2 involving:
a) A decrease in the groove angle
b) A decrease in the root opening
c) An increase in the root face
X
X
X
X
X
34) The omission, but not inclusion, of backing
or backgouging
X
X
X
X
X
> 25°F
> 25°F
> 25°F
> 25°F
> lOO°F
[15°C]
[15°C]
[15°C]
[15°C]
[55°C]
> 25°F
> 25°F
> 25°F
> 25°F
> lOO°F
[15°C]
[15°C]
[15°C]
[15°C]
[55°C]
X
X
X
General (Cont'd)
35) Decrease from preheat temperatured by:
32) Decrease from interpass temperatured by:
31) Addition or deletion of PWHT
XI
X
a The filler metal strength may be decreased without WPS requalification.
WPSs using alloy flux, any increase or decrease in the electrode diameter shall require WPS requalification.
C Travel speed ranges for all sizes of fillet welds may be determined by the largest single pass fillet weld and the smallest multiple-pass fillet weld
qualification tests.
d The production welding preheat or interpass temperature may be less than the PQR preheat or interpass temperature provided that the provisions of
5.6 are met, and the base metal temperature shall not be less than the WPS temperature at the time of subsequent welding.
e AWS A5M (SI Units) electrodes of the same classification may be used in lieu of the AWS A5 (U.S. Customary Units) electrode classification.
b For
Note: An "x" indicates applicability for the process; a shaded block indicates nonapplicability.
142
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.6
PQR SupplementartEssential Variable Changes for CVN Testing Applications
Requiring WPS Requ,~lification for SMAW, SAW, GMAW, FCAW, and GTAW
I
Variable
SMAW
I
SAW
I
I
GMAW FCAW
I
GTAW
Base Metal
1) A change in Group Number
X
X
X
X
X
2) Minimum thickness qualified is T or S/8 in [16 mm] whichever is less, except
if T is less than 1/4 in [6 mm], then the minimum thickness qualified is 1/8 in
[3mm]
X
X
X
X
X
X
X
X
X
X
X
X
Filler Metal
3) A change in the AWS AS.X Classification, or to a weld metal or filler metal
classification not covered by ASX specifications
4) A change in the FluxIWire classification, or a change in either the. electrode or
flux trade name when not classified by an AWS specification, or to a crushed
slag
S) A change in the manufacturer or the manufacturer's brand name or type of
electrode
Position
6) A change in position to vertical up. A 3G vertical up test qualifies for all
positions and vertical down
X
;1
r
X
1
Preheat/lnterpass Temperature
7) An increase of more than lOO°F [S6°C] in the maximum preheat or interpass
temperature qualified
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
10) In the vertical position, a change from stringer to weave
X
X
X
X
X
lD A change from multipass per side to single pass per side
X
X
X
X
X
X
X
X
X
Post Weld Heat Treatment
8) A change in the PWHT temperature and/or time ranges. The PQR test shall be
subject to 80% of the aggregate times at temperature(s). The PWHT total
time(s) at temperature(s) may be applied in one heating cycle
Electrical Characteristics
9) An increase in heat input or volume of weld metal deposited per unit length of
weld, over that qualified, except when a grain refining austenitizing heat treatment is applied after welding. The increase may be measured by either of the
following:
a) Heat Input (J/in.)
= Trave
VOl;s; ~~~ ~ 6? )
pee m. mm
b) Weld Metal Volume-An increase in bead size, or a decrease in the length
of weld bead per unit length of electrode
Other Variables
12) A change exceeding ±20% in the oscillation variables for mechanized or
automatic welding
143
CLAUSE 4. PREQUALIFICATION
AWS D1.1 /D1.1 M:2008
Table 4.7
•
PQR Essential Variable Changes Requiring WPS Requalification for ESW or EGW (see 4.7.2) ,.
Requalification
by RT or UTa
Requalification
byWPS Test
Essential Variable Changes to PQR Requiring Requalification
Filler Metal
x
1) A "significant" change in filler metal or consumable guide metal composition
Molding Shoes (fixed or movable)
2) A change from metallic to nonmetallic or vice versa
,
X
,
X
3) A change from fusing to nonfusing or vice versa
4) A reduction in any cross-sectional dimension or area of a solid nonfusing
shoe> 25%
X
,
I.
X
5) A change in design from nonfusing solid to water cooled or vice versa
'
"
"
Filler Metal Oscillation
6) A change in oscillation traverse speed> 10 ipm (4 mm/s)
.
7) A change in oscillation traverse dwell time> 2 seconds (except as necessary
to compensate for joint opening variations)
,
'
X
,
X
I
8) A change in oscillation traverse length which affects by more than 1/8 in
[3 mm], the proximity of filler metal to the molding shoes
X
Filler Metal Supplements
9) A change in consumable guide metal core cross-sectional area> 30%
10) A change in the flux system, i.e., cored, magnetic electrode, external, etc.
11) A change in flux composition including consumable guide coating
12) A change in flux burden> 30%
Electrode/Filler Metal Diameter
X
13) Increase or decrease in electrode diameter> 1/32 in [1 mm]
14) A change in the number of electrodes used
X
'.
,
'
Electrode Amperage
X
15) An increase or decrease in the amperage> 20%
16) A change in type of current (ac or dc) or polarity
X
Electrode Arc Voltage
17) An increase or decrease in the voltage> 10%
X
Process Characteristics
18) A change to a combination with any other welding process
X
19) A change from single pass to mUlti-pass and vice versa
X
20) A change from constant current to constant voltage and vice versa
......
'
.
if
i
•
)'
•
f'.'X
Wire Feed Speed
X
21) An increase or decrease in the wire feed speed> 40%
",.'"
Travel Speed
22) An increase or decrease in the travel speed (if not an automatic function of
arc length or deposition rate) > 20% (except as necessary to compensate for
variation in joint opening)
(Continued)
144
X
.,".',
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.7 (Continued)
PQR Essential Variable Ctlanges Requiring WPS Requalification for ESW or EGW (see 4.7.2)
Requalification
byWPSTest
Essential Variable Changes to PQR Requiring Requalification
Requalification
by RTorUT'
Electrode Shielding (EGW only)
23) A change in shielding gas composition of anyone constituent> 5% of total
flow
24) An increase or decrease in the total shielding flow rate> 25%
Welding Position
25) A change in vertical position by > 10°
Groove Type
26) An increase in cross-sectional area (for nonsquare grooves)
27) A decrease in cross-sectional area (for nonsquare grooves)
28) A change in PQR joint thickness, T outside limits of O.5T-1.1 T
29) An increase or decrease> 1/4 in [6 mm] in square groove root opening
Postweld Heat Treatment
x
30) A change in PWHT
• Testing shall be performed in conformance with Clause 6, Parts E or F, as applicable.
Note: An "x" indicates applicability for the requalification method; a shaded block indicates nonapplicability.
Table 4.8
Table 3.1, Table 4.9, and Unlisted Steels Qualified by PQR (see 4.7.3)
WPS Base Metal Group Combinations Allowed by PQR
PQR Base Metal
Any Group I Steel to Any Group I Steel
Any Group I Steel to Any Group I Steel
Any Group II Steel to Any Group II Steel
Any Group I Steel to Any Group I Steel
Any Group II Steel to Any Group I Steel
Any Group II Steel to Any Group II Steel
Any Specific Group III or Table 4.9 Steel to
Any Group I Steel
The Specific PQR Group III or Table 4.9 Steel Tested to Any Group I Steel
Any Specific Group III or Table 4.9 Steel to
Any Group II Steel
The Specific PQR Group III or Table 4.9 Steel Tested to Any Group I or Group II
Steel
Any Group III Steel to the Same or Any
Other Group III Steel
or
Any Group IV Steel to the Same or Any
Other Group IV Steel
Steels shall be of the same material specification, grade/type and minimum yield
strength as the Steels listed in the PQR
or
Any Table 4.9 Steel to the Same or Any
Other Table 4.9 Steel
Any Combination of Group III, IV, and
Table 4.9 Steels
Only the Specific Combination of Steels listed in the PQR
Any Unlisted Steel to Any Unlisted Steel or
Any Steel Listed in Table 3.1 or Table 4.9
Only the Specific Combination of Steels listed in the PQR
Notes:
1. Groups I through IV are found in Table 3.l.
2. When allowed by the steel specification, the yield strength may be reduced with increased metal thickness.
145
.....
..,..
0\
A5.28
A5.29
GMAW
FCAW
A5.29
FCAW
Over 20
thru 38
Up to 20
mm
Over 2-112 Over 65
Over 1-1/2 Over 38
thru 2-112 thru 65
Over 3/4
thru 1-112
Up to 3/4
in
Base Metal
Thickness, T
225
175
125
50
of
110
80
50
10
°C
Minimum
Preheat and
Interpass
Temperature
-.
Notes.
1. When welds are to be stress relieved, the deposited weld metal shall not exceed 0.05% vanadium (see 5.8).
2. When required by contract or job specifications, deposited weld metal shall have a minimum CVN energy of 20 ft·lbs. [27.1 J] at OaF [20°C] as determined using CVN testing in conformance with
Clause 4, Part D.
3. For ASTM A 514, A 517, and A 709, Grades 100 and 100W, the maximum preheat and interpass temperature shall not exceed 400°F [200°C] for thicknesses up to 1-1/2 [38 mm] inclusive, and 450°F
[230°C] for greater thickness.
4. Filler metal properties have been moved to informative Annex V.
5. AWS A5M (SI Units) electrodes of the same classification may be used in lieu of the AWS A5 (U.S. Customary Units) electrode classification.
EIIXTX-X~, EIIXTX-XM
ER110S-XXX, E110C-XXX
ElOXTX-XM
A5.28
ElOXTX-X~,
FIIXX-EXXX-XX,
FIIXX-ECXXX-XX
A5.29
585 min. FCAW
ER100S-XXX, E100C-XXX
FlOXX-EXXX-XX,
FlOXX-ECXXX-XX
A5.23
A5.28
A5.23
620 min. GMAW
SAW
BlOOI5-X, E10016-X,
BlOOI8-X, ElO018M
E8XTX-X, E8XTX-XC,
E8XTX-XM
ER80S-XXX, E80C-XXX
F8XX-EXXX-XX,
F8XX-ECXXX-XX
E8015-X, E8016-X, E8018-X
EI1015-X, EI1016-X,
EI1018-X, EI1018-M
85 min.
90 min.
100-130 690-895
A5.5
A5.23
SAW
100-130 690-895 SMAW
550 min.
A5.5
Electrode Classification
A5.5
515
75
Process
520 min. SMAW
MPa
AWS Electrode
Specification
Matching Strength Filler Metal
110-130 760-895 SMAW
ASTM A 514 (2-112 in
100
690
[65 mm] and under)
ASTMA517
90-100 620-690 105-135 725-930
SAW
ASTM A 709 Grades 100,
110-130 760-895
100
690
100W (2-112 in [65 mm] and
under)
GMAW
550
620
620
80
90
90
80 min.
450
65
ASTM A 514 (Over 2-112 in
[65 mm])
ASTM A 709 Grades 100,
100W (Over 2-112 in to
4 in [65 to 100 mm])
ASTM A 710 Grade A. Class 1
::; 3/4 in [20 mm]
ASTM A 710 Grade A. Class 3
::;2 in [50 mm]
70 min.
415
60
ksi
ASTM A 871 Grades 60, 65
MPa
ksi
Tensile Range
Specification
Minimum Yield
Point/Strength
Base Metal
Table 4.9
Code-Approved Base Metals and Filler Metals Requiring Qualification per Clause 4
<Xl
o
N
o
~
~
~
~
~
~
en
5
z
~
o
"Tl
C
o
§;;
m
:c
1J
~
en
m
~
()
5
"
•
"
P
Pipe
Fillet
Groove"
(Pipe or
Box)
Plug
Fillet
F
F,H
F,H,V
F,OH
All
Positions"
IG
2G
3G
4G
3G+4G
.
All
6GR (Fig. 4.27
&4.29)
,
All
6GR
(Fig, 4,27)
IF Rotated
2F
2FRotated
4F
5F
F
F,H
F, V, OH
All
All
IG Rotated i
2Gi
5Gi
6G i
(2G +5G)i
IF
2F
3F
4F
3F+4F
Groove
CJP
All
All
.
F
F,H
F,V,OH
All
All
F
F,H
F,H,V
F,OH
All
Groove
PJP
.
,
'
'
CJP
(F, H)h
(F, H)h
(F, H, V)h
(F, H, OH)h
Allh
pc.e
(F, H)c.e
(F, H, v)c.e
(F,OH)c.e
Allc.e
Fh
(F, H)h
(F, H, V)h
(F, H, OH)h
Allh
Fillet
PJP
T-, Y-,K-Connections
Fd
(F, H)d
(F, H, V)d
(F,OH)d
Alld
CJP
Fh
(F, H)h
(F, H)h
(F, H, OH)h
Allh
Allh
Allh
Alld.f
Alld,f
.
Allf
AUf
,
,
:':'
Alle,f
Alle,f
Alle,f
AUC,f
Fh
(F, H)h
(F, H)h
(F,H,OH)h
Allh
Allh
Allh
Alld
Alld
All
All
F
F,H
F,V,OH
All
All
F
F,H
F,H,V
F,OH
All
PJP
:
:
Alle,g
CJP
!(F, H)h
(F, H, V)h
(F, H, OH)h
All h
(F, H)h
(F, H)h
(F, H, V)h
(F, H, OH)h
Allh
Fh .#
Fillet
AUC
AUC
.
Fh
(F, H)h
(F, H)h
(F, H, OH)h
Allh
Allh
Allh
pc
(F, H)h
(F, H)e
(F, H)h
(F, V, OH)e (F, V, OH)h
Aile
Allh
Aile
Allh
pc
(F, H)e
(F, H, v)e
(F,OH)e
Aile
PJP
T-, Y-,K-Connections
Production Box Tube Welding Qualified
Butt Joint
Qualifies Plug and Slot Welding for Only the Positions Tested
pc,f
pf
pf
(F, H)h
(F, H)h
F
(F, H)e.f
(F,H)f
(F, H)h
(F, H)h
(F, H)f
F,H
(F, V, OH)h (F, V, OH)f (F, V, OH)f
(F, V, OH)e.f (F, V, OH)h F, V, OH
Alle,f
Allh
Allh
Allf
All
AUf
h
Alle.f
Allf
All
All
AUf
Allh
,
pc
(F, H)C
(F, H, V)C
(F,OH)C
AUC
pc
(F, H)C
(F, H, V)C
(F,OH)C
Allc
(F, H)h
(F, H)h
(F, H, V)h
(F, H, OH)h
Allh
Fh
(F, H)h
(F,H, V)
(F,H,OH)h
Allh
PJP
CJP
Butt Joint
Production Pipe Welding Qualified
Fillet
Production Plate Welding Qualified
Notes:
1. Not applicable for welding operator qualification (see Table 4.12).
2. Footnotes shown at the bottom of a column box apply to all entries):
CJP-Complete Joint Penetration; PJP-Partiai Joint Penetration
" See Figures 4.3, 4.4, 4.5, and 4.6.
b Groove weld qualification shall also qualify plug and slot welds for the test positions indicated.
c Only qualified for pipe equal to or greater than 24 in [600 mm] in diameter with backing, backgouging, or both.
d Not qualified for joints welded from one side without backing, or welded from two sides without backgouging.
e Not qualified for welds having groove angles less than 30° (see 4.12.4.2).
f Qualification using box tubing (Figure 4.27) also qualifies welding pipe over 24 in [600 mm] in diameter.
g Pipe or box tubing is required for the 6GR qualification (Figure 4.27).lfbox tubing is used per Figure 4.27, the macroetch test may be performed on the comers of the test specimen (similar to Figure 4.29).
h See 4.25 and 4.28 for dihedral angle restrictions for plate joints and tubular T-, Y-, K-connections.
i Qualification for welding production joints without backing or backgouging shall require using the Figure 4.24(A) joint detail. For welding production joints with backing or backgouging, either the Figure 4.24(A) or
Figure 4.24(B) joint detail may be used for qualification.
j The qualification of welding operators for electroslag welding (ESW) or electrogas welding (EGW) shall only apply for the position tested.
A
R
L
T
U
B
U
E
A
T
L
Grooveb
Weld
Type
Qualification Test
Table 4.10
Welder and Welding Operator Qualification-Production Welding Positions Qualified by Plate, Pipe, and Box Tube Tests {see 4.18.1)i
~"
~
5z
~
(5
"Tl
C
§;i
o
m
::D
~
"tJ
m
(J)
o
o
o
co
i\)
s:
.....
~
.....
~
~(J)
CLAUSE 4. PREQUALIFICATION
AWS D1.1/D1.1 M:2008
Table 4.11
Welder and Welding Operator Qualification-Number and Type of Specimens and
Range of Thickness and Diameter Qualified (Dimensions in Inches) (see 4.18.2.1)
(l) Test on Plate
Number of Specimens'
Qualified Dimensions
Nominal Plate, Pipe
or Tube Thickness
Qualified, in
Production Groove or Plug Welds
Type of Test Weld
(Applicable Figures)
Nominal
Thickness
of Test
Plate (T) in
Groove (Fig. 4.31 or 4.32)
3/8
Face Root Side
Bendb Bendb Bendb
(Fig. (Fig. (Fig. Macro4.12) 4.12) 4.13) etch
1
1
Min.
Max.
(Note
c)
-
118
3/4 max d
Groove (Fig. 4.21, 4.22,
or 4.30)
3/8<T< 1
-
-
2
-
118
2Tmaxd
Groove (Fig. 4.21, 4.22,
or 4.30)
1 or over
-
-
2
-
118
Unlimitedd
3/8
-
-
118
Unlimited
Plug (Fig. 4.38)
Production Fillet Welds
(T-joint and Skewed)
Type of Test Weld
(Applicable Figures)
~
2
-
Number of Specimens'
Qualified Dimensions
Nominal Plate
Thickness Qualified, in
Nominal
Test Plate Fillet
Thickness, Weld Macro- Side Root Face
T, in
Break etch Bendb Bendb Bendb
I
Dihedral Angles
Qualifiedh
Min.
Max.
Min.
Max.
118
Unlimited
30°
Unlimited
-
-
(Note
c)
Groove (Fig. 4.31 or 4.32) 3/8<T< 1
-
-
2
-
-
118
Unlimited
30°
Unlimited
Groove (Fig. 4.21, 4.22,
or 4.30)
;::1
-
-
2
-
-
118
Unlimited
30°
Unlimited
Fillet Option 1 (Fig. 4.37)
112
-
-
118
Unlimited
60°
135°
Fillet Option 2 (Fig. 4.33)
3/8
-
-
118
Unlimited
60°
135°
Fillet Option 3 (Fig. 4.20)
[Any diam. pipe]
> 118
-
-
118
Unlimited
30°
Unlimited
Groove (Fig. 4.31 or 4.32)
3/8
1
1
-
2
-
1
(2) Tests on Pipe or Tubingf
-
1
-
-
1
Number of Specimens'
5G, 6G and 6GR
Positions Only
1G and 2G
Positions Only
Production CJP Groove Butt Joints
Nominal
Nominal
Test
Type of Size of Test Thickness, Face Root Side Face Root Side
Test Weld
Pipe, in
in
Bendb Bendb Bendb Bendb Bendb Bendb
Nominal Plate, Pipe
or Tube Wall
Nominal Pipe or Tube
Thickness d
Size Qualified, in
Qualified, in
Min.
Max.
Min.
Max.
Groove
:5:4
Unlimited
1
1
(Note
c)
2
2
(Note
c)
3/4
4
118
3/4
Groove
>4
:5: 3/8
1
1
(Note
c)
2
2
(Note
c)
(Note e)
Unlimited
118
3/4
Groove
>4
> 3/8
4
(Note e)
Unlimited
3/16
Unlimited
-
-
2
-
(Continued)
148
-
AWS D1.1/D1.1 M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.11 (Continued)
Welder and Welding Operator Qualification-Number and Type of Specimens and
Range of Thickness and Diameter Qualified (Dimensions in Inches) (see 4.18.2.1)
"
(2) Test on Pipe or Tubing f (Cont'd)
Qualified Dimensions
~
Number of
Specimens'
Production T-, Y-, or K-Connection
CJP Groove Welds
Type of
Test Weld
Nominal
Nominal
Test
Size of Test Thickness,
Pipe, in
in
Side
Bendb
Nominal Pipe or Tube
Size Qualified, in
Macroetch
Nominal Wall or
Plate Thickness c
Qualified, in
Dihedral Angles
Qualifiedg
Min.
Max.
30°
Unlimited
Min.
Max.
Min.
Max.
Pipe Groove
(Fig. 4.27)
;::60.D.
;::1/2
4
-
4
Unlimited
3/16
Unlimited
Pipe Groove
(Fig. 4.28)
<40.D.
;::0.203
Notei
-
3/4
<4
1/8
Unlimited
30°
Unlimited
Box Groove
(Fig. 4.29)
Unlimited
;::1/2
4
3/16
Unlimited
30°
Unlimited
Production T-, Y-, or
K-Connection Fillet Welds
Unlimited Unlimited
(Box only) (Box only)
4
Nominal Wall or
Plate Thickness
Qualified
Dihedral Angles
Qualifiedg
Min.
Min.
Max.
Unlimited
2
2
1/8
(Note e) Unlimited
(Note c) (Note c)
(Noted) (Noted)
30°
Unlimited
Nominal Nominal
Test
Fillet
Size of
Type of Test Pipe, Thickness, Weld Macro- Root
Test Weld
D
in
Break
etch
Bendb
5G position
Unlimited
(Groove)
;:: 1/8
Option 1Fillet (Fig.
4.37)g
-
;:: 1/2
Option 2Fillet (Fig.
4.33)g
-
3/8
-
;:: 1/8
-
Option 3Fillet (Fig.
4.20)
Unlimited
Qualified Dimensions
Number of Specimens •
-
-
1
1
-
2
-
1
-
Face
Bendb
Nominal Pipe or
Tube Size Qualified,
in
Min.
Max.
Max.
-
24
Unlimited
1/8
Unlimited
60°
Unlimited
-
24
Unlimited
1/8
Unlimited
60°
Unlimited
-
D
Unlimited
1/8
Unlimited
30°
Unlimited
(3) Tests on Electroslag and Electrogas Welding
Production Plate Groove Welds
Type of Test Weld
Groove (Fig. 4.36)
Number of Specimens'
Side Bendb
(see Fig. 4.13)
Min.
Max.
< 1-1/2
2
1/8
T
1-1/2
2
1/8
Unlimited
Nominal Plate Thickness
Tested, T, in
a All
1·.··.·-
1.·. .
.
:'::"' ...
Nominal Plate Thickness Qualified, in
welds shall be visually inspected (see 4.30.1). One test pipe, plate or tubing shall be required for each position tested, unless otherwise noted.
b Radiographic examination of the test plate, pipe or tubing may be made in lieu of the bend tests (see 4.19.1.1).
c For 3/8 in plate or wall thickness, a side-bend test may be substituted for each of the required face- and root-bend tests.
d Also qualifies for welding any fillet or PJP weld size on any thickness of plate, pipe or tubing.
e The minimum pipe size qualified shall be 112 the test diameter or 4 in, whichever is greater.
f See Table 4.10 for appropriate groove details.
g Two plates required, each subject to the test specimen requirements described. One plate shall be welded in the 3F position and the other in the 4F
position.
h For dihedral angles < 30°, see 4.26.1.
i Two root and two face bends.
149
AWS D1.1 /D1.1 M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.11 (Continued)
Welder and Welding Operator Qualification-Number and Type of Specimens and
Range of Thickness and Diameter Qualified (Dimensions in Millimeters) (see 4.18.2.1)
(l) Test on Plate
Number of Specimens'
Qualified Dimensions
Nominal Plate, Pipe
or Tube Thickness
Qualified, mm
Production Groove or Plug Welds
Type of Test Weld
(Applicable Figures)
Face Root Side
Nominal
Thickness of Bendb Bendb Bendb
Test Plate, T, (Fig. (Fig. (Fig. Macro4.12) 4.12) 4.13) etch
mm
Groove (Fig. 4.31 or 4.32)
1
10
1
Min.
Max.
(Note
c)
-
3
20maxd
Groove (Fig. 4.21, 4.22, or
IO<T<25
4.30)
-
-
2
-
3
2Tmaxd
Groove (Fig. 4.21, 4.22, or
4.30)
25 or over
-
-
2
-
3
Unlimitedd
10
-
-
3
Unlimited
Plug (Fig. 4.38)
Production Fillet Welds
(T-joint and Skewed)
Type of Test Weld
(Applicable Figures)
2
-
Number of Specimens'
Qualified Dimensions
Nominal Test
Fillet
Plate
Thickness, T, Weld Macro- Side Root Face
Break etch Bendb Bendb Bendb
mm
Nominal Plate Thickness
Qualified, mm
Dihedral Angles
Qualifiedh
Min.
Max.
Min.
Max.
3
Unlimited
30°
Unlimited
-
-
(Note
3)
Groove (Fig. 4.31 or 4.32) 10< T< 25
-
-
2
-
-
3
Unlimited
30°
Unlimited
Groove (Fig. 4.21, 4.22, or
4.30)
::::: 25
-
-
2
-
-
3
Unlimited
30°
Unlimited
Fillet Option I (Fig. 4.37)
12
-
-
3
Unlimited
60°
135°
Fillet Option 2 (Fig. 4.33)
10
-
-
3
Unlimited
60°
135°
Fillet Option 3 (Fig. 4.20)
[Any diam. pipe]
>3
-
-
3
Unlimited
30°
Unlimited
Groove (Fig. 4.31 or 4.32)
10
1
1
1
(2) Tests on Pipe or Tubinge
-
2
-
-
I
1
-
-
Number of Specimens'
5G, 6G and 6GR
Positions Only
IG and 2G
Positions Only
Production CJP Groove Butt Joints
Nominal Nominal Test
Face Root Side Face Root Side
Type of Size of Test Thickness,
Test Weld Pipe,mm
mm
Bendb Bendb Bendb Bendb Bendb Bendb
Nominal Plate,
Pipe or Tube Wall
Nominal Pipe or Tube
Thickness d
Size Qualified, mm
Qualified, mm
Min.
Max.
Min.
Max.
Groove
:::; 100
Unlimited
I
1
(Note
c)
2
2
(Note
c)
20
100
3
20
Groove
> 100
:::;10
I
1
(Note
c)
2
2
(Note
c)
(Note e)
Unlimited
3
20
Groove
> 100
>10
4
(Note e)
Unlimited
5
Unlimited
-
-
2
-
(Continued)
150
-
~
~
AWS D1.1/D1.1 M:2008
•
CLAUSE 4. PREQUALIFICATION
Table 4.11 (Continued)
Welder and Welding Operator Qualification-Number and Type of Specimens and
Range of Thickness and Diameter Qualified (Dimensions in Millimeters) (see 4.18.2.1)
(2) Test on Pipe or Tubingf (Cont'd)
Qualified Dimensions
Number of
Specimens'
Production T-, Y-, or K-Connection
CJP Groove Welds
Type of
Test Weld
Nominal
Nominal
Test
Size of Test Thickness,
Pipe,mm
mm
Pipe Groove
(Fig. 4.27)
~
Pipe Groove
(Fig. 4.28)
< 100O.D.
Box Groove
(Fig. 4.29)
Unlimited
~
1500.D.
12
~5
~
12
:.• ,•. .;. • 0. •.
\'c
Macroetch
Option 1Fillet (Fig.
4.37)g
-
Option 2Fillet (Fig.
4.33)g
-
Option 3Fillet (Fig.
4.20)
Unlimited
~3
~
~3
-
30°
Unlimited
Min.
Max.
Unlimited
5
Unlimited
Note i
-
20
< 100
3
Unlimited
30°
Unlimited
5
Unlimited
30°
Unlimited
Unlimited Unlimited
(Box only) (Box only)
4
Qualified Dimensions
Face
Bendb
Nominal Pipe or
Tube Size Qualified,
mm
Min.
Max.
Nominal Wall or
Plate Thickness
Qualified, mm
Dihedral Angles
Qualifiedh
Min.
Min.
Max.
30°
Unlimited
Max.
Unlimited
2
2
3
(Note e) Unlimited
(Noted) (Noted)
(Note c) (Note c)
-
I
-
Max.
Max.
100
-
10
Min.
Min.
Number of Specimens'
12
Dihedral Angles
Qualifiedh
-
Nominal Nominal
Test
Fillet
Size of
Type of Test Pipe, Thickness, Weld Macro- Root
Break:
etch
Bendb
Test Weld
D
mm
5Gposition
Unlimited
(Groove)
Nominal Wall or
Plate Thicknessd
Qualified, mm
4
4
Production T-, Y-, or
K-Connection Fillet Welds
(::
Side
Bendb
Nominal Pipe or Tube
Size Qualified, mm
I
-
2
-
1
-
-
600
Unlimited
3
Unlimited
60°
Unlimited
-
600
Unlimited
3
Unlimited
60°
Unlimited
-
D
Unlimited
3
Unlimited
30°
Unlimited
(3) Tests on Electroslag and Electrogas Welding
Production Plate Groove Welds
Type of Test Weld
Groove (Fig. 4.36)
Number of Specimens' Nominal Plate Thickness Qualified, mm
Side Bendb
(see Fig. 4.13)
Min.
Max.
<38
2
3
T
38
2
3
Unlimited
Nominal Plate Thickness
Tested, T, mm
• All welds shall be visually inspected (see 4.30.1). One test pipe, plate or tubing shall be required for each position tested, unless otherwise noted.
b Radiographic examination of the test plate, pipe or tubing may be made in lieu of the bend tests (see 4.19.1.1).
c Forl0 mm plate or wall thickness, a side-bend test may be substituted for each of the required face- and root-bend tests.
d Also qualifies for welding any fillet or PJP weld size on any thickness of plate, pipe or tubing.
e The minimum pipe size qualified shall be 1/2 the test diameter or 100 mm, whichever is greater.
f See Table 4.10 for appropriate groove details.
g Two plates required, each subject to the test specimen requirements described. One plate shall be welded in the 3F position and the other in the 4F
position.
h For dihedral angles < 30°, see 4.26.1.
i Two root and two face bends.
151
AWS D1.1/D1.1M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.12
Welding Personnel Performance Essential Variable Changes
Requiring Requalification (see 4.22)
Welding Personnel
Essential Variable Changes to WPQR Requiring Requalification
Welders b
Welding
Operatorsb,c
Tack Welders
x
x
X
(I) To a process not qualified (GMAW-S is considered a separate process)
(2) To an SMAW electrode with an F-number (see Table 4.13) higher than the
WPQR electrode F-number
(3) To a position not qualified
(4) To a diameter or thickness not qualified
(5) To a vertical welding progression not qualified (uphill or downhill)
(6) The omission of backing (if used in the WPQR test)
(7) To multiple electrodes (if a single electrode was used in the WPQR test) but
not vice versa
Not for ESW or EGW.
Welders qualified for SAW, GMAW, FCAW or GTAW shall be considered as qualified welding operators in the same process(es) and subject to the
welder essential variable limitations.
C A groove weld qualifies a slot weld for the WPQR position and the thickness ranges as shown in Table 4.11.
a
b
Notes:
1. An "x" indicates applicability for the welding for the welding personnel; a shaded area indicates nonapplicability.
2. WPQR Welding Performance Qualification Record.
3. See Table 4.10 for positions qualified by welder WPQR.
4. See Table 4.11 for ranges of diameters or thicknesses qualified.
=
Table 4.13
Electrode Classification Groups
(see Table 4.12)
Group Designation
AWS Electrode Classification
F4
EXXI5, EXXI6, EXXI8, EXX48, EXXI5-X, EXXI6-X, EXXI8-X
F3
EXXlO, EXXll, EXXlO-X, EXXll-X
F2
EXXI2, EXXI3, EXXI4, EXX13-X
FI
EXX20, EXX24, EXX27, EXX28, EXX20-X, EXX27-X
Note: The letters "XX" used in t!.le classification designation in this table stand for the various strength levels (60 [415], 70 [485], 80 [550], 90 [620],
100 [690], 110 [760], and 120 [830]) of electrodes.
152
4
AWS 01.1/01.1 M:2008
CLAUSE 4. PREQUALIFICATION
Table 4.14
CVN Test Requirements (see 4.35)
~.
Minimum
Individual
Absorbed
Energy;
ft-lbf [J]
Minimum
Average
Percent
Shear Area,
%
Minimum
Average
Lateral
Expansion,
Mils/mm
Welding
Process'
Test
Location
Number of
Specimensb
Test
Temperature
°F/oC
Specimen
Size,d
mm
Minimum
Average
Absorbed
Energy;
ft-lbf [J]
SMAW
GTAW
GMAW
SAW
ESW
EGW
FCAW-S
FCAW-G
Weld Metal
3
(Note c)
1OxlO
20 [27]
15 [20]
(Note t)
(Note t)
Fusion Line
+lmm
3
(Note c)
lOx 10
20 [27]
15 [20]
(Note t)
(Note t)
Fusion Line
+5mm
3
(Note c)
lOx 10
20 [27]
15
[~O]
(Note t)
(Note t)
A WPS which combines FCAW-S with another welding process shall be specifically tested to assure CVN test criteria are met at the interface between the weld deposits.
b The alternate number of specimens allowed per test location is five. The highest and lowest values shall be discarded to minimize some of the scatter
normally associated with CVN testing of welds and HAZs.
C Test temperatures shall be specified in contract documents or specifications. When sub-sized specimens are required, and the width of the specimens
across the notch is less than 80% of the base metal thickness, the test temperature shall be reduced in conformance with Table 4.15.
d Full size specimens shall be used when test material is 7/16 in [11 mm] or thicker. Sub-sized specimens shall be used when test material thIckness is
less than 7/16 in [11 mm], or when weldment geometry prohibits the removal of full sized samples.
e Applicable in welds between base materials with a specified minimum yield strength (SMYS) of 50 ksi [345 MPa] or less. Acceptance criteria for
welds between materials exceeding SYMS of 50 ksi [345 MPa] shall be specified in the contract documents or specifications.
f Values for percent shear and lateral expansion shall be recorded when specified in the contract documents or specifications.
a
Table 4.15
CVN Test Temperature Reduction (see 4.35.5)
For sub-sized CVN test specimens where the width across the notch is less than 80% of the base metal thickness.
Test Temperature Reduction Below the Specified Test Temperature
t
Specimen Size
mm
of
°C
lOx 10
lOx9
lOx 8
10 x 7.5
lOx7
lOx 6.7
lOx6
lOx5
lOx4
10 x 3.3
10 x 3
lOx2.5
0
0
0
5
8
10
15
20
30
35
40
50
0
0
0
2.8
4.5
5.6
8.4
11.1
16.8
19.4
22.4
27.8
Example: If design drawings or specifications indicate that CVN tests shall be performed at 32°F
used; the actual test temperature would be 12°F [-11 0q.
[ooq and 10 mrn x 5 mm sub-sized specimens are
Note: The reduction in the minimum acceptance energy values for sub-sized specimens shall be determined in conformance with ASTM A 370a-97,
Table 9.
153
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
Tabulation of Positions of Groove Welds
Diagram Reference
Inclination of Axis
Rotation of Face
Flat
A
0 0 to 150
1500 to 2100
Horizontal
B
0 0 to 15 0
80 0 to 150 0
2100 to 2800
Overhead
C
0 0 to 80 0
0 0 to 80 0
280 0 to 3600
Vertical
0
E
150 to 80 0
80 0 to 90 0
80 0 to 280 0
0 0 to 360 0
Position
AXIS LIMITS FOR C
-------- --AXIS LIMITS
FORA&B
~
360 0
-
...
~
_
,
Oo~-
--------
HORIZONTAL PLANE
---
---
--- --
Notes:
1. The horizontal reference plane shall always be taken to lie below the weld under consideration.
2. The inclination of axis shall be measured from the horizontal reference plane toward the vertical reference plane.
3. The angle of rotation of the face shall be determined by a line perpendicular to the theoretical face of the weld which passes through
the axis of the weld. The reference position (0 0 ) of rotation of the face invariably points in the direction opposite to that in which the
axis angle increases. When looking at point P, the angle of rotation of the face of the weld shall be measured in a clockwise direction
from the reference position (0 0 ).
Figure 4.1-Positions of Groove Welds (see 4.2.4)
154
AWS D1.1 /D1.1 M:200B
CLAUSE 4. QUALIFICATION
Tabulation of Positions of Fillet Welds
Position
Diagram Reference
Inclination of Axis
Rotation of Face
Flat
A
Horizontal
B
125° to 150°
210° to 235°
Overhead
C
0° to 125°
235° to 360°
Vertical
D
E
15° to BO°
80° to 90°
125° to 235°
0° to 360°
1' ....
1
I
I
I
I
: 80°
.... 1
I
AXIS
,~--~-L1MITS
FORE
AXIS LIMITS FOR C
~.'t· .· ."t· .·.· ·
\
\
VERTICAL
PLANE
--- ---
--- --....
0°
AXIS LIMITS
FOR A & B
\
~
~
--
00
<::--- __
__ - - - - 360°
HORIZONTAL PLANE
---- ---
--- ------- ---
Figure 4.2-Positions of Fillet Welds (see 4.2.4)
155
1
I
I
I
I
I
1
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
PLATES HORIZONTAL
PLATES VERTICAL;
AXIS OFWELO
HORIZONTAL
(A) FLAT WELDING TEST POSITION 1G
(B) HORIZONTAL WELDING TEST POSITION 2G
PLATES VERTICAL;
AXIS OF WELD
VERTICAL
PLATES HORIZONTAL
(C) VERTICAL WELDING TEST POSITION 3G
(D) OVERHEAD WELDING TEST POSITION 4G
Figure 4.3-Positions of Test Plates for Groove Welds (see 4.2.4)
156
CLAUSE 4. QUALIFICATION
AWS D1.1/D1.1 M:2008
•
PIPE HORIZONTAL AND ROTATED.
WELD FLAT (±15°). DEPOSIT
FILLER METAL AT OR NEAR THE TOP.
(A) FLAT WELDING TEST POSITION 1G ROTATED
PIPE OR TUBE VERTICAL AND
NOT ROTATED DURING WELDING.
WELD HORIZONTAL (±15°).
(B) HORIZONTAL WELDING TEST POSITION 2G
•
PIPE OR TUBE HORIZONTAL FIXED (±15°) AND NOT ROTATED DURING WELDING.
WELD FLAT, VERTICAL, OVERHEAD.
(C) MULTIPLE WELDING TEST POSITION 5G
RESTRICTION RING
PIPE INCLINATION FIXED (45° ±5°) AND NOT
ROTATED DURING WELDING.
(D) MULTIPLE WELDING TEST POSITION 6G
(E) MULTIPLE WELDING TEST POSITION 6GR WITH
RESTRICTION RING (T-, yo, OR K-CONNECTIONS)
Figure 4.4-Positions of Test Pipe or Tubing for Groove Welds (see 4.2.4)
157
AWS D1.1/D1.1 M:2008
CLAUSE 4. QUALIFICATION
AXIS OF WELD
HORIZONTAL
THROAT OF WELD
VERTICAL
AXIS OF WELD ..,.
HORiZONTAL ........
Note: One plate must be horizontal.
(A) FLAT WELDING TEST POSITION 1F
(B) HORIZONTAL WELDING TEST POSITION 2F
AXIS OF WELD VERTICAL
I
I
I
AXIS OFWELD
HORIZONTAL
Note: One plate must be horizontal.
(D) OVERHEAD WELDING TEST POSITION 4F
(C) VERTICAL WELDING TEST POSITION 3F
Figure 4.5-Positions of Test Plate for Fillet Welds (see 4.2.4)
158
AWS D1.1 /D1.1 M:2008
CLAUSE 4. QUALIFICATION
,
~
...
..•..
. . • . .
(A) FLAT WELDING
TEST POSITION 1F
(ROTATED)
(B) HORIZONTAL WELDING
TEST POSITION 2F
(FIXED)
(C) HORIZONTAL WELDING
TEST POSITION 2F
(ROTATED)
i.
(E) MULTIPLE WELDING
TEST POSITION SF
(FIXED)
(D) OVERHEAD WELDING
TEST POSITION 4F
(FIXED)
Figure 4.6-Positions of Test Pipes or Tubing for Fillet Welds (see 4.2.4)
i
I
/i
'.:'.••.c'..·.".
\':~
159
AWS D1.1/D1.1M:2008
CLAUSE 4. QUALIFICATION
CVN TEST SPECIMENS,
WHEN REQUIRED (TYPICAL)
TOP OF PIPE FOR 5G,
6G AND 6GR POSITIONS
TOP OF PIPE
FOR 5G, 6G AND
6GR POSITIONS
FACE
BEND
FACE
BEND
ROOT
BEND
BEND SPECIMENS
TENSION AND CVN TEST SPECIMENS
DETAIL A-2 in OR 3 in IN DIAMETER [50 mm OR 75 mm IN DIAMETER]
TOP OF PIPE FOR 5G,
6G AND 6GR POSITIONS
TENSION
CVN TEST SPECIMENS,
WHEN REQUIRED (TYPICAL)
SIDE BEND
SIDE
BEND
90 0
CVNTEST
SPECIMENS,
WHEN
REQUIRED
(TYPICAL)
HORIZONTAL
REFERENCE LINE
FOR THE 5G OR 6G
POSITIONS
41
~
SIDE BEND
SIDE
BEND
DETAIL 8-6 in OR 8 in IN DIAMETER
[150 mm OR 200 mm IN DIAMETER]
DETAIL C-CVN TEST SPECIMEN LOCATION
FOR JOB SIZE PIPE, IF REQUIRED
Note: Duplicate test pipes or tubes or larger job size pipe may be required when CVN testing is specified on contract documents or
specifications.
Figure 4.7-Location of Test Specimens on Welded Test Pipe (see 4.8)
160
AWS D1.1/D1.1M:2008
CLAUSE 4. QUALIFICATION
TOP OF TUBING
5G, 6G, AND 6GR POSITIONS
FACE OR SIDE BEND
TENSION
CVNTEST
SPECIMENS,
WHEN REQUIRED
(TYPICAL)
ROOT OR SIDE BEND
FACE OR SIDE BEND
ROOT OR SIDE BEND
TENSION
Figure 4.8-Location of Test Specimens for Welded Box Tubing (see 4.8)
ii'
.•.................
\~
161
CLAUSE 4. QUALIFICATION
AWS D1.1/D1.1 M:2008
/....----«
CJP
......
1 - - - - DIRECTION OF ROLLING (OPTIONAL)l------I.~
DISCARD THIS PIECE
=====11IIII:=====
==========-==========
=====11IIII:=====
SIDE BEND SPECIMEN
REDUCED SECTION TENSION SPECIMEN
SIDE BEND SPECIMEN
------=1----
~1
t..-
IMPACT SPECIMENS WHEN REQUIRED)
____
r~-
-,
3_·
_
WELD METAL TENSION SPECIMEN
SIDE BEND SPECIMEN
=====-=====
24 in
[600 mm]
EXTENSIONS NEED NOT
BE USED IF THE JOINT
IS OF SUFFICIENT LENGTH
TO PROVIDE 19 in [480 mm]
OF SOUND WELD EXCLUSIVE
OF RETESTS
REDUCED SECTION TENSION SPECIMEN
-----~---------------SIDE BEND SPECIMEN
------~----- -- - - - ---~
I--
DISCARD THIS PIECE
12 in [300 mm]
-.J-I
12 in [300 mm]
-I
Notes:
1. The groove configuration shown is for illustration only. The groove shape tested shall conform to the production groove shape that is
being qualified.
2. When CVN test specimens are required, see Clause 4, Part D for requirements.
3. All dimensions are minimum.
Figure 4.9-Location of Test Specimens on Welded Test PlatesESW and EGW-WPS Qualification (see 4.8)
162
CLAUSE 4. QUALIFICATION
AWS 01.1/01.1 M:2008
•
jr----«
CJP
/
. . . . - DIRECTION OF ROLLING (OPTIONAL)-----"
~
---,
--
--r
( CJP
DIRECTION OF ROLLING (OPTIONAL) .....
DISCARD THIS PIECE
T
6in
[150 mm]
l
2 in [50 mm]
T
0
en
a»
:0
LONGITUDINAL FACE BEND SPECIMEN
I
I
--:::::I
--=I
--
0
!:::--
REDUCED SECTION TENSION SPECIMEN
F---
0
Cii
6in
[150 mm]
+-t-
30 in
[750 mm]
or 36 in
[910 mm]
6 in
WHEN [150 mm]
CVNTEST
SPECIMENS
REQUIRED
6 in
[150mm]
l
2 in [50 mm]
T
6in
[150mm]
l
a
»
:0
0
L-
--J
I
I
CVN TEST SPECIMENS
(IF REQUIRED)
I
.
LONGITUDIN~L
F=
.
0
en
a
»
:0
FACE BENp SPECIMEN
--=I
b--
0
REDUCED SECTION TENSION SPECIMEN
==
-SIDE BE
I
I
LONGITUDINAL ROOT BEND SPECIMEN
==~
ECIMEN
= =#II,T =
CVN TEST SPECIMENS
(IF REQUIRED)
==W.l.=
--11II-- - -- --11I-- -- - -
1
15in
[380 mm]
or 21 in
[525 mm]
WHEN
CVNTEST
SPECIMENS
REQUIRED
REDUCED SECTION TENSION SPECIMEN
..
-- .---- DISCARD THIS PIECE
SIDE BEND SPECIMEN
t:: - -
:::::I
--
SIDE BEND SPECIMEN
I
=~
DISCARD THIS PIECE
- --I I I---- SIDE BE
ECIMEN
~==
0
en
0
»
:0
\-- 7 in [180 mm]
--I--
7 in [180 mm]-l
0
DISCARD THIS PIECE
~ 7 in [180 mm]
--I--
7 in [180 mm]
--l
(2) TRANSVERSE BEND SPECIMENS
(1) LONGITUDINAL BEND SPECIMENS
Notes:
1. The groove configuration shown is for illustration only. The groove shape tested shall conform to the production groove shape that is
being qualified.
2. When CVN tests are required, the specimens shall be removed from their locations, as shown in Figure 4.40.
3. All dimensions are minimum.
Figure 4.10-Location of Test Specimens on Welded Test Plate
Over 3/8 in [10 mm] Thick-WPS Qualification (see 4.8)
Ii. "
.•.....
,v:
163
AWS D1.1/D1.1 M:2008
CLAUSE 4. QUALIFICATION
/r----«
..--DIRECTION OF ROLLING
CJP
I
(OPTIONAL)~
(
CJP
"-DIRECTION OF ROLLING (OPTIONAL)....
---,
T6in
[150 mm]
-.L
2 in [50 mm]
T6in
r - - oen
LONGITUDINAL FACE BEND SPECIMEN
I
I
===1
===J
~
---1
I
I
T
2 in [50 mm]
T
6in
[150 mm]
-.L
~
=
L-
:D
20 in
FACE BEND SPECIMEN
en
o
rrIIhT =
[510mm]
or 26 in
[660mm]
WHEN
CVNTEST
SPECIMENS
REQUIRED
CVN TEST SPECIMENS
(IF REQUIRED)
I
= lW..L =
ROOT BEND SPECIMEN
I
==j
o
~
:D
REDUCED SECTION TENSION SPECIMEN
t::==
:t:::==- Io
REDUCED SECTION TENSION SPECIMEN
I
I
LONGITUDINAL ROOT BEND SPECIMEN
-==BI==-==.=====111===
FACE BEND SPECIMEN
en
LONGITUDIN~L FACE BE~D SPECIMEN
==='
===1
==-J
1
ROOT BEND SPECIMEN
CVN TEST SPECIMENS
(IF REQUIRED)
+
NSION SPECIMEN
o
o
REDUCED SECTION TENSION SPECIMEN
T+
[11:
REDUCED SECTI
==181==
==.==
:1:::==
F==
:D
[150 mm]
30 in
[750m]
or36in
6in
[910 mm] [150
]
WHEN
mm
CVNTEST
SPECIMENS
REQUIRED 6 in
PIECE
DISCARD THIS PIECE
7 in [180 mm]
-I--
7 in [180 mm]
-l
DISCARD THIS PIECE
I-
7 in [180 mm]---/- 7 in [180 mm]
--l
(1) LONGITUDINAL BEND SPECIMENS
(2) TRANSVERSE BEND SPECIMENS
Notes:
1. The groove configuration shown is for illustration only. The groove shape tested shall conform to the production groove shape that is
being qualified.
2. When CVN tests are required, the specimens shall be removed from their locations, as shown in Figure 4.40.
3. All dimensions are minimum.
4. For 3/8 in [10 mm] plate, a side-bend test may be substituted for each of the required face- and root-bend tests. See Figure 4.10(2) for
plate length and location of specimens.
Figure 4.11-Location of Test Specimens on Welded Test Plate
3/8 in [10 mm] Thick and Under-WPS Qualification (see 4.8)
164
AWS D1.1/D1.1M:2008
•
CLAUSE 4. QUALIFICATION
rI1 r
1 r
F-TI
3/8 in
3/8 i n i
[~?~-;-~:. .-" .-\~-i.-Jfl-~. .:~-~o_:-.m. :.] ~ i ~r mm]
to
I..I
I -I
-I
6 in [150 mm] MIN.
! - FACE
BEND
3/8 in [10 mm] TEST PLATE
3/8 in
[10 mm]
!-ROOT
BEND
TEST PLATE OVER
3/8 in [10 mm] THICK
(1) LONGITUDINAL BEND SPECIMEN
1_
6 in [150mm] MIN.
(See Note a)
~
...---.. . .-LI
.-
"o~
..
1
-r
lrjADIUS
1/8 in [3 mm] MAX.
~
'310·
I1
~
.
t
L MATERIAL TO BE REMOVED
FOR CLEANUP
[10mm]
3/8 in-.J
[10 mm]
FACE BEND SPECIMEN
..I
6 in [150 mm] MIN.
(See Note a) - - -
~
---r
(PLATE)
~~~~~ml ~I~
Note b
MATERIAL TO BE REMOVED
L.!0_R C_LEAN_UP _
_
_
in~1-
t-.l
_
(PIPE)
~~~f~:ii
--_-....I~
t
]
w£ "me e I~ ~ p~o ~m~t~,"
b
1_
01
1
3/8
[10 mm]
/lTIf
(PLATE)
1"'----N-ot-e-c-.j'.......l"iiS'B,..:V'------3.....
(PIPE)
[10 mm]
ROOT BEND SPECIMEN
(2) TRANSVERSE BEND SPECIMEN
Dimensions
Test Specimen Width, W
in [mm]
Test Weldment
Plate
Test pipe or tube
:s; 4 in [100 mm] in diameter
1-1/2 [40]
1 [25]
Test pipe or tube
> 4 in [100 mm] in diameter
1-1/2 [40]
a A longer specimen length may be necessary when using a wraparound type bending fixture or when testing steel with a yield strength
of 90 ksi [620 MPa] or more.
bThese edges may be thermal-cut and mayor may not be machined.
"The weld reinforcement and backing, if any, shall be removed flush with the surface of the specimen (see 5.24.4.1 and 5.24.4.2). If a
recessed backing is used, this surface may be machined to a depth not exceeding the depth of the recess to remove the backing; in
such a case, the thickness of the finished specimen shall be that specified above. Cut surfaces shall be smooth and parallel.
Notes:
1. T = plate or pipe thickness.
( . 2. When the thickness of the test plate is less than 3/8 in [10 mm], the nominal thickness shall be used for face and root bends.
Figure 4.12-Face and Root Bend Specimens (see 4.8.3.1)
165
AWS D1.1/D1.1 M:2008
CLAUSE 4. QUALIFICATION
6 in [150 mm]
(Note a)
+------
r-----I--_-_---i~ ~~8~~]
IF THERMAL-CUT, ALLOW
NOT LESS THAN 1/8 in [3 mm]
TO BE MACHINED FROM EDGES
3/8 in
[10 mm]
l 1 / 8 in
[3 mm]
6GR SPECIMEN
r------,
;".,..
... "'",------.,
f
-----,- tc
T
t
MACHINE THE MINIMUM AMOUNT
NEEDED TO OBTAIN PLANE PARALLEL
FACES (OPTIONAL)
WHEN t EXCEEDS 1-1/2 in [38 mm],
CUT ALONG THIS LINE. EDGE MAY
BE THERMAL CUT.
T, in
t, in
3/8 to 1-1/2
> 1-1/2
t
t, mm
10 to 38
> 38
t
(Note b)
T, mm
t
(Note b)
a A longer specimen length may be necessary when using a wraparound-type bending fixture or when testing steel with a yield strength
of 90 ksi [620 MPa] or more.
bFor plates over 1-1/2 in [38 mm] thick, the specimen shall be cut into approximately equal strips with T between 3/4 in [20 mm] and
1-1/2 in [38 mm] and test each strip.
Ct =.plate or pipe thickness.
Figure 4.13-Side Bend Specimens (see 4.8.3.1)
166
4
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
MACHINE WELD REINFORCEMENT
FLUSH WITH BASE METAL
THESE EDGES MAY
PLATE
BE THERMAL CUT ~A;l
1/4 in
1/4 in
[6 mm]
[6 mm]
t
I" =1
----
----
I ;HI~ SECTION I
~MACHINED~
EDGE OF WIDEST
FACE OF WELD
PREFERABLY BY MILLING
...- - - - -
L - - - - -..
MACHINE THE MINIMUM AMOUNT
NEEDED TO OBTAIN PLANE PARALLEL
FACES OVER THE REDUCED SECTION
6GR SPECIMEN
1
Dimensions in inches [mm]
Test Plate Nominal Thickness, Tp
Ie
Tp ~ 1 in
[25mm]
A-Length of reduced section
1 in [25 mm]
< Tp < 1-1/2 in
[38mm]
Tp 2: 1-1/2 in
[38mm]
Test Pipe
2 in [50 mm] &
3in [75 mm]
Diameter
6 in [150 mm] &
8 in [200mm]
Diameter or
Larger Job Size
Pipe
Widest face of weld + 1/2 in [12 mm],
2-1/4 in [60 mm] min.
Widest face of weld + 1/2 in
[12 mm], 2-1/4 in [60 mm] min.
As required by testing equipment
As required by testing equipment
L-Overalilength, min a
W-Width of reduced sectionb,c
3/4 in [20 mm]
min.
3/4 in [20 mm]
min.
3/4 in [20 mm]
min.
1/2 ± 0.01
(12 ± 0.025)
3/4 in [20 mm]
min.
C-Width of grip sectionc,d
W + 1/2 in
[12 mm] min.
W + 1/2 in
[12 mm] min.
W + 1/2 in
[12 mm] min.
W + 1/2 in
[12 mm] min.
W + 1/2 in
[12 mm] min.
Tp
Tp
Tp/n
(Note !l
1/2 in [12 mm]
1/2 in [12 mm]
1/2 in [12 mm]
t-Specimen thicknesse,f
r-Radius of fillet, min.
Maximum possible with plane
parallel faces within length A
1 in [25 mm]
1 in [25 mm]
a It is desirable, if possible, to make the length of the grip section large enough to allow the specimen to extend into the grips a distance
equal to two-thirds or more of the length of the grips.
bThe ends of the reduced section shall not differ in width by more than 0.004 in [0.102 mm]. Also, there may be a gradual decrease in
width from the ends to the center, but the width of either end shall not be more than 0.015 in [0.381 mm] larger than the width at the
center.
c Narrower widths (Wand C) may be used when necessary. In such cases, the width of the reduced section should be as large as the
width of the material being tested allows. If the width of the material is less than W, the sides may be parallel throughout the length of
the specimen.
dFor standard plate-type specimens, the ends of the specimen shall be symmetrical with the center line of the reduced section within
1/4 in [6 mm].
eThe dimension t is the thickness of the specimen as provided for in the applicable material specifications. The minimum nominal
thickness of 1-1/2 in [38 mm] wide specimens shall be 3/16 in [5 mm] except as allowed by the product specification.
f For plates over 1-1/2 in [38 mm] thick, specimens may be cut into approximately equal strips. Each strip shall be at least 3/4 in [20 mm]
thick. The test results of each strip shall meet the minimum requirements.
Note: Due to limited capacity of some tensile testing machines, alternate specimen dimensions for Table 4.9 steels may be used when
approved by the Engineer.
Figure 4.14-Reduced-Section Tension Specimens (see 4.8.3.4)
167
AWS D1.1/D1.1 M:2008
CLAUSE 4. QUALIFICATION
TAPPED HOLE TO SUIT
TESTING MACHINE
AS REQUIRED
l
1-1/8 in.
[28.6 mm
1/4
6-3/4 in.
[171.4 mm]
;0]
[6.4 mm]
HARDENED
ROLLERS
1-1/2 in. [38.1 mm]
IN DIAMETER MAY
BE SUBSTITUTED
FOR JIG
SHOULDERS
DIE
MEMBER
------------4
Specified or Actual Base Metal Yield Strength
50 ksi [345 MPa] & under
over 50 ksi [345 MPa] to 90 ksi [620 MPa]
90 ksi [620 MPa] & over
A B C
in [mm]
in [mm]
in [mm]
D
in
[mm]
1-1/2 [38.1]
3/4 [19.0]
2-3/8 [60.3]
1-3/16 [30.2]
2 [50.8]
1 [25.4]
2-7/8 [73.0]
1-7/16 [36.6]
2-1/2 [63.5]
1-1/4 [31.8]
3-3/8 [85.7]
1-11/16 [42.9]
Note: Plunger and interior die surfaces shall be machine-finished.
Figure 4.15-Guided Bend Test Jig (see 4.8.3)
168
AWS D1.1/D1.1M:2008
CLAUSE 4. QUALIFICATION
•
ROLLER ANY
DIAMETER
Specified or Actual
Base Metal Yield Strength, ksi [MPa]
50 [345] & under
over 50 [345] to 90 [620]
A
in
B
in
A
B
mm
mm
1-1/2
3/4
38.1
19.0
50.8
25.4
63.5
31.8
2
90 [620] over
2-1/2
1-1/4
Figure 4.16-Alternative Wraparound Guided Bend Test Jig (see 4.8.3)
'•
<•...
''I;,
B = A/2
~C~
Specified or Actual
Base Metal Yield Strength, ksi [MPa]
50 [345] & under
over 50 [345] to 90 [620]
90 [620] & over
~RMIN.
A
in
B
in
C
in
A
B
C
mm
mm
mm
1-112
3/4
2-3/8
38.1
19.0
60.3
2
1
2-7/8
50.8
25.4
73.0
3-3/8
63.5
31.8
85.7
2-112
1-1/4
Figure 4.17-Alternative Roller-Equipped Guided Bend Test Jig
for Bottom Ejection of Test Specimen (see 4.8.3)
169
AWS D1.1/D1.1 M:2008
CLAUSE 4. QUALIFICATION
-
------ - - -
---
1----- G
---.--
-----<~
Dimensions in inches
Small-Size Specimens Proportional to Standard
Standard Specimen
0.500 in Round
0.350 in Round
0.250 in Round
G-Gage length
2.000 ± 0.005
1.400 ± 0.005
1.000 ± 0.005
D-Diameter (Note a)
0.500 ± 0.010
0.350 ± 0.007
0.250 ± 0.005
r-Radius of fillet, min.
3/8
1/4
3/16
2-1/4
1-3/4
1-1/4
Nominal Diameter
A-Length of reduced section
(Note b), min.
Dimensions (metric version per ASTM E 8M)
Standard Specimen
Small-Size Specimens Proportional to Standard
12.5 mm Round
9 mm Round
6 mm Round
G-Gage length
62.5 ± 0.1
45.0 ± 0.1
30.0 ± 0.1
D-Diameter (Note a), mm
12.5 ± 0.2
9.0 ± 0.1
6.0 ± 0.1
r-Radius of fillet, mm, min.
10
8
6
A-Length of reduced section, mm
(Note b), min.
75
54
36
Nominal Diameter
a The
reduced section may have a gradual taper from the ends toward the center, with the ends not more than 1% larger in diameter than
the center (controlling dimension).
b If desired, the length of the reduced section may be increased to accommodate an extensometer of any convenient gage length. Reference
marks for the measurement of elongation should be spaced at the indicated gage length.
Note: The gage length and fillets shall be as shown, but the ends may be of any form to fit the holders of the testing machine in such a
way that the load shall be axial. If the ends are to be held in wedge grips, it is desirable, if possible, to make the length of the grip section
great enough to allow the specimen to extend into the grips a distance equal to two-thirds or more of the length of the grips.
Figure 4.18-All-Weld-Metal Tension Specimen (see 4.8.3.6)
170
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CLAUSE 4. QUALIFICATION
•
6 in [150 mm] MIN.
Y
W1 = MAXIMUM SINGLE
PASS FILLET WELD
USED IN
CONSTRUCTION
W2 = MINIMUM MULTIPLE
PASS FILLET WELD
USED IN
CONSTRUCTION
MACROETCH TEST
SPECIMEN
•
E
INCHES
MILLIMETERS
Weld
Size
T1 min.
T2min.
Weld
Size
1/8
1/4
3/16
3
6
5
3/16
1/2
3/16
5
12
5
1/4
3/4
1/4
6
20
6
T1 min.
T2 min.
5/16
5/16
8
25
8
3/8
3/8
10
25
10
1/2
1/2
12
25
12
5/8
5/8
16
25
16
3/4
3/4
20
25
20
>20
25
25
> 3/4
1
Note: Where the maximum plate thickness used in production is less than the value shown above, the maximum
thickness of the production pieces may be substituted for T1 and T2.
Figure 4.19-Fillet Weld Soundness Tests for WPS Qualification (see 4.11.2)
171
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
l
If-3in
(n---r-r--< t = MAXIMUM
FILLET SIZE
3in
[75mm]
J_
START AND STOP
OF WELD
DETAIL A-PIPE TO PIPE ASSEMBLY
MACROETCH ONE
FACE OF CUT-TYPICAL
MACROETCH TEST SPECIMEN
Notes:
1. See Table 4.1 for position requirements.
2. Pipe shall be of sufficient thickness to prevent melt-through.
TOP
1F ROTATED, 2F, 2F ROTATED
4F AND 5F
LOCATION OF TEST SPECIMENS ON WELDED PIPE - WPS QUALIFICATION
(A---r-r--( t
= MAXIMUM
FILLET SIZE
l
2 in
LL,.m_]---------------f/"-.
L
TMAX .
T = WALL THICKNESS
START
AND STOP
OF WELD
. DETAIL B-PIPE TO PLATE ASSEMBLY
MACROETCH ONE FACE
OF CUT-TYPICAL
MACROETCH TEST SPECIMEN
Notes:
1. See Table 4.1 for position requirements.
2. Pipe shall be of sufficient thickness to prevent melt-through.
3. All dimensions are minimums.
Figure 4.2o-Pipe Fillet Weld Soundness Test-WPS Qualification (see 4.11.2)
172
AWS 01.1/01.1 M:2008
•
CLAUSE 4. QUALIFICATION
SIDE BEND
SPECIMEN
SIDE BEND
SPECIMEN
DIRECTION OF
ROLLING OPTIONAL
~
5 in [125 mmj MIN
aThe backing thickness shall be 1/4 in [6 mmj min. to 3/8 in [10 mmj max.; backing width shall be 3 in [75 mmj min. when not removed for
RT, otherwise 1 in [25 mmj min.
Note: When RT is used, no tack welds shall be in test area.
•
Figure 4.21-Test Plate for Unlimited Thickness-Welder Qualification (see 4.23.1)
aThe backing thickness shall be 3/8 in [10 mmj min. to 1/2 in [12 mmj max.; backing width shall be 3 in [75 mmj min. when not removed
for RT, otherwise 1-1/2 in [40 mmj min.
Notes:
1. When RT is used, no tack welds shall be in test area.
2. The joint configuration of a qualified WPS may be used in lieu of the groove configuration shown here.
•
Figure 4.22-Test Plate for Unlimited Thickness-Welding Operator Qualification (see 4.23.2)
173
CLAUSE 4. QUALIFICATION
AWS 01.1/01.1 M:2008
.....--- DIRECTION OF ROLLING (OPTIONAL)--------.-
SIDE BEND SPECIMEN
WELD METAL TENSION SPECIMEN
10 in
[250 mm]
MIN.
SIDE BEND SPECIMEN
LI3'"
I
[75 mm] M I N . +
J
3/8in
[10 mm]
MIN.
Figure 4.23-Location of Test Specimen on Welded Test Plate 1 in [25 mm] ThickConsumables Verification for Fillet Weld WPS Qualification (see 4.11.3)
174
AWS D1.1/D1.1 M:2008
•
CLAUSE 4. QUALIFICATION
\00
0
7
_
{=j L.----~
-l I--
1/8 in [3 mm]
MAX.
+
~
[3 mm]
MAX.
(A) WELDER QUALIFICATION WITHOUT BACKING
(B) WELDER QUALIFICATION WITH BACKING
Note: T = qualification pipe or box tube wall thickness
Figure 4.24-Tubular Butt Joint-Welder Qualification
with and without Backing (see 4.26)
ex = PRODUCTION
ii
I
ex =
GROOVE ANGLE
(60 0 RECOMMENDED)
"
~
PRODUCTION
GROOVE ANGLE
(60 0 RECOMMENDED)
ex
{
\ /
j(
-l I--
1/8 in [3 mm]
MAX.
~t
~3mm]
{
MAX.
(A) WPS QUALIFICATION WITHOUT BACKING
(B) WPS QUALIFICATION WITH BACKING
Note: T = qualification pipe or box tube wall thickness.
Figure 4.25-Tubular Butt Joint-WPS Qualification with and without Backing
(see 4.12.1 and 4.12.2)
••..i.'
•~i"
175
AWS D1.1/D1.1M:2008
CLAUSE 4. QUALIFICATION
in
5/8
[16mm]MI~
_ _ _
---
-r~
Gin
~
BACKUP WELD AREA
(GROOVE WIDTH
IS LESS THAN
D1MENSIONW
[TABLE 3.6])
[25 mm] MIN.
DETAIL A
SOUND THEORETICAL WELD
Figure 4.26-Acute Angle Heel Test (Restraints not Shown) (see 4.12.4.2)
176
AWS 01.1/01.1M:2008
CLAUSE 4. QUALIFICATION
6in
[150 mm] MIN.
RESTRICTION RING
6in
[150 mm] MIN.
NOMINAL------'-,.--~~~~~
MINIMUM
TEST PIPE 0.0. = 6 in [150 mm]; """'NO LIMIT FOR BOX TUBES
"""'-
v7
0-1/16in~m]
[12mmi~~
•
/
/
/
SAME 0.0. AS TEST PIPE
OR SAME SIZE AS TEST
BOX TUBING
//
Figure 4.27-Test Joint for T-, Y-, and K-Connections without Backing on Pipe or Box
Tubing (~6 in [150 mm] O.D.)-Welder and WPS Qualification (see 4.12.4.1 and 4.26)
177
CLAUSE 4. QUALIFICATION
AWS 01.1/01.1 M:2008
6 in
[150 mm] MIN.
RESTRICTION RING
6 in
[150 mm] MIN.
----'-:--~~~,~ /
NOMINAL TEST PIPE
0.0. < 4 in [100 mm];
NO LIMIT FOR BOX TUBES
"'"'-
O-1/16in~[0-2mm]/
0.203 in
[5.16 mm] MIN.
<X
/
SAME 0.0. AS TEST PIPE
OR SAME SIZE AS TEST
BOX TUBING
/
/
/
Figure 4.28-Test Joint for T-, Y-, and K-Connections without Backing on Pipe or Box
Tubing «4 in [100 mm] O.D.)-Welder and WPS Qualification (see 4.12.4.1 and 4.26)
178
~
,
AWS D1.1/D1.1 M:2008
•
CLAUSE 4. QUALIFICATION
MACROETCH TEST
SPECIMEN LOCATION.;;r-r___
,--~r-,
3 in ~
[75 mm] MIN. ~
37-1~~111~
~
6in
[150mm]MIN.~
3/8 in
[10 mm] MIN.
-<
0-1/16in~
[0-2mm]
MACROETCH
TEST SPECIMEN
LOCATIONS
x:
;
6 in [150 mm] MIN
Figure 4.29-Corner Macroetch Test Joint for T., Y·, and K·Connections without Backing on
Box Tubing for CJP Groove Welds-Welder and WPS Qualification (see 4.12.4.1 and 4.26)
•
179
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
DIRECTION
OF ROLLING
OPTIONAL
r
6in
[150 mm) MIN.
..........-........--.:---''----{ (Note a)
SIDE BEND SPECIMEN
SIDE BEND SPECIMEN
a When RT is used, no tack welds shall be in test area.
bThe backing thickness shall be 1/4 in [6 mm) min. to 3/8 in [10 mm) max.; backing width shall be 3 in [75 mm) min. when not removed for
RT, otherwise 1 in [25 mm) min.
Figure 4.3O-0ptional Test Plate for Unlimited ThicknessHorizontal Position-Welder Qualification (see 4.23.1)
180
AWS D1.1/D~.1 M:2008
•
CLAUSE 4. QUALIFICATION
ROOT BEND
SPECIMENQ
(Note a)
FACE BEND
DIRECTION OF
ROLLING OPTIONAL
~
7 in [180 mm] MIN.
a When RT is used, no tack welds shall be in test area.
bThe backing thickness shall be 1/4 in [6 mm] min. to 3/8 in [10 mm] max.; backing width shall be 3 in [75 mm] min. when not removed for
RT, otherwise 1 in [25 mm] min.
e For 3/8 in [10 mm] plate, a side-bend test may be substituted for each of the required face- and root-bend tests.
•
Figure 4.31-Test Plate for Limited Thickness-All PositionsWelder Qualification (see 4.23.1)
•
181
CLAUSE 4. QUALIFICATION
AWS 01.1/01.1 M:2008
DIRECTION
OF ROLLING
OPTIONAL
r
6in
[150 mm] MIN.
(Note a)
ROOT BEND SPECIMENl<
a When RT is used, no tack welds shall be in test area.
bThe backing thickness shall be 1/4 in [6 mm] min. to 3/8 in [10 mm] max.; backing width shall be 3 in [75 mm] min. when not removed for
RT, otherwise 1 in [25 mm] min.
e For 3/8 in [10 mm] plate, a side-bend test may be substituted for each of the required face- and root-bend tests.
Figure 4.32-0ptional Test Plate for Limited Thickness-Horizontal
Position-Welder Qualification (see 4.23.1)
182
AWS 01.1/01.1 M:2008
•
CLAUSE 4. QUALIFICATION
DIRECTION OF ROLLING
(OPTIONAL) ------1.~
.....
..1 - - - - -
~1-1/2 in [40 mm]
~'1"125mml
ROOT BEND SPECIMEN
- - - - - ~--+t<t
~';"[25mml
ROOT BEND SPECIMEN
L
1-1/2 in [40 mm]
THESE EDGES MAY BE THERMAL-CUT AND
MAY OR MAY NOT BE MACHINED.
t
1-112 in
[40mm]
*
I
~3;"~
15/16 in.[24 mm]-j
~ 3In~
[75 mm] MIN.
[75 mm] MIN.
THE PORTION BETWEEN FILLET WELDS
MAY BE WELDED IN ANY POSITION.
13/8 in [10 mm]
-f
RADIUS 1/8 in
[3mm] MAX.
r--------
MAXIMUM SIZE SINGLE
L.. PASS FILLET WELD 3/8 in [10 mm]
-
-
-
-
~
AT LEAST 3/8 x 2 in [10 x 50 mm]IF RT IS USED,
THEN USE AT LEAST 3/8 x 3 in [10 x 75 mm] BACKING.
THE BACKING SHALL BE IN INTIMATE
CONTACT WITH THE BASE METAL
THE WELD REINFORCEMENT AND THE BACKING SHALL
BE REMOVED FLUSH WITH THE BASE METAL (SEE 5.24.4.1).
THERMAL CUTTING MAY BE USED FOR THE REMOVAL OF
THE MAJOR PART OF THE BACKING. PROVIDED AT LEAST
1/8 in [3 mm] OF ITS THICKNESS IS LEFT TO BE REMOVED
BY MACHINING OR GRINDING.
a L = 7 in [175 mm] min. (welder), L = 15 in [380 mm] min. (welding operator).
Figure 4.33-Fillet Weld Root Bend Test Plate-Welder or Welding
Operator Qualification-Option 2 (see 4.28 or 4.25)
183
CLAUSE 4. QUALIFICATION
AWS D1.1 /D1.1 M:2008
FACE BEND
SIDE BEND
4
ROOT OR
SIDE BEND
FACE OR
SIDE BEND
SIDE
BEND
ROOT BEND
PIPE WALL 3/8 in [10 mm]
AND UNDER (Note a)
PIPE WALL OVER 3/8 in [10 mm]
ALL WALL THICKNESSES
SPECIMENS FOR 1G AND 2G POSITIONS
r---
TOP OF PIPE FOR
5G, 6G, AND 6GR - - ,
POSITIONS
TOP OF TUBING FOR
5G, 6G, AND 6GR
POSITIONS
FACE OR
SIDE BEND
FACE
BEND
SIDE
BEND
SIDE
BEND
FACE BEND
PIPE WALL 3/8 in [10 mm]
AND UNDER (Note a)
ROOT BEND
SIDE BEND
PIPE WALL OVER 3/8 in [10 mm]
ROOT OR
SIDE BEND
ALL WALL THICKNESSES
SPECIMENS FOR 5G, 6G, AND 6GR POSITIONS
a For 3/8 in [10 mm] wall thickness, a side-bend test may be substituted for each of the required face- and root-bend tests.
Figure 4.34-Location of Test Specimens on Welded Test Pipe and
Box Tubing-Welder Qualification (see 4.19.1.2)
184
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
•
FORCE
Figure 4.35-Method of Rupturing Specimen-Tack Welder Qualification (see 4.31)
DIRECTION OF ROLLING
(OPTIONAL) - - - - I..
~
.......1 - - - - -
'.
~.
SIDE BEND SPECIMEN
-f
4in
--+ [4dJ
[100 mm]
:;;m]
MIN. C
4 in
[100 mm]
SIDE BEND SPECIMEN
-~
a Root opening "R" established by WPS.
bT = maximum to be welded in construction but need not exceed 1-1/2 in [38 mm].
I.?··· C Extensions need not be used if joint is of sufficient length to provide 17 in [430 mm] of sound weld.
\~
.
Figure 4.36-Butt Joint for Welding Operator Qualification-ESW and EGW (see 4.23.2)
185
CLAUSE 4. QUALIFICATION
r~
FILLET WELD
BREAK
SPECIMEN
AWS D1.1/D1.1 M:2008
3 In [75 mm] MIN
DISCARD
1/2 in
N
['2mm
4 in
[100 mm] MIN.
&
1/2in~
[12mm]
MIN.
<
4'
In
[100 mm] MIN.
L
/V"
~
V
\
~ ""-
MACROETCH SPECIMEN
(ETCH INTERIOR FACE)b
~
La
~ STOP AND RESTART
WELDING NEAR CENTER
CUTLINE
a L = 8 in [200 mm] min. welder, 15 in [380 mm] min. (welding operator).
bEither end may be used for the required macroetch specimen, The other end may be discarded.
Figure 4.37-Fillet Weld Break and Macroetch Test Plate-Welder or
Welding Operator Qualification-Option 1 (see 4.28 or 4.25)
186
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
r - - - - - - - - - - , _ _L
3/8 in [10 mm]
r
MACROETCH TEST
SPECIMEN
l 3 / 8 in [10 mm] MIN.
r-----------
1
I
MACROETCH
SPECIMEN
(ETCH INTERIOR
FACE)
•
-1
I
I
I
I
I
I
I
I
CUTLINE --~I
~
Ll
(Note a)
L2
(Note a)
WELD
l_ ----- t-----~-I
I-
Ll
(Note a)
L2
(Note a)
~I
.1
PLUG WELD TEST PLATE
(MACROETCH BOTH INTERIOR FACES)
aLl = 2 in [50 mm] min. (welder), 3 in [75 mm] min. (welding operator);
L2 = 3 in [75 mm] min. (welder), 5 in [125 mm] min. (welding operator).
Figure 4.38-Plug Weld Macroetch Test Plate-Welder or Welding Operator
Qualification (see 4.14) and WPS Qualification (see 4.29)
187
AWS 01.1/01.1 M:2008
CLAUSE 4. QUALIFICATION
r-I
4in [100mm]
1/2 in [12 mm]
1/2 in
[12 mm]
~
-j
r-
r--
LI
4 in
1
[1~O mm]
h5~m-n
I
I
4in
[10[.. . __,. . __
---1
1/2in-J
[12mm]
~
Figure 4.39-Fillet Weld Break Specimen-Tack Welder Qualification (see 4.19.2)
188
AWS D1.1/D1.1 M:2008
•
<t
CLAUSE 4. QUALIFICATION
rr--;m;---~~T::;1/2in
------c:=---~=--~
t
.L
I
,,
~r-Hl-~-r-'-- ~ -:...1
SINGLE V-GROOVE: BUTT JOINT,
CORNER JOINT (ALL TYPES)
T/4
(MIN.)
T> 1/2 in
[12 mm]
_
T/4
1
1.._--
[12mm]
(MIN.)
<t--+-- -'-\:----:__-+....:::C"-/.::D
L
,,- - ,
,---'-iHH--+--:,- -
:--I
I
T/4
(MIN.)
ANYT
DOUBLE V-GROOVE: BUTT JOINT,
CORNER JOINT (ALL TYPES)
1-1- - -
T/4
(MIN.)
•
-+-----.---"'--r\--ttt--+-~---.-~~
21
T::; 1/2 in
[12mm]
SINGLE BEVEL GROOVE: BUTT JOINT,
T-JOINT, CORNER JOINT
<t--t--'-<t
T> 1/2 in
[1/2 mm]
DOUBLE BEVEL GROOVE: BUTT JOINT,
T-JOINT, CORNER JOINT (ALL TYPES)
--'-~r------'--L.I T> 1/2 in
[1/2 mm]
A = CENTERLINE OF WELD ON SPECIMEN CENTERLINE
C = HAZ i+ 1 mm FROM FUSION LINE}
D = HAZ i+5 mm FROM FUSION LINE}
Figure 4.40-CVN Test Specimen Locations (see 4.34.1)
189
AWS D1.1/D1.1 M:2008
...
This page is intentionally blank.
190
..
AWS D1.1/D1.1 M:2008
5. Fabrication
5.3 Welding Consumables and
Electrode Requirements
5.1 Scope
All applicable provisions of this section shall be observed in the fabrication and erection of welded assemblies and structures produced by any process acceptable
under this code (see 3.2 and 4.15).
5.3.1 General
5.3.1.1 Certification for Electrodes or ElectrodeFlux Combinations. When requested by the Engineer,
the Contractor or fabricator shall furnish 'certification
that the electrode or electrode-flux combination conforms to the requirements of the classification.
5.2 Base Metal
5.3.1.2 Suitability of Classification. The classification and size of electrode, arc length, voltage, and amperage shall be suited to the thickness of the material, type
of groove, welding positions, and other circumstance's attending the work. Welding current shall be within the
range recommended by the electrode manufacturer.
5.2.1 Specified Base Metal. The contract documents
shall designate the specification and classification of
base metal to be used. When welding is involved in the
structure, approved base metals, listed in Table 3.1 or
Table 4.9, should be used wherever possible.
5.2.2 Base Metal for Weld Tabs, Backing, and Spacers
5.2.2.1 Weld Tabs. Weld tabs used in welding shall
conform to the following requirements:
(1) When used in welding with an approved steel
listed in Table 3.1 or Table 4.9, they may be any of the
steels listed in Table 3.1 or Table 4.9.
(2) When used in welding with a steel qualified in
conformance with 4.7.3 they may be:
-
5.3.1.3 Shielding Gas. A gas or gas mixture used for
shielding shall conform to the requirements of AWS
A5.32, Specification for 'YVelding Shielding Gases. When
requested by the Engineer, the Contractor or fabricator
shall furnish the gas manufacturer's certification that the
gas or gas mixture conforms to the dew point requirements of AWS A5.32. When mixed at the welding site,
suitable meters ~hall be used for proportioning the gases.
Percentage of gases shall conform to the requirements of
'the WPS.
5.3.1.4 Storage. Welding con~umables that have been
removed from the original package shall be protected and
stored so that the welding properties are not affected.
(a) The steel qualified, or
(b) Any steel listed in Table 3.1 or Table 4.9
5.3.1.5 Condition. Electrodes shall be dry and in
suitable condition for use.
5.2.2.2 Backing. Steel for backing shall conform to
the requirements of 5.2.2.1 or ASTM A 109 T3 and T4,
except that 100 ksi [690 MPa] minimum yield strength
steel as backing shall be used only with 100 ksi
[690 MPa] minimum yield strength steels.
'..".-
....•.
t ..
5.3.2 SMAW Electrodes. Electrodes for SMAW shall
conform to the requirements of the latest edition of AWS
A5.lIA5.1M, Specification for Carbon Steel Electrodes
for Shielded Metal Arc Welding, or to the requirements
of AWS A5.5/A5.5M, Specification for Low-Alloy Steel
Electrodes for Shielded Metal Arc Welding.
5.2.2.3 Spacers. Spacers shall be of the same material
as the base metal.
.
191
AWS D1.1/D1.1 M:2008
CLAUSE 5. FABRICATION
hour at temperatures between 700°F and 800°F [370°C
and 430°C].
5.3.2.1 Low-Hydrogen Electrode Storage Conditions. All electrodes having low-hydrogen coverings conforming to AWS A5.1 and AWS A5.5 shall be purchased
in hermetically sealed containers or shall be baked by the
user in conformance with 5.3.2.4 prior to use. Immediately after opening the hermetically sealed container,
electrodes shall be stored in ovens held at a temperature
of at least 250°F [120°C]. Electrodes shall be rebaked no
more than once. Electrodes that have been wet shall not
be used.
All electrodes shall be placed in a suitable oven at a temperature not exceeding one half the final baking temperature for a minimum of one half hour prior to increasing
the oven temperature to the final baking temperature.
Final baking time shall start after the oven reaches final
baking temperature.
•
5.3.2.5 Electrode Restrictions for ASTM A 514 or
A 517 Steels. When used for welding ASTM A 514 or
A 517 steels, electrodes of any classification lower than
E100XX-X, except for E7018M and E70XXH4R, shall
be baked at least one hour at temperatures between
700°F and 800°F [370°C and 430°C] before being used,
whether furnished in hermetically sealed containers or
otherwise.
5.3.2.2 Approved Atmospheric Time Periods. Mter
hermetically sealed containers are opened or after electrodes are removed from baking or storage ovens, the
electrode exposure to the atmosphere shall not exceed the
values shown in column A, Table 5.1, for the specific
electrode classification with optional supplemental designators, where applicable. Electrodes exposed to the atmosphere for periods less than those allowed by column A,
Table 5.1 may be returned to a holding oven maintained
at 250°F [120°C] min.; after a minimum hold period of
four hours at 250°F [120°C] min. the electrodes may be
reissued.
5.3.3 SAW Electrodes and Fluxes. SAW may be performed with one or more single electrodes, one or more
parallel electrodes, or combinations of single and parallel
electrodes. The spacing between arcs shall be such that
the slag cover over the weld metal produced by a leading
arc does not cool sufficiently to prevent the proper weld
deposit of a follo.,}Ving electrode. SAW with multiple
electrodes may be used for any groove or fillet weld
pass.
5.3.2.3 Alternative Atmospheric Exposure Time
Periods Established by Tests. The alternative exposure
time values shown in column B in Table 5.1 may be used
provided testing establishes the maximum allowable time.
The testing shall be performed in conformance with AWS
A5.5, subclause 3.10, for each electrode classification and
each electrode manufacturer. Such tests shall establish
that the maximum moisture content values of AWS A5.5
(Table 9) are not exceeded. Additionally, E70XX or
E70XX-X (AWS A5.1 or A5.5) low-hydrogen electrode
coverings shall be limited to a maximum moisture content
not exceeding 0.4% by weight. These electrodes shall not
be used at relative humidity-temperature combinations
that exceed either the relative humidity or moisture content in the air that prevailed during the testing program.
5.3.3.1 Electrode-Flux Combination Requirements. The bare electrodes and flux used in combination
for SAW of steels shall conform to the requirements in
the latest edition of AWS A5.17, Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc
Welding, or to the requirements of the latest edition of
AWS A5.23, Specification for Low Alloy Steel Electrodes and Fluxes for Submerged Arc Welding.
•
5.3.3.2 Condition of Flux. Flux used for SAW shall
be dry and free of contamination from dirt, mill scale, or
other foreign material. All flux shall be purchased in
packages that can be stored, under normal conditions, for
at least six months without such storage affecting its
welding characteristics or weld properties. Flux from
damaged packages shall be discarded or shall be dried at
a minimum temperature of 500°F [260°C] for one hour
before use. Flux shall be placed in the dispensing system
immediately upon opening a package, or if used from an
opened package, the top one inch shall be discarded.
Flux that has been wet shall not be used.
For proper application of this subclause, see Annex F for
the temperature-moisture content chart and its examples.
The chart shown in Annex F, or any standard psychometric chart, shall be used in the determination of temperature-relative humidity limits.
5.3.2.4 Baking Electrodes. Electrodes exposed to
the atmosphere for periods greater than those allowed in
Table 5.1 shall be baked as follows:
5.3.3.3 Flux Reclamation. SAW flux that has not
been melted during the welding operation may be reused
after recovery by vacuuming, catch pans, sweeping, or
other means. The welding fabricator shall have a system
for collecting unmelted flux, adding new flux, and welding with the mixture of these two, such that the flux com-
(1) All electrodes having low-hydrogen coverings
conforming to AWS A5.1 shall be baked for at least two
hours between 500°F and 800°F [260°C and 430°C], ot
(2) All electrodes having low-hydrogen coverings
conforming to AWS A5.5 shall be baked for at least one
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CLAUSE 5. FABRICATION
5.4.2 Condition of Electrodes and Guide Tubes. Electrodes and consumable guide tubes shall be dry, clean,
and in suitable condition for use.
position and particle size distribution at the weld puddle
are relatively constant.
5.3.3.4 Crushed Slag. Crushed slag may be used
provided it has its own marking, using the crusher's
name and trade designation. In addition, each dry batch
or dry blend (lot) of flux, as defined in AWS A5.01,
Filler Metal Procurement Guidelines, shall be tested in
conformance with Schedule I of AWS A5.01 and classified by the Contractor or crusher per AWS A5.17 or
A5.23, as applicable.
5.4.3 Condition of Flux. Flux used for ESW shall be
dry and free of contamination from dirt, mill scale, or
other foreign material. All flux shall be purchased in
packages that can be stored, under normal conditions, for
at least six months without such storage affecting its
welding characteristics or weld properties. Flux from
packages damaged in transit or in handling shall be discarded or shall be dried at a minimum temperature of
250°F [120°C] for one hour before use. Flux that has
been wet shall not be used.
5.3.4 GMAW/FCAW Electrodes. The electrodes for
GMAW or FCAW shall conform to the requirements of
5.3.4.1 or 5.3.4.2, as applicable.
5.4.4 Weld Starts and Stops. Welds shall be started in
such a manner as to allow sufficient heat buildup for
complete fusion of the weld metal to the groove faces of
the joint. Welds which have been stopped at any point in
the weld joint for a sufficient amount of time for the slag
or weld pool to begin to solidify may be restarted and
completed, provided the completed weld is examined by
UT for a minimum of 6 in [150 mm] on either side of the
restart and, unless prohibited by joint geometry, also
confirmed by RT. All such restart locations shall be recorded and reported to the Engineer.
5.3.4.1 60 ksi [415 MPa] or Less Yield Strength
Weld Metal. Electrodes for producing weld metal with
minimum specified yield strength~ of 60 ksi [415 MPa]
or
less
-- shall conform -to the latest edition of AWS
A5.18/A5.18M, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding, or AWS
A5.20/A5.20M, Specification for Carbon Steel Electrodes for Flux Cored Arc Welding, as applicable.
•
5.3.4.2 Greater Than 60 ksi [415 MPa] Yield
Strength Weld Metal. Electrodes for producing weld
metal with minimum specified yield strength~ greater
than 60 ksi [415 MPa] shall conform to the latest edition
of AWS A5.28/A5.28M, Specification for Low-Alloy
Steel Electrodes and Rods for Gas Shielded Arc Welding,
or AWS A5.29/A5.29M, Specificationfor Low Alloy Steel
Electrodes for Flux Cored Arc Welding, as applicable.
5.4.5 Preheating. Because of the high-heat input characteristic of these processes, preheating is not normally
required. However, no welding shall be performed when
the temperature of the base metal at the point of welding
is below 32°F [O°C].
5.4.6 Repairs. Welds having discontinuities prohibited
by Clause 6, Part C shall be repaired as allowed by 5.26
utilizing a qualified welding process, or the entire weld
shall be removed and replaced.
5.3.5 GTAW
5.3.5.1 Tungsten Electrodes. Welding current shall
be compatible with the diameter and type or classification of electrode. Tungsten electrodes shall be in
conformance with AWS A5.12, Specification for Tungsten and Tungsten Alloy Electrodes for Arc Welding and
Cutting.
5.4.7 Weathering Steel Requirements. For ESW and
EGW of exposed, bare, unpainted applications of ASTM
A 588 steel requiring weld metal with atmospheric corrosion resistance and coloring characteristics similar to
that of the base metal, the electrode-flux combination
shall be in conformance with 4.17.2, and the filler metal
chemical composition shall conform to Table 3.3.
5.3.5.2 Filler Metal. The filler metal shall conform
to all the requirements of the latest edition of AWS
A5.18 or AWS A5.28 and AWS A5.30, Specification for
Consumable Inserts, as applicable.
5.5 WPS Variables
The welding variables shall be in conformance with a
written WPS (see Annex N, Form N-l, as an example).
Each pass will have complete fusion with the adjacent
base metal, and such that there will be no depressions or
undue undercutting at the toe of the weld. Excessive concavity of initial passes shall be avoided to prevent cracking in the roots of joints under restraint. All welders,
5.4 ESW and EGW Processes
•
5.4.1 Process Limitations. The ESW and EGW processes shall be restricted to use of Table 3.1, Group I, II,
and III steels, except that ESW and EGW of A 710 shall
not be permitted.
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CLAUSE 5. FABRICATION
AWS D1.1/D1.1 M:2008
...
welding operators, and tack welders shall be informed in
the proper use of the WPS, and the applicable WPS shall
be followed during the performance of welding.
(1) The temperature of the furnace shall not exceed
600°F [315°C] at the time the welded assembly is placed
in it.
(2) Above 600°F, the rate of heating shall not be more
than 400°F per hour divided by the maximum metal thickness of the thicker part, in inches, but in no case more than
400°F per hour. Above 315°C, the rate of heating in °C/hr
shall not exceed 5600 divided by the maximum metal
thickness, in millimeters, but not more than 220°C/hr.
During the heating period, variations in temperature
throughout the portion of the part being heated shall be no
greater than 250°F [140°C] within any 15 ft [5 m] interval
of length. The rates of heating and cooling need not be
less than 100°F [55°C] per hour. However, in all cases,
consideration of closed chambers and complex structures
may indicate reduced rates of heating and cooling to avoid
structural damage due to excessive thermal gradients.
5.6 Preheat and Interpass
Temperatures
Base metal shall be preheated, if required, to a temperature not less than the minimum value listed on the WPS
(see 3.5 for prequalified WPS limitations and Table 4.5
for qualified WPS essential variable limitations). For
combinations of base metals, the minimum preheat shall
be based on the highest minimum preheat.
This preheat and all subsequent minimum interpass temperatures shall be maintained during the welding operation for a distance at least equal to the thickness of the
thickest welded part (but not less than 3 in [75 mmD in
all directions from the point of welding.
(3) After a maximum temperature of I 100°F [600°C]
is reached on quenched and tempered steels, or a mean
temperature range between 1l00°F and 1200°F [600°C
and 650°C] is reached on other steels, the temperature of
the assembly shall be held within the specified limits for
a time not less than specified in Table 5.2, based on weld
thickness. When ti'le specified stress relief is for dimensional stability, the holding time shall be not less than
specified in Table 5.2, based on the thickness of the
thicker part. During the holding period there shall be no
difference greater than 150°F [85°C] between the highest
and lowest temperature throughout the portion of the
assembly being heated.
Minimum interpass temperature requirements shall be
considered equal to the preheat requirements, unless otherwise indicated on the WPS.
The preheat and interpass temperature shall be checked
just prior to initiating the arc for each pass.
5.7 Heat Input Control for Quenched
and Tempered Steels
(4) Above 600°F [315°C], cooling shall be done in a
closed furnace or cooling chamber at a rate no greater
than 500°F [260°C] per hour divided by the maximum
metal thickness of the thicker part in inches, but in no
case more than 500°F [260°C] per hour. From 600°F
[315°C], the assembly may be cooled in still air.
When quenched and tempered steels are welded, the heat
input shall be restricted in conjunction with the maximum preheat and interpass temperatures required. Such
considerations shall include the additional heat input produced in simultaneous welding on the two sides of a
common member. The preceding limitations shall be in
conformance with the producer's recommendations. Oxygen gouging of quenched and tempered steel shall be
prohibited.
5.8.2 Alternative PWHT. Alternatively, when it is impractical to PWHT to the temperature limitations stated
in 5.8.1, welded assemblies may be stress-relieved at
lower temperatures for longer periods of time, as given
in Table 5.3.
5.8.3 Steels Not Recommended for PWHT. Stress relieving of weldments of ASTM A 514, ASTM A 517,
ASTM A 709 Grades 100 (690) and 100W (690W), and
ASTM A 710 steels is not generally recommended.
Stress relieving may be necessary for those applications
where weldments shall be required to retain dimensional
stability during machining or where stress corrosion may
be involved, neither condition being unique to weldments involving ASTM A 514, ASTM A 517, ASTM
A 709 Grades 100 (690) and 100W (690W), and ASTM
A 710 steels. However, the results of notch toughness
5.8 Stress-Relief Heat Treatment
Where required by the contract documents, welded assemblies shall be stress relieved by heat treating. Final
machining after stress relieving shall be considered when
needed to maintain dimensional tolerances.
5.8.1 Requirements. The stress-relief treatment shall
conform to the following requirements:
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•
CLAUSE 5. FABRICATION
tests have shown that PWHT may actually impair weld
metal and HAZ toughness, and intergranular cracking
may sometimes occur in the grain-coarsened region of
the weld HAZ.
shall be removed, and the joints shall be ground or finished smooth. Steel backing of welds that are parallel to
the direction of stress or are not subject to computed
stress need not be removed, unless so specified by the
Engineer.
5.10.4.1 Externally Attached Backing. Where the
steel backing of longitudinal welds in cyclically loaded
structures is externally attached to the base metal by
welding, such welding shall be continuous for the length
of the backing.
5.9 Backing, Backing Gas, or Inserts
CJP groove welds may be made with or without the use
of backing gas, backing or consumable inserts, or may
have the root of the initial weld gouged, chipped, or otherwise removed to sound metal before welding is started
on the second side.
5.10.5 Statically Loaded Connections. Steel backing
for welds in statically loaded structures (tubular and nontubular) need not be welded full length and need not be
removed unless specified by the Engineer.
5.10 Backing
Roots of groove or fillet welds may be backed by copper,
flux, glass tape, ceramic, iron powder, or similar
materials to prevent melting through. They may also be
sealed by means of root passes deposited with lowhydrogen electrodes if SMAW is used, or by other arc
welding processes. Steel backing shall conform to the
following requirements:
5.11 Welding and Cutting Equipment
All welding and thermal-cutting equipment' shall be so
designed and manufactured, and shall be in such condition, as to enable designated personnel to follow the procedures and attain the results described elsewhere in this
code.
5.10.1 Fusion. Groove welds made with the use of steel
...
•
backing shall have the weld metal thoroughly fused with
the backing.
5.12 Welding Environment
5.10.2 Full-Length Backing. Steel backing shall be
5.12.1 Maximum Wind Velocity. GMAW, GTAW,
EGW, or FCAW-G shall not be done in a draft or wind
unless the weld is 'protected by a shelter. Such shelter
shall be of material and shape appropriate to reduce wind
velocity in the vicinity of the weld to a maximum of five
mUes per hour [eight kilometers per hour].
made continuous for the full length of the weld. All
joints in the steel backing shall be CJP groove weld butt
joints meeting all the requirements of Clause 5 of this
code.
5.10.3 Backing Thickness. The recommended minimum nominal thickness of backing bars, provided that
the backing shall be of sufficient thickness, to prevent
melt-through, is shown in the following table:
5.12.2 Minimuni Ambient Temperature. Welding
shall not be done
Thickness, min.
Process
GTAW
SMAW
GMAW
FCAW-S
FCAW-G
SAW
in
mm
1/8
3/16
1/4
1/4
3/8
3/8
3
(1) when the ambient temperature is lower than O°F
[-20°C], or
(2) when surfaces are wet or exposed to rain, snow, or
5
6
6
(3) high wind velocities, or
10
10
(4) when welding personnel are exposed to inclement
conditions.
NOTE: Commercially available steel backing for pipe
and tubing is acceptable, provided there is no evidence
ofmelting on exposed interior surfaces.
NOTE: ZerooF does not mean the ambient environmental temperature, but the temperature in the immediate vicinity of the weld. The ambient environmental
temperature may be below O°F [-20°C], but a heated
structure or shelter around the area being welded may
maintain the temperature adjacent to the weldment at
O°F [-20°C] or higher.
5.10.4 Cyclically Loaded Nontubular Connections.
•....
For cyclically loaded structures, steel backing of welds
that are transverse to the direction of computed stress
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CLAUSE 5. FABRICATION
...
conformance with the procedure of ASTM A 435, Speci- •
fication for Straight Beam Ultrasonic Examination o f .
Steel Plates.
5.13 Conformance with Design
The sizes and lengths of welds shall be no less than those
specified by design requirements and detail drawings,
except as allowed in Table 6.1. The location of welds
shall not be changed without approval of the Engineer.
(2) For acceptance of W, X, or Y discontinuities, the
area of the discontinuity (or the aggregate area of multiple discontinuities) shall not exceed 4% of the cut
material area (length times width) with the following
exception: if the length of the discontinuity, or the aggregate width of discontinuities on any transverse section,
as measured perpendicular to the cut material length, exceeds 20% of the cut material width, the 4% cut material
area shall be reduced by the percentage amount of the
width exceeding 20%. (For example, if a discontinuity is
30% of the cut material width, the area of discontinuity
cannot exceed 3.6% of the cut material area.) The discontinuity on the cut surface of the cut material shall be
removed to a depth of 1 in [25 mm] beyond its intersection with the surface by chipping, gouging, or grinding,
and blocked off by welding with a low-hydrogen process
in layers not exceeding 1/8 in [3 mm] in thickness for at
least the first four layers.
5.14 Minimum Fillet Weld Sizes
The minimum fillet weld size, except for fillet welds
used to reinforce groove welds, shall be as shown in
Table 5.8. The minimum fillet weld size shall apply in all
cases, unless the design drawings specify welds of a
larger size.
5.15 Preparation of Base Metal
Surfaces on which weld metal is to be deposited shall be
smooth, uniform, and free from fins, tears, cracks, and
other discontinuities which would adversely affect the
quality or strength of the weld. Surfaces to be welded,
and surfaces adjacent to a weld, shall also be free from
loose or thick scale, slag, rust, moisture, grease, and
other foreign material that would prevent proper welding
or produce objectionable fumes. Mill scale that can withstand vigorous wire brushing, a thin rust-inhibitive coating, or antispatter compound may remain with the
following exception: for girders in cyclically loaded
structures, all mill scale shall be removed from the surfaces on which flange-to-web welds are to be made.
(3) Repair shall not be required if a discontinuity Z,
not exceeding t1UiI allowable area in 5.15.1.1(2), is discovered after the joint has been completed and is determined to be 1 in [25 mm] or more away from the face of . ,
the weld, as measured on the cut base-metal surface. If •
the discontinuity Z is less than 1 in [25 mm] away from
the face of the weld, it shall be removed to a distance of
1 in [25 mm] from the fusion zone of the weld by chipping, gouging, or grinding. It shall then be blocked off by
welding with a low- hydrogen process in layers not exceeding 1/8 in [3 mm] in thickness for at least the first
four layers.
5.15.1 Mill-Induced Discontinuities. The limits of acceptability and the repair of visually observed cut surface
discontinuities shall be in conformance with Table 5.4, in
which the length of discontinuity is the visible long dimension on the cut surface of material and the depth is
the distance that the discontinuity extends into the material from the cut surface. All welded repairs shall be in
conformance with this code. Removal of the discontinuity may be done from either surface of the base metal.
The aggregate length of welding shall not exceed 20% of
the length of the plate surface being repaired except with
approval of the Engineer.
(4) If the area of the discontinuity W, X, Y, or Z exceeds the allowable in 5.15.1.1(2), the cut material or
subcomponent shall be rejected and replaced, or repaired
at the discretion of the Engineer.
5.15.1.2 Repair. In the repair and determination of
limits of mill induced discontinuities visually observed
on cut surfaces, the amount of metal removed shall be
the minimum necessary to remove the discontinuity or to
determine that the limits of Table 5.4 are not exceeded.
However, if weld repair is required, sufficient base metal
shall be removed to provide access for welding. Cut surfaces may exist at any angle with respect to the rolling
direction. All welded repairs of discontinuities shall be
made by:
5.15.1.1 Acceptance Criteria. For discontinuities
greater than I in [25 mm] in length and depth discovered
on cut surfaces, the following procedures shall be
observed.
(1) Where discontinuities such as W, X, or Y in Figure 5.1 are observed prior to completing the joint, the
size and shape of the discontinuity shall be determined
by UT. The area of the discontinuity shall be determined
as the area of total loss of back reflection, when tested in
(1) Suitably preparing the repair area
(2) Welding with an approved low-hydrogen process
and observing the applicable provisions of this code
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•
CLAUSE 5. FABRICATION
(3) Grinding the completed weld smooth and flush
(see 524.4.1) with the adjacent surface to produce a
workmanlike finish.
greater than that defined by the American National Standards Institute surface roughness value of 1000 !lin
(25/lID] for material up to 4 in [100 mm] thick and
2000 !lin [50 !lm] for material 4 in to 8 in [200 mm]
thick, with the following exception: the ends of members
not subject to calculated stress at the ends shall not
exceed a surface roughness value of 2000 !lin [50 flllll
ASME B46.1, Suiface Texture (Surface Roughness,
Waviness, and Lay) is the reference standard. AWS C4.1,
Criteria for Describing Oxygen-Cut Suifaces and Oxygen Cutting Suiface Roughness Gauge may be used as a
guide for evaluating surface roughness of these edges.
For materials up to and including 4 in [l00 mm] thick,
Sample No. 3 shall be used, and for materials over 4 in
up to 8 in [200 mm] thick, Sample No.2 shall be used.
NOTE: The requirements of 5.15.1.2 may not be adequate in cases of tensile load applied through the thickness of the material.
5.15.2 Joint Preparation. Machining, thermal cutting,
gouging (including plasma arc cutting and gouging),
chipping, or grinding may be used for joint preparation,
or the removal of unacceptable work or metal, except
that oxygen gouging shall not be used on steels that are
ordered as quenched and tempered or normalized.
5.15.3 Material Trimming. For cyclically loaded structures, material thicker than specified in the following
list shall be trimmed if and as required to produce a
satisfactory welding edge wherever a weld is to carry
calculated stress:
5.15.4.4 Gouge or Notch Limitations. Roughness
exceeding these values and notches or gouges not more
than 3/16 in [5 mm] deep on other wise satisfactory surfaces shall be removed by machining or grinding.
Notches or gouges exceeding 3/16 in [5 mm] deep may
be repaired by grinding if the nominal cross-sectional
area is not reduced by more than 2%. Ground or
machined surfaces shall be fared to the original surface
with a slope not exceeding one in ten. Cut surfaces and
adjacent edges shall be left free of slag. In thermal-cut
surfaces, occasional notches or gouges may, with approval of the Engineer, be repaired by welding,
(1) Sheared material thicker than 1/2 in [12 mm]
(2) Rolled edges of plates (other than universal mill
plates) thicker than 3/8 in [10 mm]
•
(3) Toes of angles or rolled shapes (other than wide
flange sections) thicker than 5/8 in [16 mm]
(4) Universal mill plates or edges of flanges of wide
flange sections thicker than 1 in [25 mm]
(5) The preparation for butt joints shall conform to
the requirements of the detail drawings
5.16 Reentrant Corners
5.15.4 Thermal Cntting Processes. Electric arc cutting
and gouging processes (including plasma arc cutting and
gouging) and oxyfuel gas cutting processes are recognized under this code for use in preparing, cutting, or
trimming materials. The use of these processes shall conform to the applicable requirements of Clause 5.
Reentrant comers of cut material shall be formed to provide a gradual transition with a radius of not less than 1
in [25 mm]. Adjacent surfaces shall meet without offset
or cutting past the point of tangency. The reentrant corners may be formed by thermal cutting, followed by
grinding, if necessary, in conformance with the surface
requirements of 5.15.4.3.
5.15.4.1 Other Processes. Other thermal cutting and
gouging processes may be used under this code, provided the Contractor demonstrates to the Engineer an
ability to successfully use the process.
•
5.17 Beam Copes and Weld Access
Holes
5.15.4.2 Profile Accnracy. Steel and weld metal
may be thermally cut, provided a smooth and regular surface free from cracks and notches is secured, and provided that an accurate profile is secured by the use of a
mechanical guide. For cyclically loaded structures, freehand thermal cutting shall be done only where approved
by the Engineer.
Radii of beam copes and weld access holes shall provide
a smooth transition free of notches or cutting past the
points of tangency between adjacent surfaces and shall
meet the surface requirements of 5.15.4.3.
5.15.4.3 Ronghness Requirements. In thermal cutting, the equipment shall be so adjusted and manipulated
as to avoid cutting beyond (inside) the prescribed lines.
The roughness of all thermal cut surfaces shall be no
5.17.1 Weld Access Hole Dimensions. All weld access
holes required to facilitate welding operations shall have
a length (Q) from the toe of the weld preparation not less
than 1-1/2 times the thickness of the material in which
197
.
AWS D1.1 /D1.1 M:2008
CLAUSE 5. FABRICATION
final welds, shall be removed when required by the
Engineer.
the hole is made. The height (h) of the access hole shall
be adequate for deposition of sound weld metal in the adjacent plates and provide clearance for weld tabs for the
weld in the· material in which the hole is made, but not
less than the thickness of the material. In hot rolled
shapes and built-up shapes, all beam copes and weld
access holes shall be shaped free of notches or sharp reentrant comers except that when fillet web-to-flange
welds are used in built-up shapes, access holes may terminate perpendicular to the flange. Fillet welds shall not
be returned through weld access holes (see Figure 5.2).
t
..
5.18.4 Additional Tack Weld Requirements
(1) Tack welds incorporated into final welds shall
be made with electrodes meeting the requirements of
the final welds. These welds shall be cleaned prior to
incorporation.
(2) Multipass tack welds shall have cascaded ends or
be otherwise prepared for incorporation into the final
weld.
5.17.2 Heavy Shapes. For rolled shapes with flange
thickness greater than 2 in [50 mm] and built-up shapes
with web material thickness greater than 1-1/2 in
[40 mm], the thermally cut surfaces of beam copes and
weld access holes shall be ground to bright metal and inspected by either MT or PT. If the curved transition portion of weld access holes and beam copes are formed by
predrilled or sawed holes, that portion of the access hole
or cope need not be ground. Weld access holes and beam
copes in other shapes need not be ground nor inspected
by MTorPT.
(3) Tack welds incorporated into final welds that are
qualified with notch toughness or are required to be
made with filler metal classified with notch toughness
shall be made with compatible filler metals.
5.18.5 Additional Requirements for Tack Welds Incorporated into SAW Welds. The following shall apply
in addition to 5.18.4 requirements.
(1) Preheat is not required for single pass tack welds
remelted by continuous SAW welds. This is an exception
to the qualification requirements of 5.18.1.
(2) Fillet tack welds shall not exceed 3/8 in [10 mm]
and shall not produce objectionable changes in the •.
appearance of the weld surface.
•
5.18 Tack Welds and Construction
Aid Welds
(3) Tack welds in the roots of joints requiring specific root penetration shall not result in decreased
penetration.
5.18.1 General Requirements
(1) Tack welds and construction aid welds shall be
made with a qualified or prequalified WPS and by qualified personnel. .
(4) Tack welds not conforming to the requirements of
(2) and (3) shall be removed or reduced in size by any
suitable means before welding.
(2) Tack welds that are not incorporated in final
welds, and construction aid welds that are not removed,
shall meet visual inspection requirements before a member is accepted.
(5) Tack welds in the root of a joint with steel backing less than 5/16 in [8 mm] thick shall be removed
or made continuous for the full length of the joint
using SMAW with low-hydrogen electrodes, GMAW,
or FCAW-G.
5.18.2 Exclusions. Tack welds and construction aid
welds are permitted except that:
(1) In tension zones of cyclically loaded structures,
there shall be no tack welds not incorporated into the
final weld except as permitted by 2.16.2, nor construction aid welds. Locations more than 1/6 of the depth of
the web from tension flanges of beams or girders are
considered outside the tension zone.
5.19 Camber in Built-Up Members
5.19.1 Camber. Edges of built-up beam and girder
webs shall be cut to the prescribed camber with suitable
allowance for shrinkage due to cutting and welding.
However, moderate variation from the specified camber
tolerance may be corrected by a careful application of
heat.
(2) On members made of quenched and tempered
steel with specified yield strength greater than 70 ksi
[485 MPa], tack welds outside the final weld and construction aid welds shall require the approval of the Engineer.
5.19.2 Correction. Corrections of errors in camber of •
quenched and tempered steel shall require approval by , .
the Engineer.
5.18.3 Removal At locations other than 5.18.2, tack
welds and construction aid welds, not incorporated into
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5.20 Splices in Cyclically Loaded
Structures
balanced between the web and flange welds as well as
about the major and minor axes ofthe member.
Splices between sections of rolled beams or built-up
girders shall preferably be made in a single transverse
plane. Shop splices of webs and flanges in built-up girders, made before the webs and flanges are joined to each
other, may be located in a single transverse plane or multiple transverse planes, but the fatigue stress provisions
of the general specifications shall apply.
5.21.7 Temperature Limitations. In making welds
under conditions of severe external shrinkage restraint,
once the welding has started, the joint shall not be allowed to cool below the minimum specified preheat until
the joint has been completed or sufficient weld has been
deposited to ensure freedom from cracking.
5.22 Tolerance of Joint Dimensions
5.21 Control of Distortion and
Shrinkage
5.22.1 Fillet Weld Assembly. The parts to be joined by
fillet welds shall be brought into as close contact as
practicable. The root opening shall not exceed 3/16 in
[5 mm] except in cases involving either shapes or plates
3 in [75 mm] or greater in thickness if, after straightening and in assembly, the root opening cannot be closed
sufficiently to meet this tolerance. In such cases, a maximum root opening of 5/16 in [8 mm] m~y be used, provided suitable backing is used. Backing may be of flux,
glass tape, iron powder, or similar materials, or welds
using a low-hydrogen process compatible with the filler
metal deposited. If the separation is greater than 1116 in
[2 mm], the leg~ of the fillet weld shall be increased by
the amount of the root opening, or the Contractor shall
demonstrate that the required effective throat has been
obtained.
5.21.1 Procedure and Sequence. In assembling and
joining parts of a structure or of built-up members and in
welding reinforcing parts to members, the procedure and
sequence shall be such as will minimize distortion and
shrinkage.
5.21.2 Sequencing. Insofar as practicable, all welds
shall be made in a sequence that will balance the applied
heat of welding while the welding progresses.
•
5.21.3 Contractor Responsibility. On members or
structures where excessive shrinkage or distortion could
be expected, the Contractor shall prepare a written welding sequence for that member or structure which meets
the quality requirements specified. The welding sequence and distortion control program shall be submitted
to the Engineer, for information and comment, before the
start of welding on the member or structure in which
shrinkage or distortion is likely to affect the adequacy of
the member or structure.
5.22.1.1 Faying Surface. The separation between
faying surfaces of plug and slot welds, and of butt joints
landing on a backing, shall not exceed 1116 in [2 mm].
Where irregularities ill; rolled shapes occur after straightening do not allow contact within the above limits, the
procedure necessary to bring the material within these
limits shall be subject to the approval of the Engineer.
The use of filler plates shall be prohibited except as specified on the drawings or as specially approved by the Engineer and made in conformance with 2.13.
5.21.4 Weld Progression. The direction of the general
progression in welding on a member shall be from points
where the parts are relatively fixed in position with respect to each other toward points having a greater relative freedom of movement.
5.21.5 Minimized Restraint. In assemblies, joints expected to have significant shrinkage should usually be
welded before joints expected to have lesser shrinkage.
They should also be welded with as little restraint as
possible.
5.22.2 PJP Groove Weld Assembly. The parts to be
joined by PIP groove .welds parallel to the length of the
member shall be brought into as close contact as practicable. The root opening between parts shall not exceed
3/16 in [5 mm] except in cases involving rolled shapes or
plates 3 in [75 mm] or greater in thickness if, after
straightening and in assembly, the root opening cannot be
closed sufficiently to meet this tolerance. In such cases, a
maximum root opening of 5/16 in [8 rom] may be used,
provided suitable backing is used and the final weld meets
the requirements for weld size. Tolerances for bearing
joints shall be in conformance with the applicable contract
specifications.
5.21.6 Subassembly Splices. All welded shop splices in
each component part of a cover-plated beam or built-up
member shall be made before the component part is
welded to other component parts of the member. Long
girders or girder sections may be made by welding subassemblies, each made in conformance with 5.21.6.
When making these subassembly splices, whether in the
shop or field, the welding sequence should be reasonably
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5.22.3 Butt Joint Alignment. Parts to be joined at butt
joints shall be carefully aligned. Where the parts are effectively restrained against bending due to eccentricity in
alignment, the offset from the theoretical alignment shall
not exceed 10% of the thickness of the thinner part
joined, or 1/8 in [3 mm], whichever is smaller. In correcting misalignment in such cases, the parts shall not be
drawn in to a greater slope than 1/2 in [12 mm] in 12 in
[300 mm]. Measurement of offset shall be based upon
the centerline of parts unless otherwise shown on the
drawings.
thickness of the thinner part or 3/4 in [20 mm], whichever is less, may be corrected by welding to acceptable
dimensions prior to joining the parts by welding.
5.22.4.4 Engineer's Approval. Root openings
greater than allowed by 5.22.4.3 may be corrected by
welding only with the approval of the Engineer.
5.22.5 Gouged Grooves. Grooves produced by gouging
shall be in substantial conformance with groove profile
dimensions as specified in Figllfe 3.3 and 3.4 and provisions of 3.12.3 and 3.13.1. Suitable access to the root
shall be maintained.
5.22.3.1 Girth Weld Alignment (Tubular). Abutting parts to be joined by girth welds shall be carefully
aligned. No two girth welds shall be located closer than
one pipe diameter or 3 ft [1 m], whichever is less. There
shall be no more than two girth welds in any 10 ft [3 m]
interval of pipe, except as may be agreed upon by the
Owner and Contractor. Radial offset of abutting edges of
girth seams shall not exceed 0.2t (where t is the thickness
of the thinner member) and the maximum allowable shall
be 1/4 in [6 mm], provided that any offset exceeding
1/8 in [3 mm] is welded from both sides. However, with
the approval of the Engineer, one localized area per girth
seam may be offset up to O.3t with a maximum of 3/8 in
[10 mm], provided the localized area is under 8t in
length. Filler metal shall be added to this region to provide a 4 to 1 transition and may be added in conjunction
with making the weld. Offsets in excess of this shall be
corrected as provided in 5.22.3. Longitudinal weld seams
of adjoining sections shall be staggered a minimum of
90°, unless closer spacing is agreed upon by the Owner
and fabricator.
5.22.6 Alignment Methods. Members to be welded
shall be brought into correct alignment and held in position by bolts, clamps, wedges, guy lines, struts, and other
suitable devices, or by tack welds until welding has been
completed. The use of jigs and fixtures is recommended
where practicable. Suitable allowances shall be made for
warpage and shrinkage.
5.23 Dimensional Tolerance of
Welded
., Structural Members
The dimensions of welded structural members shall conform to the tolerances of (1) the general specifications
governing the work, and (2) the special dimensional tolerances in 5.23.1 to 5.23.11.3. (Note that a tubular column is interpreted as a compression tubular member.)
5.23.1 Straightness of Columns and Trusses. For
welded columns and primary truss members, regardless
of cross section, the maximum variation in straightness
shall be
5.22.4 Groove Dimensions
5.22.4.1 Nontubular Cross-Sectional Variations.
With the exclusion of ESW and EGW, and with the exception of 5.22.4.3 for root openings in excess of those
allowed in Figure 5.3, the dimensions of the cross section
of the groove welded joints which vary from those shown
on the detail drawings by more than these tolerances shall
be referred to the Engineer for approval or correction.
Lengths ofless than 30 ft [9 m]:
1/8 .
Ill. X
No. offt of total length
10
1 mm x No. of meters of total length
Lengths of 30 ft [10 m] to 45 ft [15 m] = 3/8 in [10 mm]
5.22.4.2 Tubular Cross-Sectional Variations. Variation in cross section dimension of groove welded joints,
from those shown on the detailed drawings, shall be in
conformance with 5.22.4.1 except
Lengths over 45 ft [15 m]:
3/8
(1) Tolerances for T-, Y-, and K-connections are included in the ranges given in 3.13.4.
.
Ill.
+
1/8 .
Ill. X
10 mm + 3 mmx
(2) The tolerances shown in Table 5.5 apply to CJP
tubular groove welds in butt joints, made from one side
only, without backing.
No.offt of total length - 45
10
No. of meters of total length - 15
3
5.23.2 Beam and Girder Straightness (No Camber
Specified). For welded beams or girders, regardless of •.'
cross section, where there is no specified camber, the •
maximum variation in straightness shall be
5.22.4.3 Correction. Root openings greater than
those allowed in 5.22.4.1, but not greater than twice the
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.
No. offt of total length
1/8 m.x
10
Regardless of how the camber is shown on the detail
drawings, the sign convention for the allowable variation
is plus (+) above, and minus (-) below, the detailed camber shape. These provisions also apply to an individual
member when no field splices or shop assembly is required. Camber measurements shall be made in the noload condition.
1 mm x No. of meters oftotallength
5.23.3 Beam and Girder Camber (Typical Girder).
For welded beams or girders, other than those whose top
flange is embedded in concrete without a designed concrete haunch, regardless of cross section, the maximum
variation from required camber at shop assembly (for
drilling holes for field splices or preparing field welded
splices) shall be
5.23.5 Beam and Girder Sweep. The maximum variation from straightness or specified sweep at the midpoint
shall be
+ 1/8 .
No. offeet of total length
In. x
10
at midspan, -0, +1-1/2 in [40 mm] for spans;;:: 100 ft
[30 m]
-0, + 3/4 in [20 mm] for spans < 100 ft
[30 m]
± 1 mm x No. of meters oftotallength
at supports, 0 for end supports
±J/8 [3 mm] for interior supports
provided the member has sufficient lateral flexibility to
allow the attachment of diaphragms, cross-frames, lateral
bracing, etc., without damaging the structural member or
its attachments.
.
d·
.
0
4(a)b(1 - a/S)
at mterme late pomts, - ,+
S
5.23.6 Variation in Web Flatness
5.23.6.1 Measurements. Variations from flatness of
girder webs shall be determined by measuring the offset
from the actual web centerline to a straight edge whose
length is greater than the least panel dimension and placed
on a plane parallel to the nominal web plane. Measurements shall be taken prior to erection (see Commentary).
where
•
a = distance in feet (meters) from inspection point to
nearest support
S = span length in feet (meters)
b = 1-1/2 in [40 mm] for spans;;:: 100 ft [30 m]
b = 3/4 in [20 mm] for spans < 100 ft [30 m]
5.23.6.2 Statically Loaded Nontubular Structures. Variations from flatness of webs having a depth,
D, and a thickness, t, in panels bounded by stiffeners or
flanges, or both, whose least panel dimension is· d shall
not exceed the following:
See Table 5.6 for tabuiated values.
5.23.4 Beam and Girder Camber (without Designed
Concrete Haunch). For members whose top flange is
embedded in concrete without a designed concrete
haunch, the maximum variation from required camber at
shop assembly (for drilling holes for field splices or preparing field welded splices) shall be
Intermediate stiffeners on both sides of web
where D/t < 150, maximum variation = dl100
where D/t ;;:: 150, maximum variation =dl80
Intermediate stiffeners on one side only of web
where D/t < 100, maximum variation = dl100
where D/t ;;:: 100, maximum variation =dl67
at midspan, ± 3/4 in [20 mm] for spans;;:: 100 ft
[30m]
± 3/8 in [10 mm] for spans < 100 ft
[30 m]
No intermediate stiffeners
where D/t;;:: 100, maximum variation =D/150
(See Annex D for tabulation.)
at supports, 0 for end supports
± 1/8 in [3 mm] for interior supports
5.23.6.3 Cyclically Loaded Nontubular Structures.
Variation from flatness of webs having a depth, D, and a
thickness, t, in panels bounded by stiffeners or flanges,
or both, whose least panel dimension is d shall not exceed the following:
.
d·
.
4(a)b(1 - a/S)
at mterme late pomts, ±
S
where a and S are as defined above
•
Intermediate stiffeners on both sides of web
Interior girderswhere D/t < ISO-maximum variation = dillS
where D/t;;:: ISO-maximum variation =dl92
b = 3/4 in [20 mm] for spans;;:: 100 ft [30 m]
b = 3/8 in [10 mm] for spans < 100 ft [30 m]
See Table 5.7 for tabulated values.
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lFascia girders--where D/t < 150---maximum variation = dl130
where D/t ;;::: 150---maximum variation = dl105
the flanges. The outer surface of the flanges when bearing against a steel base or seat shall fit within 0.010 in •
[0.25 mm] for 75% of the projected area of web and stiff- •
eners and not more than 1/32 in [1 mm] for the remaining
25% of the projected area. Girders without stiffeners
shall bear on the projected area of the web on the outer
flange surface within 0.010 in [0.25 mm] and the included angle between web and flange shall not exceed
90° in the bearing length (see Commentary).
Intermediate stiffeners on one side only of web
Interior girders-'where D/t < 100---maximum variation = dl100
where D/t ;;::: 100---maximum variation = dl67
lFascia girders--where D/t < 100---maximum variation = dl120
where D/t ;;::: 100---maximum variation =dl80
5.23.11 Tolerance on Stiffeners
No intermediate stiffeners---maximum variation = D/150
5.23.11.1 Fit of Intermediate Stiffeners. Where
tight fit of intermediate stiffeners is specified, it shall be
defined as allowing a gap of up to 1/16 in [2 mm] between stiffener and flange.
(See Annex E for tabulation.)
5.23.6.4 Excessive Distortion. Web distortions of
twice the allowable tolerances of 5.23.6.2 or 5.23.6.3
shall be satisfactory when occurring at the end of a girder
which has been drilled, or subpunched and reamed; either during assembly or to a template for a field bolted
splice; provided, when the splice plates are bolted, the
web assumes the proper dimensional tolerances.
5.23.11.2 Straightness of Intermediate Stiffeners.
The out-of-straightness variation of intermediate stiffeners shall not exceed 1/2 in [12 mm] for girders up to 6 ft
[1.8 m] deep, and 3/4 in [20 mm] for girders over 6 ft
[1.8 m] deep, with due regard for members which frame
into them.
5.23.6.5 Architectural Consideration. If architectural considerations require tolerances more restrictive
than described in 5.23.6.2 or 5.23.6.3, specific reference
shall be included in the bid documents.
5.23.11.3 St~aightness and Location of Bearing
Stiffeners. The out-of-straightness variation of bearing
stiffeners shall not exceed 1/4 in [6 mm] up to 6 ft ~,
[1.8 m] deep or 1/2 in [12 mm] over 6 ft [1.8 m] deep.
The actual centerline of the stiffener shall lie within the· thickness of the stiffener as measured from the theoretical centerline location.
t
5.23.7 Variation Between Web and Flange Centerlines.lFor built-up H or I members, the maximum variation between the centerline of the web and the centerline
of the flange at contact surface shall not exceed 1/4 in
[6 mm].
5.23.11.4 Other Dimensional Tolerances. Twist of
box members and other dimensional tolerances of members not covered by 5.23 shall be individually determined and mutually agreed upon by the Contractor and
the Owner with proper regard for erection requirements.
5.23.8 Flange Warpage and Tilt. lFor welded beams or
girders, the combined warpage and tilt of flange shall be
determined by measuring the offset at the toe of the
flange from a line normal to the plane of the web through
the intersection of the centerline of the web with the outside surface of the flange plate. This offset shall not exceed 1% of the total flange width or 1/4 in [6 mm],
whichever is greater, except that welded butt joints of
abutting parts shall fulfill the requirements of 5.22.3.
5.24 Weld Profiles
All welds meet the visual acceptance criteria of Table 6.1
and shall be free from cracks, overlaps, and the unacceptable profile discontinuities exhibited in Figure 5.4 except
as otherwise allowed in 5.24.
5.23.9 Depth Variation.lFor welded beams and girders,
the maximum allowable variation from specified depth
measured at the web centerline shall be
For depths up to 36 in [1 m] incl.
For depths over 36 in [1 m] to
72 in [2 m] incl.
For depths over 72 in [2 m]
± 1/8 in [3 rom]
5.24.1 Fillet Welds. The faces of fillet welds may be
slightly convex, flat, or slightly concave as shown in Figure 5.4. Figure 5.4(C) shows typically unacceptable fillet
weld profiles.
± 3/16 in [5 rom]
+5/16 in [8 rom]
-3/16 in [5 rom]
5.24.2 Intermittent Fillet Welds. Except for undercut,
as allowed by the code, the profile requirements of •
Hgure 5.4 shall not apply to the ends of intermittent fillet.
welds outside their effective length.
5.23.10 Bearing at Points of Loading. The bearing
ends of bearing stiffeners shall be square with the web
and shall have at least 75% of the stiffener bearing
cross-sectional area in contact with the inner surface of
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5.24.3 Convexity. Except at outside welds in comer
joints, the convexity C of a weld or individual surface
bead shall not exceed the values given in Figure 5.4.
•
5.25.1.2 Vertical Position. For welds to be made in
the vertical position, the arc is started at the root of the
joint at the lower side of the hole and is carried upward,
fusing into the face of the inner plate and to the side of
the hole. The arc is stopped at the top of the hole, the slag
is cleaned off, and the process is repeated on the opposite
side of the hole. After cleaning slag from the weld, other
layers should be similarly deposited to fill the hole to the
required depth.
5.24.4 Groove or Bntt Welds. Groove welds shall be
made with minimum face reinforcement unless otherwise specified. In the case of butt and comer joints, face
reinforcement shall not exceed 1/8 in [3 mm] in height.
All welds shall have a gradual transition to the plane of
the base-metal surfaces with transition areas free from
undercut except as allowed by this code. Figure 5.4(D)
shows typically acceptable groove weld profiles in butt
joints. Figure 5.4(E) shows typically unacceptable weld
profiles for groove weld butt joints.
5.25.1.3 Overhead Position. For welds to be made in
the overhead position, the procedure is the same as for
the flat position, except that the slag should be allowed to
cool and should be completely removed after depositing
each successive bead until the hole is filled to the required depth.
5.24.4.1 Flush Surfaces. Butt welds required to be
flush shall be finished so as to not reduce the thicknesses
of the thinner base metal or weld metal by more than
1/32 in [l rom], or 5% of the material thickness, whichever is less. Remaining reinforcement shall not exceed
1/32 in [1 rom] in height. However, all reinforcement
shall be removed where the weld forms part of a faying
or contact surface. All reinforcement shall blend
smoothly into the plate surfaces with transition areas free
from undercut.
•
5.24.4.2 Finish Methods and Values. Chipping and
gouging may be used provided these are followed by
grinding. Where surface finishing is required, roughness values (see ASME B46.1) shall not exceed
250 microinches [6.3 micrometers]. Surfaces finished to
values of over 125 microinches [3.2 micrometers]
through 250 microinches [6.3 micrometers] shall be finished parallel to the direction of primary stress. Surfaces
finished to values of 125 microinches [3.2 micrometers]
or less may be finished in any direction.
5.25 Technique for Plug and Slot Welds
5.25.1 Plug Welds. The technique used to make plug
welds when using SMAW, GMAW, (except GMAW-S),
and FCAW processes shall be as follows:
•
5.25.1.1 Flat Position. For welds to be made in the
flat position, each pass shall be deposited around the root
of the joint and then deposited along a spiral path to the
center of the hole, fusing and depositing a layer of weld
metal in the root and bottom of the joint. The arc shall
then be moved to the periphery of the hole and the procedure repeated, fusing and depositing successive layers to
fill the hole to the required depth. The slag covering the
weld metal should be kept molten until the weld is finished. If the arc is broken or the slag is allowed to cool,
the slag must be completely removed before restarting
the weld.
5.25.2 Slot Welds. Slot welds shall be made using techniques similar to those specified in 5.25.1 for plug welds,
except that if the length of the slot exceeds three times
the width, or if the slot extends to the edge of the part, the
technique requirements of 5.25.1.3 shall apply.
5.26 Repairs
The removal of weld metal or portions of the base metal
may be done by machining, grinding, chipping, or gouging. It shall be done in such a manner that the adjacent
weld metal or base metal is not nicked or gouged. Oxygen gouging shall not be used in quenched and tempered
steel. Unacceptable portions of the weld shall be removed without substantial removal of the base metal.
The surfaces shall be cleaned thoroughly before welding.
Weld metal shall be deposited to compensate for any deficiency in size.
5.26.1 Contractor Options. The Contractor has the option of either repairing an unacceptable weld or removing and replacing the entire weld, except as modified by
5.26.3. The repaired or replaced weld shall be retested by
the method originally used, and the same technique and
quality acceptance criteria shall be applied. If the Contractor elects to repair the weld, it shall be corrected as
follows:
5.26.1.1 Overlap, Excessive Convexity, or Excessive
Reinforcement. Excessive weld metal shall be removed.
5.26.1.2 Excessive Concavity of Weld or Crater,
Undersize Welds, Undercutting. The surfaces shall be
prepared (see 5.30) and additional weld metal deposited.
5.26.1.3 Incomplete Fusion, Excessive Weld Porosity, or Slag Inclusions. Unacceptable portions shall be
removed (see 5.26) and rewelded.
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5.26.1.4 Cracks in Weld or Base Metal. The extent
of the crack shall be ascertained by use of acid etching,
MT, PT, or other equally positive means; the crack and
sound metal 2 in [50 mm] beyond each end of the crack
shall be removed, and rewelded.
the NDT methodes) specified in the contract documents
for examination of tension groove welds or as approved jI
by the Engineer.
11
(3) In addition to the requirements of (1) and (2),
when holes in quenched and tempered base metals are restored by welding:
5.26.2 Localized Heat Repair Temperature Limitations. Members distorted by welding shall be straightened by mechanical means or by application of a limited
amount of localized heat. The temperature of heated
areas as measured by approved methods shall not exceed
1l00oP [600°C] for quenched and tempered steel nor
12000 P [650°C] for other steels. The part to be heated for
straightening shall be substantially free of stress and
from external forces, except those stresses resulting from
the mechanical straightening method used in conjunction
with the application of heat.
(a) Appropriate filler metal, heat input, and
PWHT (when PWHT is required) shall be used.
(b) Sample welds shall be made using the repair
WPS.
(c) RT of the sample welds shall verify that weld
soundness conforms to the requirements of 6.12.2.1.
(d) One reduced section tension test (weld metal);
two side bend tests (weld metal); and three CVN tests of
the HAZ (coarse grain~d area) removed from sample
welds shall be used to demonstrate that the mechanical
properties of the repaired area conform to the specified
requirements of the base metal (see Clause 4, Part D for
CVN testing requirements).
5.26.3 Engineer's Approval. Prior approval of the Engineer shall be obtained for repairs to base metal (other
than those required by 5.15), repair of major or delayed
cracks, repairs to ESW and EGW with internal defects,
or for a revised design to compensate for deficiencies.
The Engineer shall be notified before welded members
are cut apart.
(4) Weld surfaces shall be finished as specified in
5.24.4.1.
...
5.26.4 Inaccessibility of Unacceptable Welds. If, after
an unacceptable weld has been made, work is performed
which has rendered that weld inaccessible or has created
new conditions that make correction of the unacceptable
weld dangerous or ineffectual, then the original conditions shall be restored by removing welds or members,
or both, before the corrections are made. If this is not
done, the deficiency shall be compensated for by additional work performed conforming to an approved revised
design.
5.27 Peening
Peening may be used on intermediate weld layers for
control of shrinkage stresses in thick welds to prevent
cracking or distortion, or both. No peening shall be done
on the root or surface layer of the weld orthe base metal
at the edges of the weld except as provided in 2.20.6.6(3).
Care should be taken to prevent overlapping or cracking
of the weld or base metal.
5.26.5 Welded Restoration of Base Metal with Mislocated Holes. Except where restoration by welding is
necessary for structural or other reasons, punched or
drilled mislocated holes may be left open or filled with
bolts. When base metal with mislocated holes is restored
by welding, the following requirements apply:
5.27.1 Tools. The use of manual slag hammers, chisels,
and lightweight vibrating tools for the removal of slag and
spatter is allowed and shall not be considered peening.
(1) Base metal not subjected to cyclic tensile stress
may be restored by welding, provided the Contractor
prepares and follows a repair WPS. The repair weld
soundness shall be verified by appropriate NDT, when
such tests are specified in the contract documents for
groove welds subject to compression or tension stress.
(2) Base metal subject to cyclic tensile stress may be
restored by welding provided:
5.28 Caulking
Caulking shall be defined as plastic deformation of weld
and base metal surfaces by mechanical means to seal or
obscure discontinuities. Caulking shall be prohibited for
base metals with minimum specified yield strength
greater than 50 ksi [345 MPa].
Por base metals with minimum specified yield strength of
50 ksi [345" MPa] or less, caulking may be used, provided:
(a) The Engineer approves repair by welding and
the repair WPS.
(1) all inspections have been completed and accepted _
(b) The repair WPS is followed in the work and
the soundness of the restored base metal is verified by
(2) caulking is necessary to prevent coating failures
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CLAUSE 5. FABRICATION
(3) the technique and limitations on caulking are
approved by the Engineer
not be painted until after welding has been completed
and the weld accepted.
5.29 Arc Strikes
5.31 Weld Tabs (See 5.2.2)
Arc strikes outside the area of permanent welds should
be avoided on any base metal. Cracks or blemishes
caused by arc strikes shall be ground to a smooth contour
and checked to ensure soundness.
5.31.1 Use of Weld Tabs. Welds shall be terminated at
the end of a joint in a manner that will ensure sound
welds. Whenever necessary, this shall be done by use of
weld tabs aligned in such a manner to provide an extension of the joint preparation.
5.30 Weld Cleaning
5.31.2 Removal of Weld Tabs for Statically Loaded
Nontubular Structures. For statically loaded nontubular structures, weld tabs need not be removed unless
required by the Engineer.
5.30.1 In-Process Cleaning. Before welding over previously deposited metal, all slag shall be removed and the
weld and adjacent base metal shall be cleaned by brushing or other suitable means. This requirement shall apply
not only to successive layers but also to successive beads
and to the crater area when welding is resumed after any
interruption. It shall not, however, restrict the welding of
plug and slot welds in conformance with 5.25.
•
5.31.3 Removal of Weld Tabs for Cyclically Loaded
Nontubular Structures. For cyclically loaded nontubular structures, weld tabs shall be removed upon completion and cooling of the weld, and the ends of the weld
shall be made smooth and flush with the edges of abutting parts.
5.31.4 Ends of Welded Butt Joints. Ends of welded
butt joints required to be flush shall be finished so as not
to reduce the width beyond the detailed width or the actual width furnished, whichever is greater, by more than
1/8 in [3 mm] or so as not to leave reinforcement at each
end that exceeds 1/8 in [3 mm]. Ends of welded butt
joints shall be fared at a slope not to exceed 1 in 10.
5.30.2 Cleaning of Completed Welds. Slag shall be removed from all completed welds, and the weld and adjacent base metal shall be cleaned by brushing or other
suitable means. Tightly adherent spatter remaining after
the cleaning operation is acceptable, unless its removal
is required for the purpose of NDT. Welded joints shall
•
205
AWS D1.1/D1.1 M:2008
CLAUSE 5. FABRICATION
...
Table 5.2
Minimum Holding Time (see 5.8.1)
Table 5.1
Allowable Atmospheric Exposure of
Low-Hydrogen Electrodes
(see 5.3.2.2 and 5.3.2.3)
Electrode
Column A (hours)
Column B (hours)
1/4 in
[6mm]
or Less
Over 1/4 in
[6 mm] Through
2 in [50mm]
Over 2 in [50 mm]
15 min.
15 min. for each
1/4 in [6 mm]
or fraction
thereof
2 hrs plus 15 min. for each
additional in [25 mm]
or fraction thereof
over 2 in [50 mm]
A5.1
4 max.
9 max.
9 max.
9 max.
E70XX
E70XXR
E70XXHZR
E7018M
A5.5
E70XX-X
E80XX-X
E90XX-X
E100XX-X
EllOXX-X
4 max.
2 max.
1 max.
1/2 max.
1/2 max.
Over 4 to 10 max.
Over 4 to 10 max.
Over 2 to 10 max.
Over 1 to 5 max.
Over 1/2 to 4 max.
Over 1/2 to 4 max.
Table 5.3
Alternate Stress-Relief Heat Treatment
(see 5.8.2)
Decrease in Temperature below
Minimum Specified Temperature,
Notes:
1. Column A: Electrodes exposed to atmosphere for longer periods
than shown shall be redried before use.
2. Column B: Electrodes exposed to atmosphere for longer periods
than those established by testing shall be redried before use.
3. Electrodes shall be issued and held in quivers, or other small open
containers. Heated containers are not mandatory.
4. The optional supplemental designator, R, designates a low-hydrogen
electrode which has been tested for covering moisture content after
exposure to a moist environment for 9 hours and has met the maximum level allowed in AWS A5.l/A5.IM, Specification for Carbon
Steel Electrodesfor Shielded Metal Arc Welding.
50
100
150
200
.
Minimum Holding
Time at Decreased
Temperature, Hours
perInch [25 mm]
of Thickness
2
4
30
60
90
120
10
20
Table 5.4
Limits on Acceptability and Repair of Mill Induced
Laminar Discontinuities in Cut Surfaces (see 5.15.1)
Repair Required
Description of Discontinuity
Any discontinuity 1 in [25 mm] in length or less
None, need not be explored
Any discontinuity over 1 in [25 mm] in length and 1/8 in [3 mm] maximum depth
None, but the depth should be explored"
Any discontfuuity over I in [25 mm] in length with depth over 1/8 in [3 mm] but not
greater than 1/4 in [6 mm[
Remove, need not weld
Any discontinuity over I in [25 mm] in length with depth over 1/4 in [6 mm] but not
greater than I in [25 mm]
Completely remove and weld
Any discontinuity over 1 in [25 mm] in length with depth greater than 1 in [25 mm]
See 5.15.1.1
a
A spot check of 10% of the discontinuities on the cut surface in question should be explored by grinding to determine depth. If the depth of anyone
of the discontinuities explored exceeds 1/8 in [3 mm], then all of the discontinuities over 1 in [25 mm] in length remaining on that cut surface shall be
explored by grinding to determine depth. If none of the discontinuities explored in the 10% spot check have a depth exceeding 1/8 in [3 mm], then the
remainder of the discontinuities on that cut surface need not be explored.
206
AWS D1.1/D1.1 M:2008
•
CLAUSE 5. FABRICATION
Table 5.7
Camber Tolerance for Girders without a
Designed Concrete Haunch (see 5.23.4)
Table 5.5
Tubular Root Opening Tolerances
(see 5.22.4.2)
Root Face of Joint
SMAW
GMAW
FCAW
Root Opening of
Joints without
Steel Backing
Camber Tolerance (in inches)
Groove
Angle of
Joint
in
mm
in
mm
deg
±1/16
±1/32
±1/16
±2
±1
±2
±1/16
±1/l6
±1/l6
±2
±2
±2
±5
±5
±5
~
0.1
0.2
0.3
0.4
0.5
100 ft
1/4
1/2
5/8
3/4
3/4
< 100 ft
1/8
1/4
5/16
3/8
3/8
~
Camber Tolerance (in millimeters)
~
Note: Root openings wider than allowed by the above tolerances, but
not greater than the thickness of the thinner part, may be built up by
welding to acceptable dimensions prior to the joining of the parts by
welding.
0.1
0.2
0.3
0.4
0.5
~30m
7
13
17
19
20
<30m
4
6
8
10
10
Table 5.8
Minimum Fillet Weld Sizes (see 5.14)
Base-Metal Thickness (T)a
in
T~
1/4
Minimum Size
of Fillet Weldb
mm
in
mm
T~6
1/8
(Note c)
3
(Note c)
1/4 < T ~ 1/2
6 <T ~ 12
3/16
5
1/2 < T ~ 3/4
12 < T ~ 20
1/4
6
3/4<T
20<T
5/16
8
a For nonlow-hydrogen processes without preheat calculated in
conformance with 4.7.4, T equals thickness of the thicker part joined;
single-pass welds shall be used.
For nonlow-hydrogen processes uSIng procedures established to
prevent cracking in conformance with 4.7.4 and for low-hydrogen
processes, T equals thickness of the thinner part joined; single-pass
requirement shall not apply.
b Except that the weld size need not exceed the thickness of the thinner
part joined.
C Minimum size for cyclically loaded structures shall be 3/16 in [5 mm].
•
207
..
AWS D1.1/D1.1M:2008
CLAUSE 5. FABRICATION
Figure 5.l-Edge Discontinuities in Cut Material (see 5.15.1.1)
.
208
AWS D1.1/D1.1 M:2008
CLAUSE 5. FABRICATION
•
BACKING IF USEDe
L
~r
l
"--1-·
h (Note d)
L- __-'\
R
(Note a)
RADIUS PRECUT BY
~ > 1 5 t DRILL OR HOLE SAW
•
W
D ;;::3/4 in
[2Qmmj
EJ
ANGLE OF
SLOPE NOT
CRITICAL
R
NEED NOT BE TANGENT
NOTCHES PROHIBITED
(SEE FIGURE C-3.2)
(Note a)
I
OPTIONAL METHOD FOR
MAKING CORNER RADIUS
ROLLED SHAPE OR
GROOVE WELDED SHAPE b
•
FILLET WELDED SHAPEc
a Radius shall provide smooth notch-free transition; R;;:: 3/8 in [10 mmj (Typical 1/2 in [12 mm]).
b Access
hole made after welding web to flange.
Access hole made before welding web to flange. Weld shall not be returned through hole.
d hmin = 3/4 in [20 mmj or t w (web thickness), whichever is greater.
eThese are typical details for joints welded from one side against steel backing. Alternative joint designs should be considered.
C
Note: For rolled shapes with flange thickness greater than 2 in [50 mmj and built-up shapes with web material thickness greater than
1-1/2 in [40 mmj, preheat to 150°F [65°C] prior to thermal cutting, grind and inspect thermally cut edges of access hole using MT or PT
methods prior to making web and flange splice groove welds.
Figure 5.2-Weld Access Hole Geometry (see 5.17.1)
209
AWS 01.1/01.1 M:2008
CLAUSE 5. FABRICATION
...
+100
~a_50/
Da-fti~~t
R ± 1/16 in
[2mm]
---11--
---r
(A) GROOVE WELD WITHOUT BACKINGROOT NOT BACKGOUGED
(B) GROOVE WELD WITH BACKING-"
ROOT NOT BACKGOUGED
+100
~a_50/
fNOT
2\0
LIMITEO~
"t
II
+1/16 in [2 mm]
-I I- R -1/8 in [3 mm]
(C) GROOVE WELD WITHOUT BACKINGROOT BACKGOUGED
Root Not
Backgouged
(1) Root face of joint
(2) Root opening of joints
without backing
Root opening of joints
with backing
(3) Groove angle of joint
in
±1/16
±1/16
+1/4
-1/16
+100
_50
mm
2
2
6
2
Root
Backgouged
in
mm
Not limited
+1/16
-1/8
2
3
Not applicable
+10 0
_50
Note: See 5.22.4.2 for tolerances for CJP tubular groove welds
made from one side without backing.
Figure 5.3-Workmanship Tolerances in
Assembly of Groove Welded Joints
(see 5.22.4.1)
210
AWS 01.1/01.1 M:2008
CLAUSE 5. FABRICATION
I
f--
SIZE
--1~ (NO~e a)
(A) DESIRABLE FILLET WELD PROFILES
(B) ACCEPTABLE FILLET WELD PROFILES
-
aConvexity, C, of a weld or individual surface bead with dimension W shall not exceed the value of the following table:
WIDTH OF WELD FACE OR
INDIVIDUAL SURFACE BEAD, W
MAX. CONVEXITY, C
W S; 5/16 in [8 mm]
W > 5/16 in [8 mm] TO W < 1 in [25 mm]
W ~ 1 in [25 mm]
•
1/16 in [2 mm]
1/8 in [3 mm]
3/16 in [5 mm]
~
UNDERSIZE
WELD
EXCESSIVE
CONVEXITY
EXCESSIVE
UNDERCUT
OVERLAP
SIZE
--I ~ --I
SIZE
UNDERSIZE
WELD
INCOMPLETE
FUSION
(C) UNACCEPTABLE FILLET WELD PROFILES
cR (Note b)
~::::::::::::::::::J===f
T1
-L
CR'(Note b)
BUTT JOINTEQUAL THICKNESS PLATE
b Reinforcement
BUTT JOINT (TRANSITION)UNEQUAL THICKNESS PLATE
R shall not exceed 1/8 in [3 mm] (see 5.24.4).
(D) ACCEPTABLE GROOVE WELD PROFILE IN BUTT JOINT
EXCESSIVE WELD
REINFORCEMENT
UNDERFILL
EXCESSIVE
UNDERCUT
OVERLAP
(E) UNACCEPTABLE GROOVE WELD PROFILES IN BUTT JOINTS
•
Note: All welds shall meet the visual acceptance criteria of Table 6.1 .
Figure 5.4-Acceptable and Unacceptable Weld Profiles (see 5.24)
211
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AWS D1.1/D1.1 M:2008
This page is intentionally blank...
212
AWS D1.1/D1.1 M:2008
•
6. Inspection
Part A
General Requirements
Contractor on all inspection and quality matters within
the scope of the contract documents.
6.1.3.2 Verification Inspector. This inspector is the
duly designated person who acts for, and in behalf of, the
Owner or Engineer on all inspection and quality matters
within the scope of the contract documents.
6.1 Scope
Clause 6 contains all of the requirements for the Inspector's qualifications and responsibilities, acceptance criteria for discontinuities, and procedures for NDT.
•
6.1.3.3 Inspector(s). When the term inspector is used
without further qualification as to the specific inspector
category described above, it applies equally to inspection
and verification within the limits of responsibility described in 6.1.2.
6.1.1 Information Furnished to Bidders. When NDT
other than visual is to be required, it shall be so stated in
the information furnished to the bidders. This information shall designate the categories of welds to be examined, the extent of examination of each category, and the
method or methods of testing.
6.1.4 Inspector Qualification Requirements
6.1.4.1 Basis for Qualification. Inspectors responsible for acceptance or rejection of material and
workmanship shall be qualified. The bases of Inspector
qualification shall be documented. If the Engineer elects
to specify the bases of inspector qualification, it shall be
so specified in contract ~ocuments.
6.1.2 Inspection and Contract Stipulations. For the
purpose of this code, fabrication/erection inspection and
testing, and verification inspection and testing shall be
separate functions.
6.1.2.1 Contractor's Inspection. This type of inspection and test shall be performed as necessary prior to
assembly, during assembly, during welding, and after
welding to ensure that materials and workmanship meet
the requirements of the contract documents. Fabrication/erection inspection and testing shall be the responsibilities of the Contractor unless otherwise provided in the
contract documents.
The acceptable qualification basis shall be the following:
(1) Current or previous certification as an AWS Certified Welding Inspector (CWI) in conformance with the
provisions of AWS QCl, Standardfor AWS Certification
of Welding Inspectors, or
(2) Current or previous qualification by the Canadian
Welding Bureau (CWE) in conformance with the requirements of the Canadian Standard Association (CSA)
Standard W178.2, Certification of Welding Inspectors, or
6.1.2.2 Verification Inspection. This type of inspection and testing shall be performed and their results reported to the Owner and Contractor in a timely manner to
avoid delays in the work. Verification inspection and testing are the prerogatives of the Owner who may perform
this function or, when provided in the contract, waive independent verification, or stipulate that both inspection
and verification shall be performed by the Contractor.
(3) An individual who, by training or experience, or
both, in metals fabrication, inspection and testing, is
competent to perform inspection of the work.
6.1.4.2 Term of Effectiveness. The qualification of
an Inspector shall remain in effect indefinitely, provided
the Inspector remains active in inspection of welded steel
fabrication, unless there is specific reason to question the
Inspector's ability.
6.1.3 Definition of Inspector Categories
•
6.1.3.1 Contractor's Inspector. This inspector is the
duly designated person who acts for, and in behalf of, the
213
CLAUSE 6. INSPECTION
PARTA
.
AWS 01.1/01.1 M:2008
6.3.3 WPSs in Production. The Contractor's Inspector
shall ensure that all welding operations are performed in
conformance with WPSs that meet the requirements of
this code and the contract documents.
6.1.4.3 Assistant Inspector. The Inspector may be
supported by Assistant Inspectors who may perform specific inspection functions under the supervision of the
Inspector. Assistant Inspectors shall be qualified by
training and experience to perform the specific functions
to which they are assigned. The work of Assistant Inspectors shall be regularly monitored by the Inspector,
generally on a daily basis.
6.4 Inspection of Welder, Welding
Operator, and Tack Welder
Qualifications
6.1.4.4 Eye Examination. Inspectors and Assistant
Inspectors shall have passed an eye examination with
or without corrective lenses to prove near vision acuity of
Jaeger J-2 at a distance of 12 in-I? in [300 mm-430 mm).
Eye examination of all inspection personnel shall be
required every three years or less if necessary to demonstrate adequacy.
6.4.1 Determination of Qualification. The Inspector
shall allow welding to be performed only by welders,
welding operators, and tack welders who are qualified in
conformance with the requirements of Clause 4, or shall
ensure that each welder, welding operator, or tack welder
has previously demonstrated such qualification under
other acceptable supervision and approved by the Engineer in conformance with 4.1.2.1.
6.1.4.5 Verification Authority. The Engineer shall
have authority to verify the qualification of Inspectors.
6.1.5 Inspector Responsibility. The Inspector shall ascertain that all fabrication and erection by welding is performed in conformance with the requirements of the
contract documents.
6.4.2 Retesting Based on Quality of Work. When the
quality of a qualified welder's, welding operator's, or
tack welder's work appears to be below the requirements
of this code, the Inspector may require that the welder,
welding operator, or tack welder demonstrate an ability
to produce sound welds by means of a simple test, such
as the fillet weld break test, or by requiring complete
requalification in conformance with Clause 4.
6.1.6 Items to be Furnished to the Inspector. The Inspector shall be furnished complete detailed drawings
showing the size, length, type, and location of all welds
to be made. The Inspector shall also be furnished the portion of the contract documents that describes material
and quality requirements for the products to be fabricated
or erected, or both.
6.4.3 Retesting Based on Qualification Expiration.
The Inspector shall require requalification of any qualified welder or welding operator who has not used the
process (for which they are qualified) for a period exceeding six months (see 4.1.3.1).
6.1.7 Inspector Notification. The Inspector shall be
notified in advance of the start of operations subject to
inspection and verification.
6.5 Inspection of Work and Records
6.2 Inspection of Materials and
Equipment
6.5.1 Size, Length, and Location of Welds. The Inspector shall ensure that the size, length, and location of
all welds conform to the requirements of this code and to
the detail drawings and that no unspecified welds have
been added without the approval of the Engineer.
The Contractor's Inspector shall ensure that only materials and equipment conforming to the requirements of
this code shall be used.
6.5.2 Scope of Examinations. The Inspector shall, at
suitable intervals, observe joint preparation, assembly
practice, the welding techniques, and performance of
each welder, welding operator, and tack welder to ensure
that the applicable requirements of this code are met.
6.3 Inspection of WPSs
6.3.1 Prequalified WPS. The Contractor's Inspector
shall ensure that all prequalified WPSs to be used for the
work conform with the requirements Clause 3, Clause 5,
and the contract documents.
6.5.3 Extent of Examination. The Inspector shall examine the work to ensure that it meets the requirements
of this code. Other acceptance criteria, different from
those described in the code, may be used when approved
by the Engineer. Size and contour of welds shall be mea- I
sured with suitable gages. Visual inspection for cracks in
6.3.2 WPSs Qualified by Test. The Contractor's Inspector shall ensure that all WPSs qualified by test conform
with the requirements of Clauses 4 and 5, and contract
documents.
214
AWS D1.1/D1.1 M:2008
PARTS A, B, & C
welds and base metal and other discontinuities should be
aided by a strong light, magnifiers, or such other devices
may be found helpful.
CLAUSE 6. INSPECTION
with 6.14. The Owner shall be responsible for all associated costs including handling, surface preparation, NDT,
and repair of discontinuities other than those described in
6.9, whichever is applicable, at rates mutually agreeable
between Owner and Contractor. However, if such testing
should disclose an attempt to defraud or gross nonconformance to this code, repair work shall be done at the Contractor's expense.
6.5.4 Inspector Identification of Inspections Performed. Inspectors shall identify with a distinguishing
mark or other recording methods all parts or joints that
they have inspected and accepted. Any recording method
which is mutually agreeable may be used. Die stamping
of cyclically loaded members without the approval of the
Engineer shall be prohibited.
6.5.5 Maintenance of Records. The Inspector shall
keep a record of qualifications of all welders, welding
operators, and tack welders; all WPS qualifications or
other tests that are made; and such other information as
may be required.
PartC
.Acceptance Criteria
6.7 Scope
Acceptance criteria for visual and NDT inspection of
tubular connections and statically and cyclically loaded
nontubular connections are described in Part C. The extent of examination and the acceptance criteria shall be
specified in the contract documents on information furnished to the bidder.
PartB
Contractor Responsibilities
6.6 Obligations of the Contractor
•
6.6.1 Contractor Responsibilities. The Contractor
shall be responsible for visual inspection and necessary
correction of all deficiencies in materials and workmanship in conformance with the requirements of this code.
6.8 Engineer's Approval for
Alternate Acceptance Criteria
The fundamental premise of the code is to provide
general stipulations applicable to most situations. Acceptance criteria for production welds different from those
described in the code may be used for a particular application, provided they are suitably documented by the
proposer and approved by the Engineer. These alternate
acceptance criteria may be based upon evaluation of suitability for service using past experience, experimental
evidence or engineering analysis considering material
type, service load effects, and environmental factors.
6.6.2 Inspector Requests. The Contractor shall comply
with all requests of the Inspector(s) to correct deficiencies in materials and workmanship as provided in the
contract documents.
6.6.3 Engineering Judgment. In the event that faulty
welding, or its removal for rewelding, damages the base
metal so that in the judgment of the Engineer its retention
is not in conformance with the intent of the contract documents, the Contractor shall remove and replace the
damaged base metal or shall compensate for the deficiency in a manner approved by the Engineer.
6.9 Visual Inspection
6.6.4 Specified NDT Other than Visual. When NDT
other than visual inspection is specified in the information furnished to bidders, it shall be the Contractor's responsibility to ensure that all specified welds shall meet
the quality requirements of Clause 6, Part C, whichever
is applicable.
•
All welds shall be visually inspected and shall be
acceptable if the criteria of Table 6.1 are satisfied.
6.10 PT and MT
6.6.5 Nonspecified NDT Other than Visual. If NDT
other than visual inspection is not specified in the original
contract agreement but is subsequently requested by the
Owner, the Contractor shall perform any requested testing
or shall allow any testing to be performed in conformance
Welds that are subject to MT and PT, in addition to visual
inspection, shall be evaluated on the basis of the applicable requirements for visual inspection. The testing shall
be performed in conformance with 6.14.4 or 6.14.5,
whichever is applicable.
215
CLAUSE 6. INSPECTION
PARTe
6.11 NDT
..
AWS D1.1/D1.1M:2008
indication may be 3/8 in [10 mm]. The minimum clearance of rounded discontinuities greater than or equal to ~
3/32 in [2.5 mm] to an acceptable elongated or rounded
discontinuity or to an edge or end of an intersecting weld
shall be three times the greatest dimension of the larger
of the discontinuities being considered.
Except as provided for in 6.18, all NDT methods including equipment requirements and qualifications, personnel qualifications, and operating methods shall be in
conformance with Clause 6, Inspection. Acceptance criteria shall be as described in this section. Welds subject
to NDT shall have been found acceptable by visual inspection in conformance with 6.9.
(4) At the intersection of a weld with another weld or
a free edge (i.e., an edge beyond which no material
extension exists), acceptable discontinuities shall conform to the limitations of Figure 6.1, Cases I-IV.
For welds subject to NDT in conformance with 6.10,
6.11,6.12..1, and 6.13.3, the testing may begin immediately after the completed welds have cooled to ambient
temperature. Acceptance criteria for ASTM A 514,
A 517, and A 709 Grade 100 and 100W steels shall be
based on NDT performed not less than 48 hours after
completion of the welds.
~) Isolated discontinuities such as a cluster of
rounded indications, having a sum of their greatest
dimensions exceeding the maximum size single discontinuity allowed in Figure 6.1. The minimum clearance to
another cluster or an elongated or rounded discontinuity
or to an edge or end of an intersecting weld shall be three
times the greatest dimension of the larger of the discontinuities being considered.
6.11.1 Tubular Connection Requirements. For CJP
groove butt welds welded from one side without backing, the entire length of all completed tubular production
welds shall be examined by either RT or UT. The
acceptance criteria shall conform to 6.12-1 or 6.13.3 as
applicable.
(§) The sum of individual discontinuities each having
a greater dimension of less than 3/32 in [2.5 mm] shall
not exceed 2E/3 or 3/8 in [10 mm], whichever is less, in
any linear 1 in [25 mm] of weld. This requirement is
independent ot(1), (2), and (3) above.
6.12 RT
CD In-line discontinuities, where the sum of the
greatest dimensions exceeds E in any length of 6E. When 1.
the length of the weld being examined is less than 6E, the ~
allowable sum of the greatest dimensions shall be proportionally less.
Welds shown by RT that do not meet the requirements of
Part C, or alternate acceptance criteria per 6.8, shall be
repaired in conformance with 5.26. Discontinuities other
than cracks shall be evaluated on the basis of being either
elongated or rounded. Regardless of the type of discontinuity, an elongated discontinuity shall be defined as one
in which its length exceeds three times its width. A
rounded discontinuity shall be defined as one in which its
length is three times its width or less and may be round
or irregular and may have tails.
6.12.2 Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular Connections. Welds that are
subject to RT in addition to visual inspection shall have
no cracks and shall be unacceptable if the RT shows any
of the types of discontinuities described in 6.12.2.1
6.12.2.2, or 6.12.2.3. The limitations given by Figures
6.2 and 6.3 for 1-112 in [38 mm] weld size (E) shall apply
to all weld sizes greater than 1-112 in [38 mm].
6.12.1 Discontinuity Acceptance Criteria for Statically Loaded Nontubular and Statically or Cyclically
Loaded Tubular Connections. Welds that are subject
to RT in addition to visual inspection shall have no
cracks and shall be unacceptable if the RT shows any
discontinuities exceeding the following limitations. The
limitations given by Figure 6.1 for 1-118 in [30 mm] weld
size (E) shall apply to all weld sizes greater than 1-118 in
[30 mm].
6.12.2.1 Cyclically Loaded Nontubular Connections in Tension
(1) Discontinuities exceeding the maximum size of
Figure 6.2.
(2) Discontinuities closer than the minimum clearance allowance of Figure 6.2.
(1) Elongated discontinuities exceeding the maximum size of Figure 6.1.
(2) Discontinuities closer than the minimum clearance allowance of Figure 6.1.
(3) At the intersection of a weld with another weld or
a free edge (i.e., an edge beyond which no material
extension exists), acceptable discontinuities shall conform to the limitations of Figure 6.2, Cases I-IV.
(3) Rounded discontinuities greater than a maximum
size of E/3, not to exceed 114 in [6 mm]. However, when
E is greater than 2 in [50 mmJ, the maximum rounded
(4) Isolated discontinuities such as a cluster of ~
rounded indications, having a sum of their greatest ~
dimensions exceeding the maximum size single disconti-
216
AWS D1.1/D1.1 M:2008
PARTe
CLAUSE 6. INSPECTION
6.13 UT
nuity allowed in Figure 6.2. The minimum clearance to
. . another cluster or an elongated or rounded discontinuity
•
or to an edge or end of an intersecting weld shall be three
times the greatest dimension of the larger of the discontinuities being considered.
6.13.1 Acceptance Criteria for Statically Loaded
Nontubular Connections. The acceptance criteria for
welds subject to UT in addition to visual inspection shall
meet the requirements of Table 6.2. For CJP web-toflange welds, acceptance of discontinuities detected by
scanning movements other than scanning pattern 'E' (see
6.32.2.2) may be based on weld thickness equal to the
actual web thickness plus 1 in [25 mm]. Discontinuities
detected by scanning pattern 'E' shall be evaluated to the
criteria of Table 6.2 for the actual web thickness. When
CJP web-to-flange welds are subject to calculated tensile
stress normal to the weld, they should be so designated
on the design drawing and shall conform to the requirements of Table 6.2. Ultrasonically tested welds are evaluated on the basis of a discontinuity reflecting ultrasound
in proportion to its effect on the integrity of the weld. Indications of discontinuities that remain on the display as
the search unit is moved towards and away from the discontinuity (scanning movement "b") may be indicative
of planar discontinuities with significant through-throat
dimension.
(5) The sum of individual discontinuities each having
a greater dimension of less than 3/32 in [2.5 mm] shall
not exceed 2E/3 or 3/8 in [10 mm], whichever is less, in
any linear 1 in [25 mm] of weld. This requirement is
independent of (1), (2), and (3) above.
(6) In-line discontinuities, where the sum of the
greatest dimensions exceeds E in any length of 6E. When
the length of the weld being examined is less than 6E, the
allowable sum of the greatest dimensions shall be proportionally less.
6.12.2.2 Cyclically Loaded Nontubular Connections in Compression
(1) Discontinuities exceeding the maximum size of
Figure 6.3.
(2) Discontinuities closer than the minimum clearance allowance of Figure 6.3.
Since the major reflecting surface of the most critical discontinuities is oriented a minimum of 20° (for a 70°
search unit) to 45° (for a 45° search unit) from perpendicular to the sound beam, amplitude evaluation (dB
rating) does not allow reliable disposition. When indications exhibiting these planar characteristics are present at
scanning sensitivity, a more detailed evaluation of the
discontinuity by other means shall be required (e.g.,
alternate UT techniques, RT, grinding or gouging for visual inspection, etc.).
(3) At the intersection of a weld with another weld or
a free edge (i.e., an edge beyond which no material
extension exists), acceptable discontinuities shall conform to the limitations of Figure 6.3, Cases I-V.
•
(4) Isolated discontinuities such as a cluster of
rounded indications, having a sum of their greatest
dimensions exceeding the maximum size single discontinuity allowed in Figure 6.3. The minimum clearance to
another cluster or an elongated or rounded discontinuity
or to an edge or end of an intersecting weld shall be three
times the greatest dimension of the larger of the discontinuities being considered.
6.13.2 Acceptance Crlteria for Cyclically Loaded
Nontubular Connections. The acceptance criteria for
welds subject to UT in addition to visual inspection shall
meet the following requirements:
(1) Welds subject to tensile stress under any condition of loading shall conform to the requirements of
Table 6.3.
(5) The sum of individual discontinuities each having
a greater dimension of less than 3/32 in [2.5 mm] shall
not exceed 2E/3 or 3/8 in [10 mm], whichever is less, in
any linear 1 in [25 mm] of weld. This requirement is
independent of (1), (2), and (3) above.
(2) Welds subject to compressive stress shall conform to the requirements of Table 6.2.
(6) In-line discontinuities, where the sum of the
greatest dimensions exceeds E in any length of 6E. When
the length of the weld being examined is less than 6E, the
allowable sum of the greatest dimensions shall be proportionally less.
6.13.2.1 Indications. Ultrasonically tested welds are
evaluated on the basis of a discontinuity reflecting ultrasound in proportion to its effect on the integrity of the
weld. Indications of discontinuities that remain on the
display as the search unit is moved towards and away
from the discontinuity (scanning movement "b") may be
indicative of planar discontinuities with significant
through throat dimension. As the orientation of such discontinuities, relative to the sound beam, deviates from
the perpendicular, dB ratings which do not allow direct,
6.12.2.3 Discontinuities Less than 1/16 in [2 mm].
In addition to the requirements of 6.12.2.1 and 6.12.2.2,
discontinuities having a greatest dimension of less than
1/16 in [2 mm] shall be unacceptable if the sum of their
greatest dimensions exceeds 3/8 in [10 mm] in any linear
inch of weld.
•
217
CLAUSE 6. INSPECTION
..
PARTSC&D
reliable evaluation of the welded joint integrity may result. When indications that exhibit these planar characteristics are present at scanning sensitivity, a more
detailed evaluation of the discontinuity by other means
may be required (e.g., alternate UT techniques, RT,
grinding, or gouging for visual inspection, etc.).
AWS D1.1 /D1.1 M:2008
Tough Weldments). All indications having half (6 dB)
or less amplitude than the standard sensitivity level
(with due regard for 6.27.6) shall be disregarded. Indications exceeding the disregard level shall be evaluated as
follows:
I
(l) Spherical reflectors shall be as described in Class
R, except that any indications within the following limits
for linear or planar shall be acceptable.
6.13.2.2 Scanning. CJP web-to-flange welds shall
conform to the requirements of Table 6.2, and acceptance for discontinuities detected by scanning movements other than scanning pattern 'E' (see 6.32.2.2) may
be based on a weld thickness equal to the actual web
thickness plus 1 in [25 mm]. Discontinuities detected by
scanning pattern 'E' shall be evaluated to the criteria of
6.13.2 for the actual web thickness. When such web-toflange welds are subject to calculated tensile stress normal to the weld, they shall be so designated on design
drawings and shall conform to the requirements of Table
6.3.
(2) Linear or planar reflectors shall be evaluated by
means of beam boundary techniques, and those whose
dimensions exceeded the limits of Figure 6.~ shall be rejected. The root area shall be defined as that lying within
1/4 in [6 mm] or tw /4, whichever is greater, of the root of
the theoretical weld, as shown in Figure 3.8.
PartD
NDT Procedures
6.13.3 Acceptance Criteria for Tubular Connections. Acceptance criteria for UT shall be as provided in
contract documents. Class R or Class X, or both,may be
incorporated by reference. Amplitude based acceptance
criteria as given by 6.13.1 may also be used for groove
welds in butt joints in tubing 24 in [600 mm] in diameter
and over, provided all relevant provisions of Clause 6,
Part F, are followed. However, these amplitude criteria
shall not be applied to tubular T-, Y-, and K-connections.
6.14 Procedures
The NDT procedures as described in this code have
been in use for many years and provide reasonable assurance of weld integrity; however, it appears that some
users of the code incorrectly consider each method capable of detecting all unacceptable discontinuities. Users of
the code should become familiar with all the limitations
of NDT methods to be used, particularly the inability to
detect and characterize planar discontinuities with specific orientations. (The limitations and complementary
use of each method are explained in the latest edition of
AWS B1.lO, Guide for Nondestructive Examination of
Welds.)
6.13.3.1 Class R (Applicable When UT is Used as
an Alternate to RT). All indications having one-half
(6 dB). or less amplitude than the standard sensitivity
level (with due regard for 6.27.6) shall be disregarded.
Indications exceeding the disregard level shall be evaluated as follows:
(1) Isolated random spherical reflectors, with 1 in
[25 mm] minimum separation up to the standard sensitivity level shall be accepted. Larger reflectors shall be
evaluated as linear reflectors.
~
6.14.1 RT. When RT is used, the procedure and technique shall be in conformance with Part E of this section.
6.14.2 Radiation Imaging Systems. When examination
is performed using radiation imaging systems, the procedures and techniques shall be in conformance with Part
G of this section.
(2) Aligned spherical reflectors shall be evaluated as
linear reflectors.
(3) Clustered spherical reflectors having a density of
more than one per square inch [645 square millimeters]
with indications above the disregard levels (projected
area normal to the direction of applied stress, averaged
over a 6 in [150 mm] length of weld) shall be rejected.
6.14.3 UT. When UT is used, the procedure and technique shall be in conformance with Part F of this section.
(4) Linear or planar reflectors whose lengths (extent)
exceed the limits of Figure 6.1 shall be rejected. Additionally, root reflectors shall not exceed the limits of Class X.
6.14.4 MT. When MT is used, the procedure and technique shall be in conformance with ASTM E 709, and
the standard of acceptance shall be in conformance with
Clause 6, Part C, of this code, whichever is applicable.
6.13.3.2 Class X (Experience-Based, Fitnessfor-Purpose Criteria Applicable to T -, Y-, and KConnections in Redundant Structures with Notch-
6.14.5 PT. For detecting discontinuities that are open to A
the surface, PT may be used. The standard methods set ,
forth in ASTM E 165 shall be used for PT inspection, and
218
AWS 01.1/01.1 M:2008
•
PARTSD& E
When either of the two additional spots show defects that
require repair, the entire segment of weld represented by
the original spot shall be completely tested. If the weld
involves more than one segment, two additional spots in
each segment shall be tested at locations agreed upon by
the Contractor and the verification Inspector, subject to
the foregoing interpretation.
the standards of acceptance shall be in conformance with
Clause 6, Part C, of this code, whichever is applicable.
6.14.6 Personnel Qualification
6.14.6.1 ASNT Requirements. Personnel performing NDT other than visual shall be qualified in conformance with the current edition of the American Society for
Nondestructive Testing Recommended Practice No.
SNT-TC-IA. Individuals who perform NDT shall be
qualified for:
6.15.4 Relevant Information. NDT personnel shall,
prior to testing, be furnished or have access to rel~vant
information regarding weld joint geometries, material
thicknesses, and welding processes used in making the
weldment. NDT personnel shall be apprised of any subsequent repairs to the weld.
(1) NDT Level II, or
(2) NDT Level I working under the NDT Level II
6.14.6.2 Certification. Certification of Level I and
Level II individuals shall be performed by a Level III individual who. has been certified by (1) The American
Society for Nondestructive Testing, or (2) has the education, training, experience, and has successfully passed
the written examination described in SNT-TC-IA.
PartE
Radiographic Testing (RT)
6.16 RT of Groove Welds in Butt
Joints
6.14.6.3 Exemption of QC1 Requirements. Personnel performing NDT under the provisions of 6.14.6 need
not be qualified and certified under the provisions of
AWSQCl.
•
6.16.1 Procedures and Standards. The procedures and
standards set forth in Part E shall govern RT of welds
when such inspection is required by· the contract documents as provided in 6.14. The requirements described
herein are specifically for testing groove welds in butt
joints in plate, shapes, and bars by X-ray or gamma-ray
sources. The methodology shall conform to ASTM E 94,
Standard Recommended Practice for Radiographic Testing, ASTM E 142, Standard Method for Controlling
Quality ofRadiographic Testing, ASTM E 747, Controlling
Quality of Radiographic Testing Using Wire Penetrameters, and ASTM E 1032, Radiographic Examination of
Weldments.
6.15 Extent of Testing
Information furnished to the bidders shall clearly identify
the extent of NDT (types, categories, or location) of
welds to be tested.
6.15.1 Full Testing. Weld joints requiring testing by
contract specification shall be tested for their full length,
unless partial or spot testing is specified.
6.15.2 Partial Testing. When partial testing is specified, the location and lengths of welds or categories of
weld to be tested shall be clearly designated in the contract documents.
•
CLAUSE 6. INSPECTION
6.16.2 Variations. Variations in testing procedures,
equipment, and acceptance standards may be used upon
agreement between the Contractor and the Owner. Such
variations include, but are not limited to, the following:
RT of fillet, T, and comer welds; changes in source-tofilm distance; unusual application of film; unusual holetype or wire-type image quality indicators (IQI) applications (including film side IQI); and RT of thicknesses
greater than 6 in [150 rom] film types, densities, and variations in exposure, development, and viewing techniques.
6.15.3 Spot Testing. When spot testing is specified, the
number of spots in each designated category of welded
joint to be tested in a stated length of weld or a designated segment of weld shall be included in the information furnished to the bidders. Each spot test shall
cover at least 4 in [100 mm] of the weld length. When
spot testing reveals indications of unacceptable discontinuities that require repair, the extent of those discontinuities shall be explored. Two additional spots in the same
segment of weld joint shall be taken at locations away
from the original spot. The location of the additional
spots shall be agreed upon between the Contractor and
the verification Inspector.
6.17 RT Procedures
6.17.1 Procedure. Radiographs shall be made using a
single source of either X-or gamma radiation. The radiographic sensitivity shall be judged based on hole-type
219
CLAUSE 6. INSPECTION
PARTE
AWS 01.1/01.1 M:2008
...
6.17.5.3 Source-to-Subjeet Distance Limitations.
The source-to-subject distance shall not be less than
seven times the thickness of weld plus reinforcement and
backing, if any, nor such that the inspecting radiation
shall penetrate any portion of the weld represented in the
radiograph at an angle greater than 26-112° from a line
normal to the weld surface.
image or wire IQIs. Radiographic technique and equipment shall provide sufficient sensitivity to clearly delineate the required hole-type IQIs and the essential holes or
wires as described in 6.17.7, Tables 6.4 and 6.5, and Figures 6.§. and 6.1. Identifying letters and numbers shall
show clearly in the radiograph.
6.17.2 Safety Requirements. RT shall be performed in
conformance with all applicable safety requirements.
~
6.17.6 Sources. X-ray units, 600 kVp maximum, and
iridium 192 may be used as a source for all RT provided
they have adequate penetrating ability. Cobalt 60 shall
only be used as a radiographic source when the steel
being radiographed exceeds 2-1/2 in [65 mm] in thickness. Other radiographic sources may be used with the
approval of the Engineer.
6.17.3 Removal of Reinforcement. When the contract
documents require the removal of weld reinforcement,
the welds shall be prepared for RT by grinding as described in 5.24.4.1. Other weld surfaces need not be
ground or otherwise smoothed for purposes of RT unless
surface irregularities or the junction between weld and
base metal may cause objectionable weld discontinuities
to be obscured in the radiograph.
6.17.7 IQI Selection and Placement. IQIs shall be selected and placed on the weldment in the area of interest
being radiographed as shown in Table 6.6.
6.17.3.1 Tabs. Weld tabs shall be removed prior to
RT unless otherwise approved by the Engineer.
6.17.8 Technique. Welded joints shall be radiographed
and the film indexed by methods that will provide complete and continuous inspection of the joint within the
limits specified to be examined. Joint limits shall show
clearly in the radiographs. Short film, short screens, excessive undercut by scattered radiation, or any other
process that obscures portions of the total weld length
shall render the radiograph unacceptable.
6.17.3.2 Steel Backing. When required by 5.10 or
other provisions of the contract documents, steel backing
shall be removed, and the surface shall be finished flush
by grinding prior to RT. Grinding shall be as described in
5.24.4.1.
6.17.3.3 Reinforcement. When weld reinforcement
or backing, or both, is not removed, or wire IQI alternate
placement is not used, steel shims which extend at least
1/8 in [3 mm] beyond three sides of the required holetype IQI or wire IQI shall be placed under the hole-type
IQI or wire IQI, so that the total thickness of steel between the hole-type IQI and the film is approximately
equal to the average thickness of the' weld measured
through its reinforcement and backing.
6.17.8.1 Film Length. Film shall have sufficient
length and shall be placed to provide at least 1/2 in
[12 mm] offilm beyond the projected edge of the weld.
~
6.17.8.2 Overlapping Film. Welds longer than 14 in
[350 mm] may be radiographed by overlapping film cassettes and making a single exposure, or by using single
film cassettes and making separate exposures. The provisions of 6.17.5 shall apply.
6.17.4 Radiographic Film. Radiographic film shall be
as described in ASTM E 94. Lead foil screens shall be
used as described in ASTM E 94. Fluorescent screens
shall be prohibited.
6.17.8.3 Backscatter. To check for backscatter radiation, a lead symbol "B," 1/2 in [12 mm] high, 1/16 in
[2 mm] thick shall be attached to the back of each film
cassette. If the "B" image appears on the radiograph, the
radiograph shall be considered unacceptable.
6.17.5 Technique. Radiographs shall be made with a
single source of radiation centered as near as practicable
with respect to the length and width of that portion of the
weld being examined.
6.17.9 Film Width. Film widths shall be sufficient to depict all portions of the weld joint, including the HAZs, and
shall provide sufficient additional space for the required
hole-type IQIs or wire IQI and film identification without
infringing upon the area of interest in the radiograph.
6.17.5.1 Geometric Unsharpness. Gamma ray
sources, regardless of size, shall be capable of meeting
the geometric unsharpness limitation of ASME Boiler
and Pressure Vessel Code, Section V, Article 2.
6.17.10 Quality of Radiographs. All radiographs shall
be free from mechanical, chemical, or other blemishes to
the extent that they cannot mask or be confused with the
image of any discontinuity in the area of interest in the
radiograph. Such blemishes include, but are not limited
to the following:
~
6.17.5.2 Source-to-Subject Distance. The sourceto-subject distance shall not be less than the total length
of film being exposed in a single plane. This provision
shall not apply to panoramic exposures made under the
provisions of 6.16.2.
(1) fogging
220
AWS D1.1/D1.1M:2008
I
PARTE
(2) processing defects such as streaks, water marks,
or chemical stains
identification mark, the date, and the weld repair number, if applicable.
(3) scratches, finger marks, crimps, dirtiness, static
marks, smudges, or tears
6.17.13 Edge Blocks. Edge blocks shall be used when
radiographing butt welds greater than 1/2 in [12 mm]
thickness. The edge blocks shall have a length sufficient
to extend beyond each side of the weld centerline for a
minimum distance equal to the weld thickness, but no
less than 2 in [50 mm], and shall have a thickness equal
to or greater than the thickness of the weld. The minimum width of the edge blocks shall be equal to half the
weld thickness, but not less than 1 in [25 mm]. The edge
blocks shall be centered on the weld against the plate
being radiographed, allowing no more than 1/16 in
[2 mm] gap for the minimum specified length of the
edge blocks. Edge blocks shall be made of radiographically clean steel and the surface shall have a finish of
ANSI 125 Ilin [3 jlill] or smoother (see Figure 6.12).
(4) loss of detail due to poor screen-to-film contact
(5) false indications due to defective screens or internal faults
6.17.11 Density Limitations. The transmitted film density through the radiographic image of the body of the
required hole-type IQI(s) and the area of interest shall be
1.8 minimum for single film viewing for radiographs
made with an X-ray source and 2.0 minimum for radiographs made with a gamma-ray source. For composite
viewing of double film exposures, the minimum density
shall be 2.6. Each radiograph of a composite set shall
have a minimum density of 1.3. The maximum density
shall be 4.0 for either single or composite viewing.
6.18 Supplementary RT
Requirements for Tubular
Connections
6.17.11.1 H & D Density. The density measured
shall be H & D density (radiographic density), which is a
measure of film blackening, expressed as:
D = log IJI
6.18.1 Circumferential Groove Welds in Butt Joints.
The technique used to radiograph circumferential butt
joints shall be capable of covering the entire circumference. The technique shall preferably be single-wall
exposure/single-wall view. Where accessibility or pipe
size prohibits this, the technique may be double-wall
exposure/single-wall view or double-wall exposure/
double-wall view.
where:
I
D = H & D (radiographic) density
10 = light intensity on the film, and
I = light transmitted through the film.
6.17.11.2 Transitions. When weld transitions in
thickness are radiographed and the ratio of the thickness
of the thicker section to the thickness of the thinner section is 3 or greater, radiographs should be exposed to
produce single film densities of 3.0 to 4.0 in the thinner
section. When this is done, the minimum density requirements of 6.17.11 shall be waived unless otherwise provided in the contract documents.
•
CLAUSE 6. INSPECTION
6.18.1.1 Single-Wall Exposure/Single-Wall View.
The source of radiation shall be placed inside the pipe
and the film on the outside of the pipe (see Figure 6.TI).
Panoramic exposure may be made if the source-to-object
requirements are satisfied; if not, a minimum of three exposures shall be made. The IQI may be selected and
placed on the source side of the pipe. If not practicable, it
may be placed on the film side of the pipe.
6.17.12 Identification Marks. A radiograph identification mark and two location identification marks shall
be placed on the steel at each radiograph location. A
corresponding radiograph identification mark and two
location identification marks, all of which shall show in
the radiograph, shall be produced by placing lead numbers or letters, or both, over each of the identical identification and location marks made on the steel to provide a
means for matching the developed radiograph to the
weld. Additional identification information may be preprinted no less than 3/4 in [20 mm] from the edge of the
weld or shall be produced on the radiograph by placing
lead figures on the steel. Information required to show on
the radiograph shall include the Owner's contract identification, initials of the RT company, initials of the fabricator, the fabricator shop order number, the radiographic
6.18.1.2 Double-Wall Exposure/Single-Wall View.
Where access or geometrical conditions prohibit singlewall exposure, the source may be placed on the outside
of the pipe and film on the opposite wall outside the pipe
(see Figure 6.14). A minimum of three exposures shall
be required to cover the complete circumference. The
IQI may be selected and placed on the film side of the
pipe.
6.18.1.3 Double-Wall ExposurelDouble-Wall View.
When the outside diameter of the pipe is 3-1/2 in
[90 mm] or less, both the source side and film side weld
may be projected onto the film and both walls viewed for
acceptance. The source of radiation shall be offset from
221
CLAUSE 6. INSPECTION
PARTSE& F
the pipe by a distance that is at least seven times the outside diameter. The radiation beam shall be offset from
the plane of the weld centerline at an angle sufficient to
separate the images of the source side and film side
welds. There shall be no overlap of the two zone interpreted. A minimum of two exposures 90° to each other
shall be required (see Figure 6.15). The weld may also
be radiographed by superimposing the two welds, in
which case there shall be a minimum of three exposures
60° to each other (see Figure 6..!§). In each of these two
techniques, the IQI shall be placed on the source side of
the pipe.
AWS D1.1/D1.1M:2008
...
required by 6.14 of this code. For thicknesses less than
5/16 in [8 mm] or greater than 8 in [200 mm], testing
shall be performed in conformance with Annex S. These
procedures and standards shall be prohibited for testing
tube-to-tube T-, Y-, or K-connections.
6.20.2 Variations. Annex S is an example of an alternative technique for performing UT examination of groove
welds. Variations in testing procedure, equipment, and
acceptance standards not included in Part F of Clause 6
may be used with the approval of the Engineer. Such
variations include other thicknesses, weld geometries,
transducer sizes, frequencies, couplant, painted surfaces,
testing techniques, etc. Such approved variations shall be
recorded in the contract records.
6.19 Examination, Report, and
Disposition of Radiographs
6.20.3 Piping Porosity. To detect possible piping porosity, RT is recom~ended to supplement UT of ESW or
EGWwelds.
6.19.1 Equipment Provided by Contractor. The Contractor shall provide a suitable variable intensity illuminator (viewer) with spot review or masked spot review
capability. The viewer shall incorporate a means for adjusting the size of the spot under examination. The
viewer shall have sufficient capacity to properly illuminate radiographs with an H & D density of 4.0. Film review shall be done in an area of subdued light.
6.20.4 Base Metal. These procedures are not intended
to be employed for the procurement testing of base metals. However, welding related discontinuities (cracking,
lamellar tearing, delaminations, etc.) in the adjacent base
metal which would not be acceptable under the provisions of this..s;ode shall be reported to the Engineer for
disposition.
6.19.2 Reports. Before a weld subject to RT by the
Contractor for the Owner is accepted, all of its radiographs, including any that show unacceptable quality
prior to repair, and a report interpreting them shall be
submitted to the verification Inspector.
6.21 Qualification Requirements
In satisfying the requirements of 6.14.6, the qualification of the UT operator shall include a specific and practical examination which shall be based on the
requirements of this code. This examination shall require
the UT operator to demonstrate the ability to apply the
rules of this code in the accurate detection and disposition
of discontinuities.
6.19.3 Record Retention. A full set of radiographs for
welds subject to RT by the Contractor for the Owner, including any that show unacceptable quality prior to repair, shall be delivered to the Owner upon completion of
the work. The Contractor's obligation to retain radiographs shall cease: (l) upon delivery of this full set to the
Owner, or (2) one full year after the completion of the
Contractor's work, provided the Owner is given prior
written notice.
6.22 UT Equipment
6.22.1 Equipment Requirements. The UT instrument
shall be the pulse echo type suitable for use with transducers oscillating at frequencies between 1 and 6 megahertz. The display shall be an "A" scan rectified video
trace.
PartF
Ultrasonic Testing (UT)
of Groove Welds
6.20 General
6.22.2 Horizontal Linearity. The horizontal linearity of
the test instrument shall be qualified over the full soundpath distance to be used in testing in conformance with
6.30.1.
6.20.1 Procedures and Standards. The procedures and
standards set forth in Part F shall govern the UT of groove
welds and HAZs between the thicknesses of 5/16 in and
8 in [8 mm and 200 mm] inclusive, when such testing is
6.22.3 Requirements for Test Instruments. Test instruments shall include internal stabilization so that after
warm-up, no variation in response greater than ± 1 dB
occurs with a supply voltage change of 15% nominal or,
222
AWS D1.1/D1.1M:2008
PARTF
6.22.7.7 IIW Block. The qualification procedure
using the IIW reference block shall be in conformance
with 6.29.2.6 and as shown in Figure 6.~.
in the case of a battery, throughout the charge operating
life. There shall be an alarm or meter to signal a drop in
battery voltage prior to instrument shutoff due to battery
exhaustion.
6.22.4 Calibration of Test Instruments. The test instrument shall have a calibrated gain control (attenuator)
adjustable in discrete 1 or 2 dB steps over a range of at
least 60 dB. The accuracy of the attenuator settings shall
be within plus or minus 1 dB. The procedure for qualification shall be as described in 6.24.2 and 6.30.2.
6.23 Reference Standards
6.23.1 IIW Standard. The International Institute of
Welding (IIW) UT reference block, shown in Figure
6.19, shall be the standard used for both distance and
sensitivity calibration. Other portable blocks may be
used, provided the reference level sensitivity for instrument/ search unit combination shall be adjusted to be the
equivalent of that achieved with the IIW Block (see
Annex H, for examples).
6.22.5 Display Range. The dynamic range of the instrument's display shall be such that a difference of 1 dB of
amplitude can be easily detected on the display.
6.22.6 Straight·Beam (Longitudinal Wave) Search
Units. Straight-beam (longitudinal wave) search unit
transducers shall have an active area of not less than
1/2 in2 [323 mm2] nor more than 1 in2 [645 mm2]. The
transducer shall be round or square. Transducers shall be
capable of resolving the three reflections as described in
6.29.1.3.
•
6.23.2 Prohibited Reflectors. The use of a "comer" reflector for calibration purposes shall be prohibited.
6.23.3 Resolution Requirements. The combination of
search unit and instrument shall resolve three holes in the
RC resolution reference test block shown in Figure 6.20.
The search unit position is described in 6.29.2.5. The resolution shall be evaluated with the instrument controls
set at normal test settings and with indications from the
holes brought to midscreen height. Resolution shall be
sufficient to distinguish at least the peaks of indications
from the three holes. Use of the RC resolution reference
block for calibration shall be prohibited. Each combination of instrument search unit (shoe and transducer) shall
be checked prior to its initial use. This equipment verification shall be done initially with each search unit and
UT unit combination. The verification need not .be done
again provided documentation is maintained that records
the following items:
6.22.7 Angle-Beam Search Units. Angle-beam search
units shall consist of a transducer and an angle wedge.
The unit may be comprised of the two separate elements
or may be an integral unit.
6.22.7.1 Frequency. The transducer frequency shall
be between 2 and 2.5 MHz, inclusive.
6.22.7.2 Transducer Dimensions. The transducer
crystal shall be square or rectangular in shape and may
vary from 5/8 in to 1 in [15 mm to 25 mm] in width and
from 5/8 in to 13/16 in [15 mm to 20 mm] in height (see
Figure 6.17). The maximum width to height ratio shall be
1.2 to 1.0, and the minimum width-to-height ratio shall
be 1.0 to 1.0.
(1) UT machine's make, model and serial number
(2) Search unit's manufacturer, type, size, angle, and
serial number
6.22.7.3 Angles. The search unit shall produce a
sound beam in the material being tested within plus or
minus 2° of one of the following proper angles: 70°, 60°,
or 45°, as described in 6.29.2.2.
(3) Date of verification and technician's name
6.24 Equipment Qualification
6.22.7.4 Marking. Each search unit shall be marked
to clearly indicate the frequency of the transducer, nominal angle of refraction, and index point. The index point
location procedure is described in 6.29.2.1.
•
CLAUSE 6. INSPECTION
6.22.7.5 Internal Reflections. Maximum allowable
internal reflections from the search unit shall be as described in 6.24.3.
6.24.1 Horizontal Linearity. The horizontal linearity
of the test instrument shall be requalified at two-month
intervals in each of the distance ranges that the instrument" will be used. The qualification procedure shall be
in conformance with 6.30.1 (see Annex H, for alternative
method).
6.22.7.6 Edge Distance. The dimensions of the
search unit shall be such that the distance from the leading edge of the search unit to the index point shall not exceed 1 in [25 mm].
6.24.2 Gain Control. The instrument's gain control
(attenuator) shall meet the requirements of 6.22.4 and
shall be checked for correct calibration at two month intervals in conformance with 6.30.2. Alternative methods
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6.25.5 Calibration for Angle-Beam Testing. Calibration for angle-beam testing shall be performed as follows
(see Annex H, H2.4 for alternative method).
may be used for calibrated gain control (attenuator) qualification if proven at least equivalent with 6.30.2.
6.24.3 Internal Reflections. Maximum internal reflections from each search unit shall be verified at a maximum time interval of 40 hours of instrument use in
conformance with 6.30.3.
6.25.5.1 Horizontal Sweep. The horizontal sweep
shall be adjusted to represent the actual sound-path distance by using the IIW block or alternative blocks as described in 6.23.1. The distance calibration shall be made
using either the 5 in [125 mm] scale or 10 in [250 mm]
scale on the display, whichever is appropriate. If, however, the joint configuration or thickness prevents full
examination of the weld at either of these settings, the
distance calibration shall be made using 15 in or 20 in
[400 mm or 500 mm] scale as required. The search unit
position is described in 6.29.2.3.
6.24.4 Calibration of Angle-Beam Search Units. With
the use of an approved calibration block, each anglebeam search unit shall be checked after each eight hours
of use to determine that the contact face is flat, that
the sound entry point is correct, and that the beam angle
is within the allowed plus or minus 2° tolerance in
conformance with 6.29.2.1 and 6.29.2.2. Search units
which do not meet these requirements shall be corrected
or replaced.
NOTE: The horizontal location of all screen indications
is based on the location at which the left side of the trace
deflection breaks the horizontal base line.
6.25 Calibration for Testing
6.25.5.2 Zero Reference Level. The zero reference
level sensitivity used for discontinuity evaluation ("b" on
the ultrasonic test report, Annex M, Form M-11) shall be
attained by adjusting the calibrated gain control (attenuator) of the discontinuity detector, meeting the requirements of 6.fJ., so that a maximized horizontal trace
deflection (adjusted to horizontal reference line height
with calibrated gain control [attenuator]) results on the
display between 40% and 60% screen height, in conformance with 6.29.2.4.
6.25.1 Position of Reject Control. All calibrations and
tests shall be made with the reject (clipping or suppression) control turned off. Use of the reject (clipping or
suppression) control may alter the amplitude linearity of
the instrument and invalidate test results.
6.25.2 Technique. Calibration for sensitivity and horizontal sweep (distance) shall be made by the UT operator just
prior to and at the location of testing of each weld.
6.25.3 Recalibration. Recalibration shall be made after
a change of operators, each two-hour maximum time
interval, or when the electrical circuitry is disturbed in
any way which includes the following:'
6.26 Testing Procedures
6.26.1 "X" Line. An "X" line for discontinuity location
shall be marked on the test face of the weldment in a
direction parallel to the weld axis. The location distance
perpendicular to the weld axis shall be based on the dimensional figures on the detail drawing and usually falls
on the centerline of the butt joint welds, and always falls
on the near face of the connecting member of T and comer
joint welds (the face opposite Face C).
(1) Transducer change
(2) Battery change
(3) Electrical outlet change
(4) Coaxial cable change
(5) Power outage (failure)
6.26.2 "Y" Line. A "Y" accompanied with a weld identification number shall be clearly marked on the base
metal adjacent to the weld that is subject to UT. This
marking is used for the following purposes:
6.25.4 Straight-Beam Testing of Base Metal. Calibration for straight-beam testing of base metal shall be made
with the search unit applied to Face A of the base metal
and performed as follows:
(l ) Weld identification
6.25.4.1 Sweep. The horizontal sweep shall be adjusted for distance calibration to present the equivalent of
at least two plate thicknesses on'the display.
(2) Identification of Face A
(3) Distance measurements and direction (+ or -)
from the "X" line
6.25.4.2 Sensitivity. The sensitivity shall be adjusted
at a location free of indications so that the first back
reflection from the far side of the plate will be 50% to
75% of full screen height.
(4) Location measurement from weld ends or edges
6.26.3 Cleanliness. All surfaces to which a search unit
is applied shall be free of weld spatter, dirt, grease, oil
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the weld axis only. All welds shall be tested using the applicable scanning pattern or patterns shown in Figure
6.21 as necessary to detect both longitudinal and transverse discontinuities. It is intended that, as a minimum,
all welds be tested by passing sound through the entire
volume of the weld and the HAZ in two crossing directions, wherever practical.
(other than that used as a couplant), paint, and loose scale
and shall have a contour allowing intimate coupling.
6.26.4 Couplants. A couplant material shall be used between the search unit and the test material. The couplant
shall be either glycerin or cellulose gum and water mixture of a suitable consistency. A wetting agent may be
added if needed. Light machine oil may be used for couplant on calibration blocks.
6.26.6.3 Maximum Indication. When a discontinuity indication appears on the screen, the maximum attainable indication from the discontinuity shall be adjusted to
produce a horizontal reference level trace deflection on
the display. This adjustment shall be made with the calibrated gain control (attenuator), and the instrument reading in decibels shall be used as the "Indication Level, a,"
for calculating the "Indication Rating, d," as shown on
the test report (Annex M, Form M-11).
6.26.5 Extent of Testing. The entire base metal through
which ultrasound must travel to test the weld shall be
tested for laminar reflectors using a straight-beam search
unit conforming to the requirements of 6.22.6 and calibrated in conformance with 6.25.4. If any area of base
metal exhibits total loss of back reflection or an indication equal to or greater than the original back reflection
height is located in a position that will interfere with the
normal weld scanning procedure, its size, location, and
depth from the A face shall be determined and reported
on the UT report, and an alternate weld scanning procedure shall be used.
6.26.6.4 Attenuation Factor. The "Attenuation Factor, c," on the test report shall be attained by subtracting
1 in [25 mm] from the sound-path distance and multiplying the remainder by 2. This factor shall be rounded
out to the nearest dB value. Fractional values ·less than
1/2 dB shall be reduced to the lower dB level and those
of 1/2 dB or greater increased to the higher level.
6.26.5.1 Reflector Size. The reflector size evaluation
procedure shall be in conformance with 6.31.1.
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CLAUSE 6. INSPECTION
6.26.5.2 Inaccessibility. If part of a weld is inaccessible to testing in conformance with the requirements of
Table 6.7, due to laminar content recorded in COnform.ance with 6.26.5, the testing shall be conducted using
one or more of the following alternative procedures as
necessary to attain full weld coverage:
6.26.6.5 Indication Rating. The "Indication Rating,
d," in the UT Report, Annex M, Form M-ll, represents
the algebraic difference in decibels between the indication level and the reference level with correction for attenuation as indicated in the following expressions:
(1) Weld surface(s) shall be ground flush in conformance with 5.24.4.1.
Instruments with gain in dB:
a-b-'-c=d
(2) Testing from Faces A and B shall be performed.
Instruments with attenuation in dB:
b-a-c=d
(3) Other search unit angles shall be used.
6.26.7 Length of Discontinuities. The length of discontinuities shall be determined in conformance with the
procedure described in 6.31.2.
6.26.6 Testing of Welds. Welds shall be tested using an
angle beam search unit conforming to the requirements
of 6.22.7 with the instrument calibrated in conformance
with 6.25.5 using the angle as shown in Table 6.7. Following calibration and during testing, the only instrument adjustment allowed is the sensitivity level
adjustment with the calibrated gain control (attenuator).
The reject (clipping or suppression) control shall be
turned off. Sensitivity shall be increased from the reference level for weld scanning in conformance with Table
6.2 or 6.3, as applicable.
6.26.6.1 Scanning. The testing angle and scanning
procedure shall be in conformance with those shown in
Table 6.7.
6.26.8 Basis for Acceptance or Rejection. Each weld
discontinuity shall be accepted or rejected on the basis of
its indication rating and its length, in conformance with
Table 6.2 for statically loaded structures or Table 6.3 for
cyclically loaded structures, whichever is applicable.
Only those discontinuities which are unacceptable need
be recorded on the test report, except that for welds designated in the contract documents as being "Fracture
Critical," acceptable ratings that are within 6 dB, inclusive, of the minimum unacceptable rating shall be recorded on the test report.
6.26.6.2 Butt Joints. All butt joint welds shall be
tested from each side of the weld axis. Comer and
T-joint welds shall be primarily tested from one side of
6.26.9 Identification of Rejected Area. Each unacceptable discontinuity shall be indicated on the weld by a
mark directly over the discontinuity for its entire length.
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The depth from the surface and indication rating shall be
noted on nearby base metal.
(6) Type of calibration test block and reference
reflector
6.26.10 Repair. Welds found unacceptable by UT shall
be repaired by methods allowed by 5.26 of this code. Repaired areas shall be retested ultrasonically with results
tabulated on the original form (if available) or additional
report forms.
(7) Method of calibration and required accuracy for
distance (sweep), vertical linearity, beam spread, angle,
sensitivity, and resolution
6.26.11 Retest Reports. Evaluation of retested repaired
weld areas shall be tabulated on a new line on the report
form. If the original report form is used, an RI, R2, ...
Rn shall prefix the indication number. If additional report forms are used, the R number shall prefix the report
number.
(9) Method for determining acoustical continuity of
base metal (see 6.27.4), and for establishing geometry as
a function of local dihedral angle and thickness
(8) Recalibration interval for each item in (7) above
(10) Scanning pattern and sensitivity (see 6.27.5).
(11) Transfer correction for surface curvature and
roughness (where amplitude methods are used (see
6.27.3).
6.26.12 Steel Backing. UT of CJP groove welds with
steel backing shall be performed with a UT procedure
that recognizes potential reflectors created by the base
metal-backing interface (see Commentary C-6.26.12 for
additional guidance scanning groove welds containing
steel backing).
(12) Methods for determining effective beam angle (in
curved material), indexing root area, and discontinuity
locations
(13) Method of discontinuity length and height
determination
6.27 UT of Tubular T-, Y-, and
K-Connections
(14) Method of discontinuity verification during excavation andJepair
6.27.1 Procedure. All UT shall be in conformance with
a written procedure which has been prepared or approved
by an individual certified as SNT-TC-1A, Level III, and
experienced in UT of tubular structures. The procedure
shall be based upon the requirements of this section and
Clause 6, Part F, as applicable. The procedure shall contain, as a minimum, the following information regarding
the UT method and techniques:
6.27.2 Personnel. In addition to personnel requirements
of 6.14.6, when examination of T-, Y-, and K-connections is to be performed, the operator shall be required to
demonstrate an ability to apply the special techniques required for such an examination. Practical tests for this
purpose shall be performed upon mock-up welds that
represent the type of welds to be inspected, including a
representative range of dihedral angle and thickness to be
encountered in production, using the applicable qualified
and approved procedures. Each mock-up shall contain
natural or artificial discontinuities that yield UT indications above and below the reject criteria specified in the
approved procedure.
(1) The type of weld joint configuration to be examined (i.e., the applicable range of diameter, thickness,
and local dihedral angle). Conventional techniques are
generally limited to diameters of 12-3/4 in [325 mm] and
larger, thicknesses of 1/2 in [12 mm] and above, and
local dihedral angles of 30° or greater. Special techniques for smaller sides may be used, provided they are
qualified as described herein, using the smaller size of
application.
Performance shall be judged on the basis of the ability of
the operator to determine the size and classification of
each discontinuity with an accuracy required to accept or
reject each weldment and accurately locate the unacceptable discontinuities along the weld and within the cross
section of the weld. At least 70% of the unacceptable discontinuities shall be correctly identified as unacceptable.
For work on nonredundant structures, every discontinuity exceeding its maximum acceptable dimensions by a
factor of two, or by an amplitude of 6 dB shall be located
and reported.
(2) Acceptance criteria for each type and size weld
(3) Type(s) ofUT instrumentation (make and model)
(4) Transducer (search unit) frequency, size and
shape of active area, beam angle, and type of wedge on
angle beam probes. Procedures using transducers with
frequencies up to 6 MHz, sized down to 1/4 in [6 mm],
and of different shape than specified elsewhere, may be
used, provided they are qualified as described herein.
6.27.3 Calibration. UT equipment qualification and
calibration methods shall meet the requirements of the
approved procedure and Clause 6, Part F, except as
follows:
(5) Surface preparation and couplant (where used)
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PARTF
6.27.3.1 Range. Range (distance) calibration shall
include, as a minimum, the entire sound path distance to
be used during the specific examination. This may be adjusted to represent either the sound-path travel, surface
distance, or equivalent depth below contact surface, displayed along the instrument horizontal scale, as described in the approved procedure.
6.27.7 Discontinuity Evaluation. Discontinuities shall
be evaluated by use of a combination of beam boundary
and amplitude techniques. Sizes shall be given as length
and height (depth dimension) or amplitude, as applicable. Amplitude shall be related to "standard calibration."
In addition, discontinuities shall be classified as linear or
planar versus spherical, by noting changes in amplitude
as the transducer is swung in an arc centered on the reflector. The location (position) of discontinuities within
the weld cross section, as well as from an established reference point along the weld axis, shall be determined.
6.27.3.2 Sensitivity Calibration. Standard sensitivity for examination of production welds using amplitude
techniques shall be: basic sensitivity + distant amplitude
correction + transfer correction. This calibration shall be
performed at least once for each joint to be tested; except
that, for repetitive testing of the same size and configuration, the calibration frequency of 6.25.3 may be used.
6.27.8 Reports
6.27.8.1 Forms. A report form that clearly identifies
the work and the area of inspection shall be completed by
the UT technician at the time of inspection. A detailed
report and sketch showing the location along the weld
axis, location within the weld cross section, size (or indication rating), extent, orientation, and classification for
each discontinuity shall be completed for each weld in
which significant indications are found.
(1) Basic Sensitivity. Reference level screen height
obtained using maximum reflection from the 0.060 in
[1.5 mm] diameter hole in the IIW block (or other block
which results in the same basic calibration sensitivity) as
described in 6.25 (or 6.29).
•
(2) Distance Amplitude Correction. The sensitivity
level shall be adjusted to provide for attenuation loss
throughout the range of sound path to be used by either
distance amplitude correction curves, electronic means,
or as described in 6.26.6.4. Where high frequency transducers are used, the greater attenuation shall be taken
into account. Transfer correction may be used to accommodate UT through tight layers of paint not exceeding
10 mils [0.25 mm] in thickness.
6.27.8.2 Reported Discontinuities. When specified,
discontinuities approaching unacceptable size, particularly those about which there is some doubt in their
evaluation, shall also be reported.
6.27.8.3 Incomplete Inspection. Areas for which
complete inspection was not practicable shall also be
noted, along with the reason why the inspection was
incomplete.
6.27.4 Base-Metal Examination. The entire area subject to UT scanning shall be examined by the longitudinal wave technique to detect laminar reflectors that could
interfere with the intended, directed sound wave propagation. All areas containing laminar reflectors shall be
marked for identification prior to weld examination and
the consequences considered in selection of search unit
angles and scanning techniques for examination of the
welds in that area. The Engineer shall be notified of base
material discontinuities that exceed the limits of 5.15.1.1.
'
•\
CLAUSE 6. INSPECTION
6.27.8.4 Reference Marks. Unless otherwise specified, the reference position and the location and extent of
unacceptable discontinuities shall also be marked physically on the workpiece.
6.28 Preparation and Disposition of
Reports
6.27.5 Weld Scanning. Weld scanning of T-, Y-, and
K-connections shall be performed from the branch member surface (see Figure 6.22). All examinations shall be
made in leg I and II where possible. For initial scanning,
the sensitivity shall be increased by 12 dB above that established in 6.27.3 for the maximum sound path. Indication evaluation shall be performed with reference to the
standard sensitivity.
6.28.1 Content of Reports. A report form which clearly
identifies the work and the area of inspection shall be
completed by the UT operator at the time of inspection.
The report form for welds that are acceptable need only
contain sufficient information to identify the weld, the
operator (signature), and the acceptability of the weld.
An example of such a form is shown in Annex M, Form
M-11.
6.27.6 Optimum Angle. Indications found in the root
areas of groove welds in butt joints and along the fusion
face of all welds shall be further evaluated with either
70°, 60°, or 45° search angle, whichever is nearest to
being perpendicular to the expected fusion face.
6.28.2 Prior Inspection Reports. Before a weld subje,ct
to UT by the Contractor for the Owner is accepted, all report forms pertaining to the weld, including any that
show unacceptable quality prior to repair, shall be submitted to the Inspector.
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(2) The transducer shall be moved until the signal
from the radius is maximized. The point on the transducer which aligns with the radius line on the calibration
block is the point of sound entry (see Annex H, H2.I for
alternative method).
6.28.3 Completed Reports. A full set of completed report forms of welds subject to UT by the Contractor for
the Owner, including any that show unacceptable quality
prior to repair, shall be delivered to the Owner upon
completion of the work. The Contractor's obligation to
retain UT reports shall cease (1) upon delivery of this full
set to the Owner, or (2) one full year after completion of
the Contractor's work, provided that the Owner is given
prior written notice.
6.29.2.2 Angle. The transducer sound-path angle shall be
checked or determined by one of the following procedures:
(1) The transducer shall be set in position B on IIW
block for angles 40° through 60°, or in position C on IIW
block for angles 60° through 70° (see Figure 6.23).
6.29 Calibration of the UT Unit
with IIW or Other Approved
Reference Blocks (Annex H)
(2) For the selected angle, the transducer shall be
moved back and forth over the line indicative of the
transducer angle until the signal from the radius is maximized. The sound entry point on the transducer shall
be compared with the angle mark on the calibration
block (tolerance ± 2°) (see Annex H, H2.2 for alternative
methods).
See 6.23 and Figures 6.19, 6.20, and 6.23.
6.29.1 Longitudinal Mode
6.29.1.1 Distance Calibration. See Annex H, HI for
alternative method.
(1) The transducer shall be set in position G on the
IIW block.
6.29.2.3 Distance Calibration Procedure. The transducer shall be set in position D on the IIW block (any angle). The instrument shall then be adjusted to attain
indications at 4 in [100 mm on a metric block] and 8 in
[200 mm on a metric block] or 9 in [225 mm on a metric
block] on the-display; 4 in [100 mm] and 9 in [230 mm]
on Type 1 block; or 4 in [100 mm] and 8 in [200 mm] on
a Type 2 block (see Annex H, H2.3 for alternative
method).
(2) The instrument shall be adjusted to produce indications at 1 in [25 mm on a metric block], 2 in [50 mm
on a metric block], 3 in [75 mm on a metric block], 4 in
[100 mm on a metric block], etc., on the display.
6.29.1.2 Amplitude. See Annex H, H1.2 for alternative method. (1) The transducer shall be set in position G
on the IIW block. (2) The gain shall be adjusted until the
maximized indication from first back reflection attains
50 to 75% screen height.
6.29.2.4 Amplitude or Sensitivity Calibration Procedure. The transducer shall be set in position A on the
IIW block (any angle). The maximized signal shall then
be adjusted from the 0.060 in [1.59 mm] hole to attain a
horizontal reference-line height indication (see Annex H,
H2.4 for alternative method). The maximum decibel
reading obtained shall be used as the "Reference Level,
b" reading on the Test Report sheet (Annex M, Form
M-ll) in conformance with 6.23.1.
6.29.1.3 Resolution
(1) The transducer shall be set in position F on the
IIW block.
(2) Transducer and instrument shall resolve all three
distances.
6.29.2.5 Resolution
6.29.1.4 Horizontal Linearity Qualification. Qualification procedure shall be per 6.24.1.
(1) The transducer shall be set on resolution block
RC position Q for 70° angle, position R for 60° angle, or
position S for 45° angle.
6.29.1.5 Gain Control (Attenuation) Qualification.
The qualification procedure shall be in conformance with
6.24.2 or an alternative method, in conformance with
6.24.2, shall be used.
(2) Transducer and instrument shall resolve the three
test holes, at least to the extent of distinguishing the
peaks of the indications from the three holes.
6.29.2.6 Approach Distance of Search Unit. The
minimum allowable distance between the toe of the
search unit and the edge of IIW block shall be as follows
(see Figure 6.18):
6.29.2 Shear Wave Mode (Transverse)
6.29.2.1 Index Point. The transducer sound entry
point (index point) shall be located or checked by the following procedure:
for 70° transducer,
X = 2 in [50 mm]
(1) The transducer shall be set in position D on the
IIW block.
for 60° transducer,
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PARTF
x = 1-7/16 in [37 rnm]
(2) The distance calibration shall be adjusted so that
the first 2 in [50 rnm] back reflection indication (hereafter called the indication) is at horizontal mid-screen.
for 45° transducer,
X = 1 in [25 mm]
(3) The calibrated gain or attenuation control shall be
adjusted so that the indication is exactly at or slightly
above 40% screen height.
6.30 Equipment Qualification
Procedures
(4) The search unit shall be moved toward position
D, see Figure 6.23, until the indication is at exactly 40%
screen height.
6.30.1 Horizontal Linearity Procedure. NOTE: Since
this qualification procedure is peiformed with a straightbeam search unit which produces longitudinal waves
with a sound velocity of almost double that of shear
waves, it is necessary to double the shear wave distance
ranges to be used in applying this procedure.
(5) The sound amplitude shall be increased 6 dB with
the calibrated gain or attenuation control. The indication
level theoretically should be exactly at 80% screen
height.
(6) The dB reading shall be recorded under "a" and
actual % screen height under "b" from step 5 on the certification report (Annex M, Form M-8), Line 1.
Example: The use of a 10 in [250 mm] screen calibration
in shear wave wouldrequire a 20 in [500 rnm] screen calibration for this qualification procedure.
(7) The search unit shall be moved further toward position D, Figure 6.23, until the indication is at exactly
40% screen height.
The following procedure shall be used for instrument
qualification (see Annex H, H3, for alternative method):
•
(1) A straight-beam search unit shall be coupled
meeting the requirements of 6.22.6 to the IIW or DS
block in Position G, T, or D (see Figure 6.23) as necessary to attain five back reflections in the qualification
range being certified (see Figure 6.23).
(8) Step 5 shall be repeated.
(9) Step 6 shall be repeated; except, information
should be applied to the next consecutive line on Annex
M,FormM-8.
(10) Steps 7, 8, and 9 shall be repeated consecutively
until the full range of the gain control (attenuator) is
reached (60 dB minimum).
(2) The first and fifth back reflections shall be adjusted to their proper locations with use of the distance
calibration and zero delay adjustments.
(11) The information from Rows "a" and "b" shall be
applied to equation 6.30.2.2 or the nomograph described
in 6.30.2.3 to calculate the corrected dB.
(3) Each indication shall be adjusted to reference
level with the gain or attenuation control for horizontal
location examination.
(12) Corrected dB from step 11 to Row "c" shall be
applied.
(4) Each intermediate trace deflection location shall
be correct within 2% of the screen width.
(13) Row "c" value shall be subtri!cted from Row "a"
value and the difference in Row "d," dB error shall be
applied.
6.30.2 dB Accuracy
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CLAUSE 6. INSPECTION
6.30.2.1 Procedure. NOTE: In order to attain the required accuracy (± 1 %) in reading the indication height,
the display shall be graduated vertically at 2% intervals,
or 2.5% for instruments with digital amplitude readout,
at horizontal mid-screen height. These graduations shall
be placed on the display between 60% and 100% of
screen height. This may be accomplished with use of a
graduated transparent screen overlay. If this overlay is
applied as a permanent part of the DT unit, care should
be taken that the overlay does not obscure normal testing
displays.
NOTE: These values may be either positive or negative
and so noted. Examples of Application of Forms M-8,
M-9, and M-lO arefound in Annex M.
(14) Information shall be tabulated on a form, including minimum equivalent information as displayed on
Form M-8, and the unit evaluated in conformance with
instructions shown on that form.
(15) Form M-9 provides a relatively simple means of
evaluating data from item (14). Instructions for this evaluation are given in (16) through (18).
(1) A straight-beam search unit shall be coupled,
meeting the requirements of 6.22.6 to the DS block
shown in Figure 6.20 and position "T," Figure 6.23.
(16) The dB information from Row "e" (Form M-8)
shall be applied vertically and dB reading from Row "a"
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AWS D1.1 /D1.1 M:2008
'"
(Form M-8) horizontally as X and Y coordinates for plotting a dB curve on Form M-9.
(3) A second straight line from the average % point
on the A scale through the pivot point developed in step
2 and on to the dB scale C shall be extended.
(17) The longest horizontal length, as represented by
the dB reading difference, which can be inscribed in a
rectangle representing 2 dB in height, denotes the dB
range in which the equipment meets the code requirements. The minimum allowable range is 60 dB.
(4) This point on the C scale is indicative of the corrected dB for use in Row "c."
6.30.2.5 Nomograph. For an example of the use of
the nomograph, see Annex M, Form M-lO.
(18) Equipment that does not meet this minimum requirement may be used, provided correction factors are
developed and used for discontinuity evaluation outside
the instrument acceptable linearity range, or the weld
testing and discontinuity evaluation is kept within the acceptable vertical linearity range of the equipment.
6.30.3 Internal Reflections Procedure
(1) Calibrate the equipment in conformance with
6.25.5.
(2) Remove the search unit from the calibration block
without changing any other equipment adjustments.
NOTE: The dB error figures (Row "d") may be used as
correction factor figures.
(3) Increase the calibrated gain or attenuation 20 dB
more sensitive than reference level.
6.30.2.2 Decibel Equation. The following equation
shall be used to calculate decibels:
(4) The screen area beyond 1/2 in [12 mm] sound
path and above reference level height shall be free of any
indication.
6.31 Discontinuity Size Evaluation
Procedures
As related to Annex M, Form M-8
6.31.1 Straight-Beam (Longitudinal) Testing. The size
of lamellar discontinuities is not always easily determined, especially those that are smaller than the transducer size. When the discontinuity is larger than the
transducer, a full loss of back reflection will occur and a
6 dB loss of amplitude and measurement to the centerline
of the transducer is usually reliable for determining discontinuity edges. However, the approximate size evaluation of those reflectors, which are smaller than the
transducer, shall be made by beginning outside of the
discontinuity with equipment calibrated in conformance
with 6.25.4 and moving the transducer toward the area of
discontinuity until an indication on the display begins to
form. The leading edge of the search unit at this point is
indicative of the edge of the discontinuity.
dB 1 = Row "a"
dB 2 = Row "c"
%1 = Row "b"
% 2 = Defined on Form M-8
6.30.2.3 Annex M. The following !tOtes apply to the
use of the nomograph in Annex M, Form M-lO:
(1) Rows a, b, c, d, and e are on certification sheet,
Annex M, Form M-8.
(2) The A, B, and C scales are on the nomograph,
Annex M, Form M-lO.
(3) The zero points on the C scale shall be prefixed
by adding the necessary value to correspond with the instrument settings; i.e., 0, 10, 20, 30, etc.
6.31.2 Angle-Beam (Shear) Testing. The following
procedure shall be used to determine lengths of indications which have dB ratings more serious than for a Class
D indication. The length of such indication shall be determined by measuring the distance between the transducer centerline locations where the indication rating
amplitude drops 50% (6 dB) below the rating for the applicable discontinuity classification. This length shall be
recorded under "discontinuity length" on the test report.
Where warranted by discontinuity amplitude, this procedure shall be repeated to determine the length of Class A,
B, and C discontinuities.
6.30.2.4 Procedure. The following procedures shall
apply to the use of the nomograph in Annex M, Form
M-lO:
(1) A straight line between the decibel reading from
Row "a" applied to the C scale and the corresponding
percentage from Row "b" applied to the A scale shall be
extended.
(2) The point where the straight line from step 1
crosses the pivot line B as a pivot point for a second
straight line shall be used.
230
PARTSF& G
AWS D1.1/D1.1M:2008
6.32 Scanning Patterns
•
6.35 Radiation Imaging Systems
(See Figure 6.21)
6.32.1 Longitudinal Discontinuities
Examination of welds may be performed using ionizing
radiation methods other than RT, such as electronic imaging, including real-time imaging systems. Sensitivity
of such examination as seen on the monitoring equipment (when used for acceptance and rejection) and the
recording medium shall be no less than that required for
RT.
6.32.1.1 Scanning Movement A. Rotation angle
a = 10°.
6.32.1.2 Scanning Movement B. Scanning distance
b shall be such that the section of weld being tested is
covered.
6.32.1.3 Scanning Movement C. Progression distance c shall be approximately one-half the transducer
width.
6.35.1 Procedures. Written procedures shall contain the
following essential variables:
(1) Equipment identification including manufacturer, make, model, and serial number,
NOTE: movements A, B, and C may be combined into
one scanning pattern.
(2) Radiation and imaging control setting for each
combination of variables established herein,
6.32.2 Transverse Discontinuities
6.32.2.1 Ground Welds. Scanning pattern D shall be
used when welds are ground flush.
(3) Weld thickness ranges,
(4) Weldjointtypes,
6.32.2.2 Unground Welds. Scanning pattern E shall
be used when the weld reinforcement is not ground flush.
Scanning angle e = 15° max.
..
"•
CLAUSE 6. INSPECTION
(5) Scanning speed,
(6) Radiation source to weld distance,
NOTE: The scanning pattern shall cover the full weld
section.
(7) Image conversion screen to weld distance,
6.32.3 ESW or EGW Welds (Additional Scanning
Pattern). Scanning Pattern E Search unit rotation angle e
between 45° and 60°.
(9) IQI location (source side or screen side),
(8) Angle of X-rays through the weld (from normal),
(10) Type of recording medium (video recording,
photographic still film, photographic movie film, or other
acceptable mediums),
NOTE: The scanning pattern shall cover the full weld
section.
(11) Computer enhancement (if used),
(12) Width of radiation beam,
6.33 Examples of dB Accuracy
Certification
(13) Indication characterization protocol and acceptance criteria, if different from this code.
Annex M shows examples of the use of Forms M-8, M-9,
and M-I0 for the solution to a typical application of
6.30.2.
6.35.2 IQI. The wire-type IQI, as described in Part B,
shall be used. IQI placement shall be "as specified in Part
B for static examination. For in-motion examination,
placement shall be as follows:
(1) Two IQIs positioned at each end of area of interest
and tracked with the run,
PartG
Other Examination Methods
(2) One IQI at each end of the run and positioned at a
distance no greater than 10 ft. (3 m) between any two
IQIs during the run.
6.34 General Requirements
•
•
This part contains NDT methods not addressed in
Parts D, E, or F of Clause 6 of this code. The NDT methods set forth in part G may be used as an alternative to
the methods outlined in Parts D, E, or F of Clause 6, pro. viding procedures, qualification criteria for procedures
and personnel, and acceptance criteria are documented in
writing and approved by the Engineer.
6.36 Advanced Ultrasonic Systems
Advanced Ultrasonic Systems includes but is not limited
to, multiple probe, multi-channel systems, automated inspection, time-of-flight diffraction (TOFD), and phased
array systems.
231
CLAUSE 6. INSPECTION
PARTG
AWS 01.1/01.1 M:2008
...
on the recording medium that is to be used for production
examination. Procedures shall be approved by an individual qualified as ASNT SNT-TC-IA, Level III (see
6.37.2).
6.36.1 Procedures. Written procedures shall contain the
following essential variables:
(1) Equipment identification including manufacturer, make, model and serial numbers,
6.37.2 Personnel Qualifications. In addition to the personnel qualifications of 6.14.6 the following shall apply.
(2) Type of probes, including size, shape and anglefor phased array: number of transducer elements per
probe, beam angle, focal distance, focal spot size, and
frequency (MHz),
(1) Level III-shall have minimum of six months
experience using the same or similar equipment and procedures for examination of welds in structural or piping
metallic materials.
(3) Scanning control settings for each combination of
variables established herein,
(2) Levels I and II-shall be certified by the Level III
above and have a minimum of three months experience
using the same or similar equipment and procedures for
examination of welds in structural or pipe metallic materials. Qualification shall consist of written and practical
examinations for demonstrating capability to use the
equipment and procedures to be used for production
examination.
(4) Setup and calibration procedure for equipment
and probes using industry standards or workmanship
samples,
(5) Weld thickness ranges,
(6) Weld joint type,
(7) Scanning speeds,
6.37.3 Image Enhancement. Computer enhancement of
the recording images shall be acceptable for improving
the recorded image and obtaining additional information,
providing required minimum sensitivity and accuracy of
characterizin~ discontinuities are maintained. Computer
enhanced images shall be clearly marked that enhancement was used and enhancement procedures identified.
(8) Number of probes,
(9) Scanning angle,
(10) Type of scan (A, B, C, other),
(11) Type of recording medium (video recording,
computer assisted, or other acceptable mediums),
(12) Computer based enhancement (if used),
6.37.4 Records-Radiation Imaging Examinations.
Examinations, which are used for acceptance or rejection
of welds, shall be recorded on an acceptable medium.
The record shall be in-motion or static, whichever is used
to accept or reject the welds. A written record shall be
included with the recorded images giving the following
information as a minimum:
(13) Identification of computer software (if used),
(14) Indication characterization protocol and acceptance criteria, if different from this code.
6.37 Additional Requirements
(1) Identification and description of welds examined
6.37.1 Procedure Qualification. Procedures shall be
qualified by testing the NDT method (system) and recording medium to establish and record all essential variables and conditions. Qualification testing shall consist
of determining that each combination of the essential
variables or ranges of variables can provide the minimum required sensitivity. Test results shall be recorded
(2) Procedure(s) used
(3) Equipment used
(4) Location of the welds within the recorder medium
(5) Results, including a list of unacceptable welds and
repairs and their locations within the recorded medium.
232
AWS D1.1 /D1.1 M:2008
•
CLAUSE 6. INSPECTION
Table 6.1
Visual Inspection Acceptance Criteria (see 6.9)
Statically
Cyclically
Loaded
Loaded
Tubular
Nontubular Nontubular Connections
Connections Connections (All Loads)
Discontinuity Category and Inspection Criteria
(1) Crack Prohibition
Any crack shall be unacceptable, regardless of size or location.
X
X
X
(2) WeldlBase-Metal Fusion
Thorough fusion shall exist between adjacent layers of weld metal and between weld metal
and base metal.
X
X
X
(3) Crater Cross Section
All craters shall be filled to provide the specified weld size, except for the ends of
intermittent fillet welds outside of their effective length.
X
X
X
(4) Weld Profiles
Weld profiles shall be in conformance with 5.24.
X
X
X
(5) Time of Inspection
Visual inspection of welds in all steels may begin immediately after the completed welds
have cooled to ambient temperature. Acceptance criteria for ASTM A 514, A 517, and
A 709 Grade 100 and ioo W steels shall be based on visual inspection performed not less
than 48 hours after completion of the weld.
X
X
X
(6) Undersized Welds
The size of a fillet weld in any continuous weld may be less than the specified nominal
size (L) without correction by the following amounts (U):
L,
U,
specified nominal weld size, in [mm]
allowable decrease from L, in [mm]
~ 1/16 [2]
~ 3/16 [5]
~ 3/32 [2.5]
1/4 [6]
~ 5/16 [8]
~ 1/8 [3]
In all cases, the undersize portion of the weld shall not exceed 10% of the weld length.
On web-to-flange welds on girders, underrun shall be prohibited at the ends for a length
equal to twice the width of the flange.
X
X
X
•
(7) Undercut
(A) For material less than 1 in [25 mm] thick, undercut shall not exceed 1/32 in [1 mm],
with the following exception: undercut shall not exceed 1/16 in [2 mm] for any
accumulated length up to 2 in [50 mm] in any 12 in [300 mm]. For material equal to or
greater than 1 in thick, undercut shall not exceed 1/16 in [2 mm] for any length of weld.
·i
X
i
(B) In primary members, undercut shall be no more than 0.01 in [0.25 mm] deep when
the weld is transverse to tensile stress under any design loading condition. Undercut shall
be no more than 1/32 in [1 mm] deep for all other cases.
(8) Porosity
(A) CJP groove welds in butt joints transverse to the direction of computed tensile stress
shall have no visible piping porosity. For all other groove welds and for fillet welds, the
sum of the visible piping porosity 1/32 in [1 mm] or greater in diameter shall not exceed
3/8 in [10 mm] in any linear inch of weld and shall not exceed 3/4 in [20 mm] in any 12 in
[300 mm] length of weld.
(B) The frequency of piping porosity in fillet welds shall not exceed one in each 4 in
[100 mm] of weld length and the maximum diameter shall not exceed 3/32 in [2.5 mm].
Exception: for fillet welds connecting stiffeners to web, the sum of the diameters of
piping porosity shall not exceed 3/8 in [10 mm] in any linear inch of weld and shall not
exceed 3/4 in [20 mm] in any 12 in [300 mm] length of weld.
•
(C) CJP groove welds in butt joints transverse to the direction of computed tensile stress
shall have no piping porosity. For all other groove welds, the frequency of piping porosity
shall not exceed one in 4 in [100 mm] of length and the maximum diameter shall not
exceed 3/32 in [2.5 mm].
Note: An "X" indicates applicability for the connection type; a shaded area indicates non-applicability.
233
...
X
X
;t t;
.......
X
;
..
X
X
X
X
.
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
Table 6.2
UT Acceptance-Rejection Criteria (Statically Loaded Nontubular Connections) (see 6.13.1)
Weld Sizea in inches [mm] and Search Unit Angle
5/l6
through
3/4
Discontinuity [8-20]
Severity
Class
70°
Class A
Class B
Class C
Class D
a
> 3/4
through
1-1/2
[20-38]
> 1-1/2 through 2-112 [38-65]
> 2-1/2 through 4 [65-100]
> 4 through 8 [100-200]
70°
70°
60°
45°
70°
60°
45°
70°
60°
45°
+5&
lower
+2&
lower
-2&
lower
+1 &
lower
+3&
lower
-5&
lower
-2&
lower
0&
lower
-7&
lower
-4&
lower
-1 &
lower
+6
+3
-1
0
+2
+3
+4
+5
-4
-3
-1
0
+1
+2
-6
-5
-3
-2
0
+1
+7
+4
+1
+2
+4
+5
+6
+7
-2 to
+2
+1
+2
+3
+4
-4 to
+2
-1 to
+2
+2
+3
+8
&up
+5
&up
+3
&up
+6
&up
+8
&up
+3
&up
+3
&up
+5
&up
+3
&up
+3
&up
+4
&up
Weld size in butt joints shall be the nominal thickness of the thinner of the two parts being joined.
Notes:
1. Class B and C discontinuities shall be separated by at least 2L, L being the length of the longer discontinuity, except that when two or more such
discontinuities are not separated by at least 2L, but the combined length of discontinuities and their separation distance is equal to or less than the
maximum allowable length under the provisions of Class B or C, the discontinuity shall be c~nsidered a single acceptable discontinuity.
2. Class B and C discontinuities shall not begin at a distance less than 2L from weld ends carrying primary tensile stress, L being the discontinuity
length.
3. Discontinuities detected at "scanning level" in the root face area of CJP double groove weld joints shall be evaluated using an indication rating 4 dB
more sensitive than described in 6.26.6.5 when such welds are designated as "tension welds" on the drawing (subtract 4 dB from the indication rating
"d"). This shall not apply if the weld joint is backgouged to sound metal to remove the root face and MT used to verify that the root face has been
removed.
4. ESW or EGW: Discontinuities detected at "scanning level" which exceed 2 in [50 mm] in length shall be suspected as being piping porosity and
shall be further evaluated with radiography.
5. For indications that remain on the display as the search unit is moved, refer to 6.13.1.
Class A (large discontinuities)
Any indication in this category shall be rejected (regardless of length).
Scanning Levels
Class B (medium discontinuities)
Any indication in this category having a length greater than 3/4 in
[20 mm] shall be rejected.
Sound pathb in inches [mm]
Class C (small discontinuities)
Any indication in this category having a length greater than 2 in
[50 mm] shall be rejected.
through 2-112 [65 mm]
> 2-112 through 5 [65-125 mm]
> 5 through 10 [125-250 mm]
> 10 through 15 [250-380 mm]
Class D (minor discontinuities)
Any indication in this category shall be accepted regardless of length or
location in the weld.
b
234
Above Zero
Reference, dB
14
19
29
39
This column refers to sound path distance; NOT material thickness.
AWS 01.1/01.1 M:2008
•
CLAUSE 6. INSPECTION
Table 6.3
UT Acceptance-Rejection Criteria (Cyclically Loaded Nontubular Connections) (see 6.13.2)
Weld Size" in inches [mm] and Search Unit Angle
5/16
through
3/4
Discontinuity [8-20]
Severity
Class
70°
Class A
Class B
Class C
Class D
a Weld
> 3/4
through
1-112
[20-38]
> 1-1/2 through 2-112
> 2-1/2 through 4
> 4 through 8
[38-65]
[65-100]
[100-200]
70°
70°
60°
45°
70°
60°
45°
70°
60°
45°
+10&
lower
+8&
lower
+4&
lower
+7&
lower
+9&
lower
+1 &
lower
+4&
lower
+6&
lower
-2&
lower
+1 &
lower
+3&
lower
+11
+9
+5
+6
+8
+9
+10
+11
+2
+3
+5
+6
+7
+8
-1
0
+2
+3
+4
+5
+12
+10
+7
+8
+10
+11
+12
+13
+4
+5
+7
+8
+9
+10
+1
+2
+4
+5
+6
+7
+13
&up
+11
&up
+9
&up
+12
&up
+14
&up
+6
&up
+9
&up
+11
&up
+3
&up
+6
&up
+8
&up
size in butt joints shall be the nominal thickness of the thinner of the two parts being joined.
Notes:
1. Class B and C discontinuities shall be separated by at least 2L, L being the length of the longer discontinuity, except that when two or more such
discontinuities are not separated by at least 2L, but the combined length of discontinuities and their separation distance is equal to or less than the
maximum allowable length under the provisions of Class B or C, the discontinuity shall be considered a single acceptable discontinuity.
2. Class Band C discontinuities shall not begin at a distance less than 2L from weld ends carrying primary tensile stress, L being the discontinuity
length.
3. Discontinuities detected at "scanning level" in the root face area of CJP double groove weld joints shall be evaluated using an indication rating 4 dB
more sensitive than described in 6.26.6.5 when such welds are designated as "tension welds" on the drawing (subtract 4 dB from the indication rating
"d"). This shall not apply if the weld joint is backgouged to sound metal to remove the root face and MT used to verify that the root face has been
removed.
4. For indications that remain on the display as the search unit is moved, refer to 6.13.2.1.
Class A (large discontinuities)
Any indication in this category shall be rejected (regardless of length).
Scanning Levels
Class B (medium discontinuities)
Any indication in thIS category having a length greater than 3/4 in
[20 mm] shall be rejected.
Sound pathb in [mm]
Class C (small discontinuities)
Any indication in this category having a length greater than 2 in
[50 mm] in the middle half or 3/4 in [20 mm] length in the top or
bottom quarter of weld thickness shall be rejected.
> 2-1/2 through 5 [65-125 mm]
> 5 through 10 [125-250 mm]
through 2-112 [65 mm]
> 10 through 15 [250-380 mm]
Class D (minor discontinuities)
Any indication in this category shall be accepted regardless of length or
location in the weld.
b This
•
235
Above Zero
Reference, dB
20
25
35
45
column refers to sound path distance; NOT material thickness.
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
...
Table 6.4
Hole-Type IQI Requirements (see 6.17.1)
Nominal
Material Thickness'
Range, in
Nominal
Material Thickness'
Range,mm
Up to 0.25 inc!.
Over 0.25 to 0.375
Over 0.375 to 0.50
Over 0.50 to 0.625
Over 0.625 to 0.75
Over 0.75 to 0.875
Over 0.875 to 1.00
Over 1.00 to 1.25
Over 1.25 to 1.50
Over 1.50 to 2.00
Over 2.00 to 2.50
Over 2.50 to 3.00
Over 3.00 to 4.00
Over 4.00 to 6.00
Over 6.00 to 8.00
Up to 6 inc!.
Over 6 through 10
Over 10 through 12
Over 12 through 16
Over 16 through 20
Over 20 through 22
Over 22 through 25
Over 25 through 32
Over 32 through 38
Over 38 through 50
Over 50 through 65
Over 65 through 75
Over 75 through 100
Over 100 through 150
Over 150 through 200
Film Sideb
Source Side
Designation
Essential Hole
Designation
Essential Hole
10
12
15
15
17
20
20
25
30
35
40
45
50
60
80
4T
4T
4T
4T
4T
4T
4T
4T
2T
2T
2T
2T
2T
2T
2T
7
10
12
12
15
17
17
20
25
30
35
40
45
50
60
4T
4T
4T
4T
4T
4T
4T
4T
2T
2T
2T
2T
2T
2T
2T
• Single-wall radiographic thickness (for tubulars).
b Applicable to tubular structures only.
Table 6.5
Wire IQI Requirements (see 6.17.1)
Nominal
Material Thickness'
Range, in
Nominal
Material Thickness'
Range,mm
Up to 0.25 inc!.
Over 0.25 to 0.375
Over 0.375 to 0.625
Over 0.625 to 0.75
Over 0.75 to 1.50
Over 1.50 to 2.00
Over 2.00 to 2.50
Over 2.50 to 4.00
Over 4.00 to 6.00
Over 6.00 to 8.00
Up to 6 inc!.
Over 6 to 10
Over 10 to 16
Over 16 to 20
Over 20 to 38
Over 38 to 50
Over 50 to 65
Over 65 to 100
Over 100 to 150
Over 150 to 200
Source Side
Maximum Wire Diameter
in
mm
in
mm
0.010
0.013
0.016
0.020
0.025
0.032
0.040
0.050
0.063
0.100
0.25
0.33
0.41
0.51
0.63
0.81
1.02
1.27
1.60
2.54
0.008
0.010
0.013
0.016
0.020
0.025
0.032
0.040
0.050
0.063
0.20
0.25
0.33
0.41
0.51
0.63
0.81
1.02
1.27
1.60
a Single-wall
b
Film Sideb
Maximum Wire Diameter
radiographic thickness (for tubulars).
Applicable to tubular structures only.
236
AWS 01.1/01.1 M:2008
•
CLAUSE 6. INSPECTION
Table 6.6
IQI Selection and Placement (see 6.17.7)
Equal T
;::: 10 in [250 mm] L
Equal T
< 10 in [250 mm] L
Unequal T
;::: 10 in [250 mm] L
Unequal T
< 10 in [250 mm] L
Hole
Wire
Hole
Wire
Hole
Wire
Hole
Wire
Nontubular
2
2
-+1
1
3
2
2
1
Pipe Girth
3
3
3
3
3
3
3
3
E 1025
E747
E1025
E747
E 1025
E747
E 1025
E747
6.4
6.5
6.4
6.5
6.4
6.5
6.4
6.5
IQITypes
Number ofIQIs
ASTM Standard SelectionTable
Figures
6.8
6.9
6.10
-
6.11
-
T = Nominal base metal thickness (Tl and T2 of Figures).
L = Weld Length in area of interest of each radiograph.
Notes:
1. Steel backing shall not be considered part of the weld or weld reinforcement in IQI selection.
2. T may be increased to provide for the thickness of allowable weld reinforcement provided shims are used under hole IQls per 6.17.3.3.
3. When a complete circumferential pipe weld is radiographed with a single exposure and the radiation source is placed at the center of the curvature,
at least three equally spaced hole type IQls shall be used.
•
•
237
..
AWS 01.1/01.1 M:2008
CLAUSE 6. INSPECTION
Table 6.7
Testing Angle (see 6.26.5.2)
Procedure Chart
Material Thickness, in [mm]
Weld Type
5/l6 [8]
to
1-1/2 [38]
> 1-1/2 [38] > 1-3/4 [45] >2-l/2 [60] >3-1/2 [90] >4-1/2 [1I0] >5 [130] >6-l/2 [160] >7[180]
to
to
to
to
to
to
to
to
5 [130]
6-l/2 [160]
7 [180]
8 [200]
1-3/4 [45] 2-l/2 [60] 3-l/2 [90] 4-l/2 [110]
*
*
*
*
*
*
*
*
Butt
0
F
10
or
4
F
IG
or
5
F
6
or
7
F
8
or
10
F
9
or
II
F
12
or
13
F
T-
O
F
or
XF
4
F
or
XF
5
F
or
XF
7
F
or
XF
10
F
or
XF
II
F
or
XF
13
F
or
XF
Corner
0
F
or
XF
IG
or
4
F
or
XF
IG
or
5
F
or
XF
6
or
7
F
or
XF
8
or
10
F
or
XF
9
or
II
F
or
XF
13
or
14
F
or
XF
Electrogas &
Electroslag
0
0
IG
or
4
1**
IG
or
3
PI
or
P3
6
or
7
P3
II
or
15
P3
II
or
15
P3
II
or
15
P3
*
12
F
II
or
15**
P3
'"
RECEIVER
TRANSMITTER
FACE A
FACE
FACE
C
C
I
X
BUTT JOINT
PITCH-AND-CATCH
CORNER JOINT
GROUND FLUSH
TOP QUARTER-70°
MIDDLE HALF-70° ---'I"
BOTTOM QUARTER-60°
Notes:
1. Where possible, all examinations shall be made from Face A and in Leg I, unless otherwise specified in this table.
2. Root areas of single groove weld joints which have backing not requiring removal by contract, shall be tested in Leg I, where possible, with Face A
being that opposite the backing. (Grinding of the weld face or testing from additional weld faces may be necessary to permit complete scanning of
the weld root.)
3. Examination in Leg.II or III shall be made only to satisfy provisions of this table or when necessary to test weld areas made inaccessible by an
unground weld surface, or interference with other portions of the weldment, or to meet the requirements of 6.26.6.2.
4. A maximum of Leg III shall be used only where thickness or geometry prevents scanning of complete weld areas and HAZs in Leg I or Leg II.
5. On tension welds in cyclically loaded structures, the top quarter of thickness shall be tested with the fmalleg of sound progressing from Face B
toward Face A, the bottom quarter of thickness shall be tested with the final leg of sound progressing from Face A toward Face B; i.e., the top
quarter of thickness shall be tested either from Face A in Leg II or from Face B in Leg I at the contractor's option, unless otherwise specified in the
contract documents.
6. The weld face indicated shall be ground flush before using procedure IG, 6, 8, 9, 12, 14, or 15. Face A for both connected members shall be in the
same plane.
(See Legend on next page)
238
AWS 01.1/01.1 M:2008
•
CLAUSE 6. INSPECTION
Table 6.7 (Continued)
Legend:
-Check from Face "C."
X
G
- Grind weld face flush.
o
- Not required.
A Face - the face of the material from which the initial scanning is done (on T- and comer joints, follow above
sketches).
B Face ---,--opposite the "A" face (same plate).
C Face - the face opposite the weld on the connecting member or a T- or comer joint.
*
- Required only where display reference height indication of discontinuity is noted at the weld metal-base
metal interface while searching at scanning level with primary procedures selected from first column.
- Use 15 in [400 mm] or 20 in [500 mm] screen distance calibration.
**
- Pitch and catch shall be conducted for further discontinuity evaluation in only the middle half of the
P
material thickness with only 45° or 70° transducers of equal specification, both facing the weld. (Transducers must be held in a fixture to control positioning-see sketch.) Amplitude calibration for pitch
and catch is normally made by calibrating a single search unit. When switching to dual search units for
pitch and catch inspection, there should be assurance that this calibration does not change as a result of
instrument variables.
- Weld metal-base metal interface indications shall be further evaluated with either 70°, 60°, or 45°
F
transducer-whichever sound path is nearest to being perpendicular to the suspected fusion surface.
Procedure Legend
Area of Weld Thickness
•
Top
Quarter
Middle
Half
Bottom
Quarter
70°
70°
70°
2
60°
60°
60°
3
45°
45°
45°
4
60°
70°
70°
5
45°
70°
70°
6
70 0 GA
70°
60°
7
60°
B
70°
60°
8
70 0 GA
60°
60°
9
70 0 GA
60°
45°
10
60°
B
60°
60°
11
45°
B
70°**
45°
12
70 0 GA
45°
700 GB
13
45°
B
45°
45°
14
70 0 GA
45°
45°
No.
15
0
0
70 GA
70 AB
•
239
70 0 GB
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
...
Legend for Figures 6.1 , 6.2, and 6.3
Dimensions of Discontinuities
B = Maximum allowed dimension of a radiographed discontinuity.
L = Largest dimension of a radiographed discontinuity.
L' = Largest dimension of adjacent discontinuities.
C = Minimum clearance measured along the longitudinal axis of
the weld between edges of porosity or fusion-type discontinuities (larger of adjacent discontinuities governs), or to an edge
or an end of an intersecting weld.
C l = Minimum allowed distance between the nearest discontinuity
to the free edge of a plate or tubular, or the intersection of a
longitudinal weld with a girth weld, measured parallel to the
longitudinal weld axis.
W = Smallest dimension of either of adjacent discontinuities.
Material Dimensions
E = Weld size.
T = Plate or pipe thickness for CJP groove welds.
Definitions of Discontinuities
• An elongated discontinuity shall have the largest dimension (L) exceed 3 times the smallest dimension.
• A rounded discontinuity shall have the largest dimension
(L) less than or equal to 3 times the smallest dimension.
• A cluster shall be defmed as a group of nonaligned,
acceptably-sized, individual adjacent discontinuities
with spacing less than the minimum allowed (C) for the
largest individual adjacent discontinuity (L'), but with
the sum of the greatest dimensions (L) of all discontinuities in the cluster equal to or less than the maximum
allowable individual discontinuity size (B). Such clusters
shall be considered as individual discontinuities of size L
for the purpose of assessing minimum spacing.
• Aligned discontinuities shall have the major axes of each
discontinuity approximately aligned.
240
CLAUSE 6. INSPECTION
AWS D1.1/D1.1M:2008
•
3/4 MAX.
1-118 OR GREATER
y
7/8
.5
ui
N
en
1/~/
3/4
5/8
0
y/'
~.~
~\~s,~
1------
- - - - - i- - -
<;;,O~
...I
w 1/2
~\~'0\
3/8
--- -- ------
CP~
0\'3
1/4~S\-C
;:
I
r..
w 3/8
t>--J..~
~--~
1/8
1/4
3~3~
1/8
I
I
I
I
o
1/4
3/4
1/2
1-1/4
1-1/2
1-3/4
2-1/4
2
CININCHES
20 MAX.
30 OR GREATER
•
y/'
y
25
22
12"./
E
E
ui
N
20
~~~
~\~s:
16
en
0
...I
w
SCP
I( O\;
----- --- --
12
;:
J
w
~'\\~U
10
- - - -
6r..-~S\1.-~O
~~t>-~
~--
10
6
3
2V
I
I
I
3
I
I
o
6
12
20
25
32
40
44
50
57
C IN MILLIMETERS
Notes:
1. To determine the maximum size of discontinuity allowed in any joint or weld size, project E horizontally to B.
2. To determine the minimum clearance allowed between edges of discontinuities of any size greater than or equal to 3/32 in [2.5 mm),
project B vertically to C.
3. See Legend on page 240 for definitions.
•
Figure 6.1-Discontinuity Acceptance Criteria for Statically Loaded
Nontubular and Statically or Cyclically Loaded Tubular Connections (see 6.12.1)
241
AWS D1.1 ID1.1 M:2008
CLAUSE 6. INSPECTION
...
KEY FOR FIGURE 6.1, CASES I, II, III, AND IV
DISCONTINUITY A = ROUNDED OR ELONGATED DISCONTINUITY LOCATED IN WELD A
DISCONTINUITY B = ROUNDED OR ELONGATED DISCONTINUITY LOCATED IN WELD B
LAND W = LARGEST AND SMALLEST DIMENSIONS, RESPECTIVELY, OF DISCONTINUITY A
L' AND W' = LARGEST AND SMALLEST DIMENSIONS, RESPECTIVELY, OF DISCONTINUITY B
E = WELD SIZE
C1 = SHORTEST DISTANCE PARALLEL TO THE WELD A AXIS, BETWEEN THE NEAREST DISCONTINUITY EDGES
CJP WELD "A"
WIDTH W'
CASE I DISCONTINUITY L1MITATIONsa
DISCONTINUITY
DIMENSION
LIMITATIONS
CONDITIONS
< E/3, :::; 1/4 in [6 mm]
E :::; 2 in [50 mm]
:::; 3/8 in [10 mm]
E > 2 in [50 mm]
L
C1
~
(A)ONE DISCONTINUITY ROUNDED,
THE OTHER ROUNDED OR
ELONGATEDa
3L
(B) L
~
3/32 in [2.5 mm]
a The elongated discontinuity may be located in either weld "A" or "B." For the purposes of this illustration the elongated discontinuity "B"
was located in weld "B."
Case I-Discontinuity at Weld Intersection
Figure 6.1 (Continued)-Discontinuity Acceptance Criteria for Statically Loaded
Nontubular and Statically or Cyclically Loaded Tubular Connections (see 6.12.1)
242
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
•
FREE EDGE
LENGTH L
CASE II DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
CONDITIONS
LIMITATIONS
<E/3, ::;;1/4 in [6 mm]
E ::;; 2 in [50 mm]
::;;3/8 in [10 mm]
E > 2 in [50 mm]
L
C1
~3L
L
~
3/32 in [2.5 mm]
Case II-Discontinuity at Free Edge of CJP Groove Weld
•
Figure 6.1 (Continued)-Discontinuity Acceptance Criteria for Statically Loaded
Nontubular and Statically or Cyclically Loaded Tubular Connections (see 6.12.1)
•
243
CLAUSE 6. INSPECTION
AWS D1.1/D1.1 M:2008
...
WIDTH\
CJP WELD "A"
..
LENGTHL~/...
Cj
~
(f-
LENGTH L'
CASE III DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
L
Cj
CONDITIONS
LIMITATIONS
:S;2E/3
LIW > 3W
~3L OR 2E,
WHICHEVER
IS GREATER
L
~
3/32 in [2.5 mm]
Case III-Discontinuity at Weld Intersection
Figure 6.1 (Continued)-Discontinuity Acceptance Criteria for Statically Loaded
Nontubular and Statically or Cyclically Loaded Tubular Connections (see 6.12.1)
244
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
FREE EDGE
LENGTH L
CASE IV DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
CONDITIONS
LIMITATIONS
L
:::;2E/3
LIW > 3
Cr
:<:3L OR 2E,
WHICHEVER IS
GREATER
L :<: 3/32 in [2.5 mm]
Case IV-Discontinuity at Free Edge of CJP Groove Weld
Figure 6.1 (Continued)-Discontinuity Acceptance Criteria for Statically Loaded
Nontubular and Statically or Cyclically Loaded Tubular Connections (see 6.12.1)
•
245
..
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
1/2 MAX.
1-112
OR GREATER
1-1/4
3/8
~
.......-::~\~'O,\'(\
~~\~"0\
O~
~ 0«- 0\'0
'?,(/...~
0
.!:
W
N
Ci5
Cl
3/4
fo-----
----- -----
...J
W
~
I
W
1/2
1/16~
1/4
Y
- .1{y "j..\~"0~
----- V~
. . ~~
~
I
I
I
V
I
I
I
o
o
2
1-1/2
1/2
2-1/2
3-1/2
3
4-1/2
:4
CININCHES
12 MAX.
38
~
OR GREATER
32
E
E
0 O~
----
----20
----- - - - - - - -~~i-\~"0~
~V~ . .
Cl
...J
W
~
I
W
~
~/(.\~S.'"
~\~"0
~ 0«- 0\'0
'O\1.-~
25
wN
Ci5
.
12
2
V-
6
Y
I
I
.
I
I
I
./
I
I
o
o
12
25
40
50
65
75
90
100
C IN MILLIMETERS
Notes:
1 To determine the maximum size of discontinuity allowed in any joint or weld size, project E horizontally to B.
2. To determine the minimum clearance allowed between edges of discontinuities of any size, project B vertically to C.
3. See Legend on page 240 for definitions.
Figure 6.2-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Tension (Limitations of Porosity and Fusion Discontinuities)
(see 6.12.2.1)
246
115
AWS D1.1/D1.1 M:2008
•
CLAUSE 6. INSPECTION
KEY FOR FIGURE 6.2, CASES I, II, III, AND IV
DISCONTINUITY A
DISCONTINUITY B
= ROUNDED
= ROUNDED
OR ELONGATED DISCONTINUITY LOCATED IN WELD A
OR ELONGATED DISCONTINUITY LOCATED IN WELD B
LAND W = LARGEST AND SMALLEST DIMENSIONS, RESPECTIVELY, OF DISCONTINUITY A
L' AND W' = LARGEST AND SMALLEST DIMENSIONS; RESPECTIVELY, OF DISCONTINUITY B
E = WELD SIZE
Cj = SHORTEST DISTANCE PARALLEL TO THE WELD A AXIS, BETWEEN THE NEAREST DISCONTINUITY EDGES
CJP WELD "A"
WIDTH W'
CJP WELD "B"
CASE I DISCONTINUITY L1MITATIONsa
•
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.2 GRAPH
(B DIMENSION)
Cj
SEE FIGURE 6.2 GRAPH
(C DIMENSION)
CONDITIONS
L
~
1/16 in [2 mm]
-
a The elongated discontinuity may be located in either weld "A" or "B." For the purposes of this illustration the elongated discontinuity "B"
was located in weld "B."
Case I-Discontinuity at Weld Intersection
Figure 6.2 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded
Nontubular Connections in Tension (Limitations of Porosity and Fusion Discontinuities)
(see 6.12.2.1)
•
247
CLAUSE 6. INSPECTION
AWS 01.1/01.1 M:2008
...
FREE EDGE
LENGTH L
CASE II DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.2 GRAPH
(B DIMENSION)
Cj
SEE FIGURE 6.2 GRAPH
(C DIMENSION)
CONDITIONS
L
~
1/16 in [2 mm]
-
Case II-Discontinuity at Free Edge of CJP Groove Weld
Figure 6.2 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded
Nontubular Connections in Tension (Limitations of Porosity and Fusion Discontinuities)
(see 6.12.2.1)
248
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
•
WIDTH\
CJP WELD "A"
.-
LENGTHL~/...
Cj
~
rt-
LENGTH L'
CASE III DISCONTINUITY LIMITATIONS
•
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.2 GRAPH
(8 DIMENSION)
Cj
SEE FIGURE 6.2 GRAPH
(C DIMENSION)
CONDITIONS
L
~
1/16 in [2 mm]
-
Case III-Discontinuity at Weld Intersection
Figure 6.2 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded
Nontubular Connections in Tension (Limitations of Porosity and Fusion Discontinuities)
(see 6.12.2.1)
249
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
...
FREE EDGE
LENGTH L
CASE IV DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.2 GRAPH
(8 DIMENSION)
Cj
SEE FIGURE 6.2 GRAPH
(C DIMENSION)
CONDITIONS
L
~
1/16 in [2 mm]
-
..
Case IV-Discontinuity at Free Edge of CJP Groove Weld
Figure 6.2 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded
Nontubular Connections in Tension (Limitations of Porosity and Fusion Discontinuities)
(see 6.12.2.1)
250
AWS 01.1/01.1 M:2008
•
CLAUSE 6. INSPECTION
3/4 MAX.
1-1/2
OR GREATER
1-1/4
~
.~
5/8
~~\~S'~
~
O~~\~'0\
~y:- 0«- \)\SG
.5
u.f
--- -. ----. - ---- - ----
N
(j)
Cl
3/4
....I
Y
W
;:
I
W
1/2
1/8
1/4
~(Note
a)
rt'
./
y
~ S\'V
1/2
- - ~ j.\~'0
"",
~--~'"
I
I
I
I
I
o
I
o
2
1-1/2
1/2
2-1/2
3
4
3·1/2
4-1/2
CININCHES
20 MAX.
38
OR GREATER
~
/.,
~~
~ \~'0\~\~S,
32
•
E
E
u.f
25
(j)
20
N
4
- - -- - ---
-----
Cl
....I
W
;:
I
12
w
3
6
--(Note a)
~
Y
./
o~~
LY':
V
y:- 0«-
~ S\'V
----- --~~"'~~'0
12
\)\sG
~--
I
I
I
•
I
I
o
I
o
12
25
40
50
65
75
90
100
115
C IN MILLIMETERS
aThe maximum size of a discontinuity located within this distance from an edge of plate shall be 1/8 in [3 mm], but a 1/8 in [3 mm] discontinuity shall be 1/4 in [6 mm] or more away from the edge. The sum of discontinuities less than 1/8 in. [3 mm] in size and located Within
this distance from the edge shall not exceed 3/16 in [5 mm]. Discontinuities 1/16 in [2 mm] to less than 1/8 in [3 mm] shall not be
restricted in other locations unless they are separated by less than 2 L (L being the length of the larger discontinuity); in which case, the
discontinuities shall be measured as one length equal to the total length of the discontinuities and space and evaluated as shown in this
figure.
Notes:
1. To determine the maximum size of discontinuity allowed in any joint or weld size, project E horizontally to B.
2. To determine the minimum clearance allowed between edges of discontinuities of any size, project B vertically to C.
3. See Legend on page 240 for definitions.
•
Figure 6.3-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Compression (Limitations of Porosity or Fusion-Type Discontinuities)
(see 6.12.2.2)
251
CLAUSE 6. INSPECTION
AWS D1.1/D1.1 M:2008
...
KEY FOR FIGURE 6.3, CASES I, II, III, IV, AND V
DISCONTINUITY A = ROUNDED OR ELONGATED DISCONTINUITY LOCATED IN WELD A
DISCONTINUITY B = ROUNDED OR ELONGATED DISCONTINUITY LOCATED IN WELD B
LAND W = LARGEST AND SMALLEST DIMENSIONS, RESPECTIVELY, OF DISCONTINUITY A
L' AND W' = LARGEST AND SMALLEST DIMENSIONS, RESPECTIVELY, OF DISCONTINUITY B
E = WELD SIZE
Cj = SHORTEST DISTANCE PARALLEL TO THE WELD A AXIS, BETWEEN THE NEAREST DISCONTINUITY EDGES
CJP WELD "A"
WIDTH W'
CASE I DISCONTINUITY L1MITATI~sa
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.3 GRAPH
(B DIMENSION)
Cj
SEE FIGURE 6.3 GRAPH
(C DIMENSION)
CONDITIONS
L
~
1/8 in [3 mm]
Cj ~ 2L or 2L',
WHICHEVER IS GREATER
a The elongated discontinuity may be located in either weld "A" or "B:' For the purposes of this illustration the elongated discontinuity "B"
was located in weld "B."
Case I-Discontinuity at Weld Intersection
Figure 6.3 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Compression (Limitations of Porosity or Fusion-Type Discontinuities)
(see 6.12.2.2)
252
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
•
FREE EDGE
LENGTH L
CASE II DISCONTINUITY LIMITATIONS
•
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.3 GRAPH
(8 DIMENSION)
C1
SEE FIGURE 6.3 GRAPH
(C DIMENSION)
CONDITIONS
L::': 1/8 in [3 mm)
C1
::':
5/8 in [16 mm)
Case II-Discontinuity at Free Edge of CJP Groove Weld
Figure 6.3 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Compression (Limitations of Porosity or Fusion-Type Discontinuities)
(see 6.12.2.2)
•
253
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
...
CJP WELD "A"
CASE III DISCONTINUITY LIMITATIONS
DISCONTINUITY
DIMENSION
LIMITATIONS
L
SEE FIGURE 6.3 GRAPH
(8 DIMENSION)
L ;:; 1/8 in [3 mm]
Cr
SEE FIGURE 6.3 GRAPH
(C DIMENSION)
.. Cr ;:; 2L or 2L',
WHICHEVER IS GREATER
CONDITIONS
Case III-Discontinuity at Weld Intersection
Figure 6.3 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Compression (Limitations of Porosity or Fusion-Type Discontinuities)
(see 6.12.2.2)
254
AWS 01.1/01.1 M:2008
•
CLAUSE 6. INSPECTION
5/8 in [16 mm]
-l~"--.I
FREE EDGE
(A) MINIMUM DIMENSION FROM FREE EDGE
TO 1/8 in [3 mm] DISCONTINUITY
o
(B) SUM OF ALL L (LARGEST) DISCONTINUITY
DIMENSIONS, EACH LESS THAN 1/8 in [3 mm],
SHALL BE EQUAL TO OR LESS THAN
3/16 in [5 mm].
•
..
Note: All dimensions between discontinuities
•
~
2L (L being largest of any two)
Case IV-Discontinuities Within 5/8 in [16 mm] of a Free Edge
(A) ALL L DIMENSIONS ARE GREATER THAN
1/16 in [2 mm] BUT LESS THAN 1/8 in [3 mm]
(B) IF C1 IS LESS THAN THE LARGER OF L1
AND L2 AND C2 IS LESS THAN THE LARGER
OF L2 AND La. ADD L1 + L2 + La + C1 + C2
AND TREAT AS SINGLE DISCONTINUITY
Note: The weld shown above is for illustration only. These limitations apply to all locations or intersections.
The number of discontinuities is also for illustration only.
Case V-Discontinuities Separated by Less Than 2L Anywhere in Weld
(Use Figure 6.3 Graph "B" Dimension for Single Flaw)
Figure 6.3 (Continued)-Discontinuity Acceptance Criteria for Cyclically Loaded Nontubular
Connections in Compression (Limitations of Porosity or Fusion-Type Discontinuities)
(see 6.12.2.2)
•
255
..
AWS 01.1/01.1 M:2008
CLAUSE 6. INSPECTION
tw
WELD THICKNESS, mm
o
W
...J
a:l
1/4
1/2
~U
I-~
cnu.
3/4
U~
~
ww
<!:llI:
lI:...J
°5
1-
<!:l~
1-1/2
38
~ See Note a
12
~
20
25
"{
r
w
...J
a:l
~E
E
a.
w .
UlI:
U~
«U
I-W
cn...J
wu.
<!:lw
lI:lI:
:5<i!
u.::::l
See Note b
oQ
40
~
'-.
'I.-.
2
o
OVER
50
6
'\
Z
W
...J
50
...
"'
:5~
u.o
:1:0
25
~
~ .!:
a.
wlI:-
12
-
1-112
1/2
I.-.
2
:I:=::
<!:lZ
ZW
...J
1-0
50
OVER
2
WELD THICKNESS, in
tw
a Internal linear or planar reflectors above standard sensitivity (except root of single welded T-, Yo, and K-connections [see Figure 6..2)).
b Minor reflectors (above disregard level up to and including standard sensitivity) (except root of single welded T-, Yo, and K-connections
[see Figure 6..2)). Adjacent reflectors separated by less than their average length shaH' be treated as continuous.
Figure 6.~Class R Indications (see 6.13.3.1)
256
AWS 01.1/01.1 M:2008
CLAUSE 6. INSPECTION
tw
WELD THICKNESS, mm
rl;··
.:§
UNDER 75
75
150
225
300
UNDER 12
12
25
38
50
I
I
I
EVALUATE OVER THIS
LENGTH (NOT TO EXCEED 0/2
OVER 3 0 0 - WHERE 0 IS DIAMETER)
OVER 50 -
~ INTERNAL LINEAR OR PLANAR
1/2
REFLECTORS ABOVE STANDARDSENSITIVITY (EXCEPT ROOT OF
SINGLE WELDED T-, Yo, AND
K-CONNECTIONS)
---
\
II:
\
W
6
1-112
\
C/)
II: .f:
go
w
a
w!;(
...J::::>
tt...J
II:~
I~
\,
2
\
u.w
00
J:...J
I-w
(!)$
Zu.
~O
•
a
a
«
II:
w
40
~
C/)E
ga OE-
50
65
\
75
3
ABOVE~
ALL RELECTORS
3-1/2 I - DISREGARD LEVEL INCLUDING
ROOT REFLECTORS OF SINGLE
WELDED T-, Yo, AND
K-CONNECTIONS (Note a)
4
I
UNDER 1/2
1/2
UNDER 3
3
WW
...J!;(
u.::::>
w...J
1I:.:r;
u.>
OW
J:o
I-...J
(!}w
z$
wu.
...JO
oJ:
wI!;«!)
...Jz
::::>w
::2:...J
::::>
a
~
\
"\
90
\
I
6
6
II:
\
~~
::::>...J
::2:
::::>
25
\
OJ:
wI-
,~
12
\
2-1/2
FOR THIS WELD SIZE
\
""-
-
100
1-1/2
2
OVER 2 -
FOR THIS WELD SIZE
9
12
OVER 12 -
EVALUATE OVER THIS
LENGTH (NOT TO EXCEED 0/2
WHERE 0 IS DIAMETER)
WELD THICKNESS, in
tw
a Root area discontinuities falling outside theoretical weld (dimensions "tw" or "~' in Figures 3.8, 3.9, and 3.10) are to be disregarded.
Figure 6.~ (Continued)-Class R Indications (see 6.13.3.1)
•
257
CLAUSE 6. INSPECTION
AWS D1.1/D1.1 M:2008
...
BRANCH MEMBER
Notes:
1. Aligned discontinuities separated by less than (L1 +
L2)/2 and parallel discontinuities separated by less
than (H1 + H2)/2 shall be evaluated as continuous.
2. Accumulative discontinuities shall be evaluated
over 6 in [150 mm] or D/2 length of weld (whichever
is less), where tube diameter = D.
HEIGHT (H)
LENGTH (L)
LAND H BASED ON A RECTANGLE WHICH
TOTALLY ENCLOSES INDICATED DISCONTINUITY
LENGTH, mm
12
25
50
I
150 OR D/2
I
I
REJECT
..... ...,
1/4 [6] OR t w /4 -
T-, Y-, AND K-ROOT DISCONTINUITIES
I, ACCUMULATIVE
E
Lt _DISCONTINUITIES
.§.
.5
100
I·
-I
1/8 l [3]
---./L-__..... _
1/16 I [2] INDIVIDUAL
DISCONTINUITIES
ACCEPT
I
I
I
I
I
1/2
1
2
4
6 OR D/2
Notes:
1. For CJP weld in single welded T-, Y-, and K-tubular
con~ctions made without backing.
2. Discontinuities in the backup weld in the root,
Details C and D of Figures 3.8, 3.9, and 3.10 shall jj..
be disregarded.
•
LENGTH, in
LENGTH, mm
6
12
25
I
I
I
1
.5
g
lI
(!'
iii
I
L
I
E
1/8
[3]
100
I
150 OR D/2
I
REJECT
1/4 [6] OR t w/4
.§.
50
I
f-
INTERNAL REFLECTORS AND
ALL OTHER WELDS
ACCUMULATIVE
DISCONTINUITIES
1/16
[2] INDIVIDUAL
DISCONTINUITIES
J
I
I
1/4 1/2
I
1
I
I
1
I
I
2
shall be disregarded.
Note: Discontinuities that are within H or t w/6 of the
outside surface shall be sized as if extending to the
surface of the weld.
ACCEPT
ANY
(Note a)
a Reflectors below standard sensitivity (see 6.13.3.2)
.....,
4
6 OR D/2
LENGTH, in
Figure 6.~-Class X Indications (see 6.13.3.2)
258
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
4 T DIA (MINIMUM SIZE 0.040 in [1.02 mm])
T DIA (MINIMUM SIZE 0.010 in [0.25 mm])
2 T DIA (MINIMUM SIZE 0.020 in [0.51 mm])
I
E
L
~T~
C
~---B---~
14--------A-------.j
DESIGN FOR IQls UP TO BUT
NOT INCLUDING 180.
Table of Dimensions of IQI
(in)
~
IQI Thickness
and Hole
Diameter·
Tolerances
Number"
A
B
C
D
E
F
5-20
1.500
± 0.015
0.750
± 0.015
0.438
± 0.015
0.250
± 0.015
0.500
± 0.015
0.250
± 0.030
± 0.0005
21-59
1.500
± 0.015
0.750
± 0.015
0.438
± 0.015
0.250
± 0.015
0.500
± 0.015
0.250
± 0.030
±0.0025
60-179
2.250
± 0.030
1.375
±0.030
0.750
± 0.030
0.375
± 0.030
1.000
± 0.030
0.375
± 0.030
± 0.005
Table of Dimensions of IQI
(mm)
IQI Thickness
and Hole
Diameter
Tolerances
Number"
A
B
C
D
E
F
5-20
38.10
±0.38
19.05
±0.38
11.13
± 0.38
6.35
± 0.38
12.70
±0.38
6.35
±0.80
± 0.013
21-59
38.10
±0.38
19.05
±0.38
11.13
±0.38
6.35
±0.38
12.70
±0.38
6.35
±0.80
±0.06
60-179
57.15
±0.80
34.92
±0.80
19.05
±0.80
9.52
±0.80
25.40
±0.80
9.525
±0.80
± 0.13
a IQls NO.5 through 9 are not
n, 2T, and 4T.
Note: Holes shall be true and normal to the IQI. Do not chamfer.
Figure 6.~Hole-Type IQI (see 6.17.1)
(Reprinted by permission of the American Society for Testing and Materials, copyright.)
259
.
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
ENCAPSULATED BETWEEN
CLEAR "VINYL:' PLASTIC
0.060 in [1.52 mm] MAXIMUM
ASTM
THE MINIMUM DISTANCE
BETWEEN THE AXIS OF
WIRES SHALL NOT BE
LESS THAN 3 TIMES
THE DIAMETER AND
NOT MORE THAN
0.200 in [5.08 mm]
1/4 in [6.35 mm] MINIMUM
LEAD LETTERS
0.200 in
H-[5.08mm]
LENGTH 1 in
[25.4 mm] MINIMUM
FOR SETS A AND B
1/4 in [6.35 mm] MINIMUM
LEAD LETTERS AND NUMBERS
o1
1 A
6 WIRES EQUALLY SPACED
...
LARGEST WIRE NUMBER
SET IDENTIFICATION
LETTER
MATERIAL GRADE
NUMBER
Image Quality Indicator (Wire Penetrameter) Sizes
Wire Diameter, in [mm]
SetA
.
Set B
Set C
Set D
0.0032 [0.08]
0.010 [0.25]
0.032 [0.81]
0.10 [2.5]
0.004 [0.1]
0.013 [0.33]
0.040 [1.02]
0.125 [3.2]
0.005 [0.13]
0.016 [0.4]
0.050 [1.27]
0.160 [4.06]
0.0063 [0.16]
0.020 [0.51]
0.063 [1.6]
0.20 [5.1]
0.008 [0.2]
0.025 [0.64]
0.080 [2.03]
0.25 [6.4]
0.010 [0.25]
0.032 [0.81]
0.100 [2.5]
0.32 [8]
Figure 6.Z-Wire IQI (see 6.17.1)
(Reprinted by permission of the American Society for Testing and Materials, copyright.)
260
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
CONTRACT NUMBER, WELD,
~ AND FABRICATOR IDENTIFICATION
,
(LOCATION OPTIONAL) (SEE 6.17.12).
ALTERNATE WIRE
IQI PLACEMENT
(Note a)
~
T2~
3/8 in [10 mmj
MIN (TYP)
HOLE-TYPE IQI OR WIRE
IQI ON SOURCE SIDE - - -
T1 =T2
LEAD FILM IDENTIFICATION NUMBER SHALL BE
PLACED DIRECTLY OVER THE NUMBERS MARKED
ON THE STEEL FOR THE PURPOSE OF MATCHING
FILM TO WELD AFTER PROCESSING (SEE 6.17.12).
CONTRACT NUMBER, WELD,
AND FABRICATOR IDENTIFICATION
(LOCATION OPTIONAL) (SEE 6.17.12).
a Alternate source side IQI placement allowed for tubular applications and other applications when approved by the Engineer.
Figure 6.~RT Identification and Hole-Type or Wire IQI Locations on
Approximately Equal Thickness Joints 10 in [250 mm] and Greater in Length (see 6.17.7)
261
CLAUSE 6. INSPECTION
AWS D1.1/D1.1M:2008
...
CONTRACT NUMBER, WELD,
AND FABRICATOR IDENTIFICATION
(LOCATION OPTIONAL) (SEE 6.17.12).
HOLE-TYPE IQI OR WIRE IQI ON
SOURCE SIDE MAY BE PLACED
ANYWHERE ALONG AND ON
EITHER SIDE OF THE JOINT
ALTERNATE WIRE -~"'c-~~---:::;;
IQI PLACEMENT
(Note a)
T1 =T2
LEAD FILM IDENTIFICATION NUMBER SHALL BE
PLACED DIRECTLY OVER THE NUMBERS MARKED
ON THE STEEL FOR THE PURPOSE OF MATCHING
FILM TO WELD AFTER PROCESSING (SEE 6.17.12).
CONTRACT NUMBER, WELD,
AND FABRICATOR IDENTIFICATION
(LOCATION OPTIONAL) (SEE 6.17.12).
..
a Alternate source side IQI placement allowed for tubular applications and other applications when approved by the Engineer.
Figure 6.~-RT Identification and Hole-Type or Wire IQI Locations on
Approximately Equal Thickness Joints Less than 10 in [250 mm] in Length (see 6.17.7)
262
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
HOLE-TYPE 101
OR WIRE 101 ON
SOURCE SIDE
ALTERNATE WIRE
101 PLACEMENT
(Note a)
3/4 in [20 mm]
MIN. (TYP)
MEASURE T2 AT
POINT OF MAXIMUM
THICKNESS UNDER
HOLE-TYPE 101
OR WIRE 101 PLACED
ON SLOPE
LEAD FILM IDENTIFICATION NUMBER SHALL BE
PLACED DIRECTLY OVER THE NUMBERS MARKED
ON THE STEEL FOR THE PURPOSE OF MATCHING
FILM TO WELD AFTER PROCESSING (SEE 6.17.12).
CONTRACT NUMBER, WELD,
AND FABRICATOR IDENTIFICATION
(LOCATION OPTIONAL) (SEE 6.17.12).
a Alternate source side 101 placement allowed for tubular applications and other applications when approved by the Engineer.
Figure 6.1o-RT Identification and Hole-Type or Wire IQI Locations
on Transition Joints 10 in [250 mm] and Greater in Length (see 6.17.7)
263
..
CLAUSE 6. INSPECTION
AWS D1.1/D1.1M:2008
HOLE-TYPE 101 OR WIRE 101 ON
SOURCE SIDE MAY BE PLACED
ANYWHERE ALONG THE JOINT-
ALTERNATE WIRE
101 PLACEMENT
(Note a)
3/4 in [20 mm]
MIN. (TYP)
MEASURE T2 AT
POINT OF MAXIMUM
THICKNESS UNDER
HOLE-TYPE 101
OR WIRE 101 PLACED
ON SLOPE
LEAD FILM IDENTIFICATION NUMBER SHALL BE
PLACED DIRECTLY OVER THE NUMBERS MARKED
ON THE STEEL FOR THE PURPOSE OF MATCHING
FILM TO WELD AFTER PROCESSING (SEE 6.17.12).
CONTRACT NUMBER, WEL ,
AND FABRICATOR IDENTIFICATION
(LOCATION OPTIONAL) (SEE 6.17.12).
a Alternate source side 101 placement allowed for tubular applications and other application~when approved by the Engineer.
Figure 6.11-RT Identification and Hole-Type or Wire IQI Locations
on Transition Joints Less than 10 in [250 mm] in Length (see 6.17.7)
~
~T
(2 in [50 mm] MIN.)
,X
~T
(2 in [50 mm] MIN.)
>
~T
EDGE BLOCK
~T/2
(1 in [25 mm] MIN.)
Note: T
~
r
= Max. weld thickness at joint.
Figure 6.12-RT Edge Blocks (see 6.17.13)
264
(
AWS 01.1/01.1 M:2008
CLAUSE 6. INSPECTION
FILM
SOURCE
PANORAMIC EXPOSURE
ONE EXPOSURE
FILM
MINIMUM THREE EXPOSURES
Figure 6.13-Single-Wall ExposureSingle-Wall View (see 6.18.1.1)
MINIMUM THREE EXPOSURES
o--SOURCE
Figure 6.14-Double-Wall ExposureSingle-Wall View (see 6.18.1.2)
265
.
CLAUSE 6. INSPECTION
AWS D1.1/D1.1M:2008
r~SOURCE
I.OFFSE~
SOURCE
t
I
7DMIN.
_!-----=~~
I -----~"'"
WELD
" " - FILM
Figure 6.IS-Double-Wall Exposure-Double-Wall (Elliptical) View,
Minimum Two Exposures (see 6.18.1.3)
..
r~SOURCE
CENTERLINE
~
AXISOFWELD~
SOURCE
7DMIN.
J-----:;;;;azIZ2~
WELD
~FILM
Figure 6.16-Double-Wall Exposure-Double-Wall View,
Minimum Three Exposures (see 6.18.1.3)
~.;
•
....
266
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
1"'----.,
1"'----"1
I
I
I
I
1.
I
I
.1
WIDTH -+--.1
Figure 6.17-Transducer Crystal
(see 6.22.7.2)
1 in
[25.4 mm]
SEARCH UNIT
0.060 in HOLE
[1.59 mm]
j - -...--+--~~,;lIo'---~...,
0.6 in
(15.2 mm)
~
1.4in
[36mm]
Figure 6.18-Qualification Procedure of Search Unit
Using IIW Reference Block (see 6.22.7.7)
267
..
AWS 01.1/01.1 M:2008
CLAUSE 6. INSPECTION
~---165 - - - . - . j
- - - 6.600 -----l~
0.920
r:
L.l ~
0.065
-l~=
__ J_ _-----:.O-._~-..L..I---J
1.0q
0.080
SI DIMENSIONS (mm)
U.S. CUSTOMARY DIMENSIONS (in)
(A) TYPE 1 (TYPICAL)
11;=
0.920
!-fnj=--J_ _
tT~
1.000 I
0.020
6
~0.5
23
~q=--~--~:t--'--:i --J
---"='T'-:f----'-0·r__
(0.156
25
2
0.080
r
4.000
L
2
4
6
v II I " " II " " " "800
I" 1I1.L1
" " " " " " "
I:
8.000
100
8
L
IL_----
12.00;1---•.
000
5
10
15
20
III" I.LIIII""""
""""
v
800"II"""" ,,,___- ,
I:
U.S. CUSTOMARY DIMENSIONS (in)
200
300 .1---,00
SI DIMENSIONS (mm)
(B) TYPE 2 (TYPICAL)
Notes:
1. The dimensional tolerance between all surfaces involved in referencing or calibrating shall be within ±0.005 in [0.13 mm] of detailed
dimension.
2. The surface finish of all surfaces to which sound is applied or reflected from shall have a maximum of 125 loIin [3.17 101m] r.m.s.
3. All material shall be ASTM A 36 or acoustically equivalent.
4. All holes shall have a smooth internal finish and shall be drilled 90 0 to the material surface.
5. Degree lines and identification markings shall be indented into the material surface so that permanent orientation can be maintained.
6. Other approved reference blocks with slightly different dimensions or distance calibration slots are permissible (see Annex H).
7. These notes shall apply to all sketches in Figures 6.19 and 6.20.
Figure 6.19-lnternationallnstitute of Welding (HW) UT Reference Blocks (see 6.23.1)
268
AWS 01.1101.1 M:2008
CLAUSE 6. INSPECTION
6.000
3.966
3.544
·1
2.533
lo.l75
1.026 ~
1.177 ~
1.967
2.121
2.275
"I
·1 "I
I
I
I
60°
70°
45°
~OO
t:)-
+
+
1
1.344
I
+
1.656
t~-~
70°
+)
60°
I
3 .000
G-
++-
45°
---
0.691
0.731
0.771
11I--
-.J
1.000
\.-
1.819
1.846
1.873
5.117
5.131
5.145
Note: All holes are 1/16 inch in diameter.
DIMENSIONS IN INCHES
RC - RESOLUTION REFERENCE BLOCK
11,
2
t
4
------
11------..
C= 2--.J- --.J-2=:l -.J 2 \.2
~
TYPE - DISTANCE AND SENSITIVITY REFERENCE BLOCK
Figure 6.2~ualification Blocks (see 6.23.3)
269
AWS D1.1/D1.1M:2008
CLAUSE 6. INSPECTION
...
152.40
100.74
90.02
64.34
.12123
26.06 ~
29.90 ~
49.96
53.87
57.79
-I "I
-,
I
I
I
60°
70°
45°
"I
1:.~~--~
(£)-
+
+
1
34.14
I
10
+
70°
42.06
+).
60°
I
76.20
Q+
+-
45°
--
Ie-
25.40
17.55
18.57 I
19.58 ~
J - - - - 46.20 - - i l l
~--46.89----O~I
J - - - - 47.57 - - - . j
1----------129.97----------11
1----------130.33---------1
1 - - - - - - - - - - 1 3 0 . 6 8 - - - - - - =..= - - - - - - . j
Note: All holes are 1.59 mm in diameter.
DIMENSIONS IN MILLIMETER4
RC - RESOLUTION REFERENCE BLOCK
r----a---+Ir ~ ---101.60
L
. . __.. .1 l.. . __~I--
50.80 -!-50.80-!-50.80--:'
~---- 152.40----~
~
50.80
TYPE - DISTANCE AND SENSITIVITY REFERENCE BLOCK
Figure 6.20 (Continued)-Qualification Blocks (see 6.23.3) (Metric)
(
270
AWS D1.1/D1.1 M:2008
CLAUSE 6. INSPECTION
e
e
..
PATIERN D
PATIERN E
-,
B
I--c-j
---I\--I\-~-
1\
1
1 r-+-,
~-f-~
., ,I
...
1-1
r: :;
1\
/ I \1; +'
- -++-+--------MOVEMENT A
1\
1-- --I
1
\.....
··r
Sii
I--c-j
.. *
-
--
MOVEMENTC
MOVEMENTS
~
.
~
. 1. Testing patterns are all symmetrical around the weld axis with the exception of pattern D, which shall be conducted directly over the
weld axis.
2. Testing from both sides of the weld axis shall be made wherever mechanically possible.
Figure 6.21-Plan View of UT Scanning Patterns (see 6.32)
271
CLAUSE 6. INSPECTION
AWS D1.1/D1.1 M:2008
...
(A) BEAM DIRECTION. MAINTAIN SOUND
PERPENDICULAR TO WELD.
MAIN OR
THROUGH MEMBER
(B) V-PATHS. USE SINGLE AND MULTIPLE LEGS AND VARIOUS ANGLES AS REQUIRED
TO COVER THE COMPLETE WELD INCLUDING THE ROOT AREA.
Figure 6.22-Scanning Techniques (see 6.27.5)
272
AWS 01.1/01.1M:2008
CLAUSE 6. INSPECTION
o
o
IIW BLOCK
3
o
RESOLUTION BLOCK
OS BLOCK
Figure 6.23-Transducer Positions (Typical) (see 6.29)
273
AWS D1.1/D1.1M:2008
This page is intentionally blank.•
274
AWS D1.1/D1.1M:2008
7. Stud Welding
7.1 Scope
7.2.4 Stud Bases. A stud base, to be qualified, shall
have passed the test described in 7.9. Only studs with
qualified stud bases shall be used. Qualification of stud
bases in conformance with 7.9 shall be at the manufacturer's expense. The arc shield used in production shall
be the same as used in qualification tests or as
recommended by the manufacturer. When requested by
the Engineer, the Contractor shall provide the following
information:
Clause 7 contains general requirements for welding of
steel studs to steel, and stipulates specific requirements:
Q) For mechanical properties and material of steel
studs, and requirements for qualification of stud bases~
@ For application qualification testing, operator
qualification, preproduction testing, and workmanship.
(1) A description of the stud and arc shield
Q) For stud welding during production, fabrication/erection, and inspection.
•
•
(2) Certification from the manufacturer that the stud
base is qualified in conformance with 7.9.
(4) For the stud manufacturer's certification of stud
base weldability.
(3) Qualification tests data
NOTE: Approved steels; for studs, see 7.2.6; for base metals, see Table 3.1 (Groups I and Il). For guidance, see
C7. 6. J.
7.2.5 Stud Finish. Finish shall be produced by heading,
rolling, or machining. Finished studs shall be of uniform
quality and condition, free of injurious laps, fins, seams,
cracks, twists, bends, or other injurious discontinuities.
Radial cracks or bursts in the head ofa stud shall not be
the cause for rejection, provided that the cracks or bursts
do not extend more than half the distance from the head
periphery to the shank, as determined by visual inspection. Heads of shear connectors or anchor studs are subject to cracks or bursts, which are names for the same
thing. Cracks or bursts designate an abrupt interruption
of the periphery of the stud head by radial separation of
the metal. Radial cracks or bursts in the head of a stud
shall not be cause for rejection, provided that the cracks
or bursts, as determined by visual inspection, do not exceed the value: 0.25 (H-C) (see Figure 7.1).
7.2 General Requirements
7.2.1 Stud Design. Studs shall be of suitable design for
arc welding to steel members with the use of automatically timed stud welding equipment. The type and size of
the stud shall be as specified by the drawings, specifications, or special provisions. For headed-type studs, see
Figure 7.1. Alternative head configurations may be used
with proof of mechanical and embedment tests confrrming full-strength development of the design, and with the
approval of the Engineer.
7.2.6 Stud Material. Studs shall be made from cold
drawn bar conforming to the requirements of ASTM
A 29, Standard Specification for Steel Bars, Carbon and
Alloy, 80t-Wrought, General Requirements for Grades
1010 through 1020, inclusive either semi-killed or killed
aluminum or silicon deoxidation.
7.2.2 Arc Shields. An arc shield (ferrule) of heatresistant ceramic or other suitable material shall be furnished with each stud.
7.2.3 Flux. A suitable deoxidizing and arc stabilizing
flux for welding shall be furnished with each stud of
5/16 in [8 mm] diameter or larger. Studs less than
5/16 in [8 mm] in diameter may be furnished with or
without flux.
7.2.7 Base Metal Thickness. When welding directly to
base metal, the base metal shall be no thinner than 1/3
275
..
CLAUSE 7. STUD WELDING
AWS D1.1/D1.1M:2008
the stud diameter. When welding through deck, the stud
diameter shall be no greater than 2.5 times the base material thickness. In no case shall studs be welded through
more than two plies of metal decking.
7.4.2 Coating Restrictions. The stud base shall not be
painted, galvanized, or cadmium-plated prior to welding.
4
7.4.3 Base-Metal Preparation. The areas to which the
studs are to be welded shall be free of scale, rust, moisture, paint, or other injurious material to the extent
necessary to obtain satisfactory welds and prevent objectionable fumes. These areas may be cleaned by wire
brushing, scaling, prick-punching, or grinding.
7.3 Mechanical Requirements
7.3.1 Standard Mechanical Requirements. At the
manufacturer's option, mechanical properties of studs
shall be determined by testing either the steel after cold
finishing or the full diameter finished studs. In either
case, the studs shall conform to the standard properties
shown in Table 7.1.
7.4.4 Moisture. The arc shields or ferrules shall be kept
dry. Any arc shields which show signs of surface moisture from dew or rain shall be oven dried at 250°F
[l20°e] for two hours before use.
7.4.5 Spacing Requirements. Longitudinal and lateral
spacings of stud shear connectors (type B) may vary a
maximum of 1 in [25 mm] from the location shown in
the drawings. The minimum distance from the edge of a
stud base to the edge of a flange shall be the diameter of
the stud plus 1/8 in [3 mm], but preferably not less than
1-1/2 in [40 mm].
7.3.2 Testing. Mechanical properties shall be determined
in conformance with the applicable sections of ASTM
A 370, Mechanical Testing of Steel Products. A typical
test fixture is used, similar to that shown in Figure 7.2.
7.3.3 Engineer's Request. Upon request by the Engineer, the Contractor shall furnish:
7.4.6 Arc Shield Removal. After welding, arc shields
shall be broken free from studs to be embedded in concrete, and, where practical, from all other studs.
..
(1) The stud manufacturer's certification that the
studs, as delivered, conform to the applicable requirements of7.2 and 7.3.
7.4.7 Acceptance Criteria. The studs, after welding,
shall be free of any discontinuities or substances that
would interfere with their intended function and have a
full 360° flash. However, nonfusion on the legs of the
flash and small shrink fissures shall be acceptable. The
fillet weld profiles shown in Figure 5.4 shall not apply to
the flash of automatically timed stud welds.
(2) Certified copies of the stud manufacturer's test
reports covering the last completed set of in-plant quality
control mechanical tests, required by 7.3 for each diameter delivered.
(3) Certified material test reports (CMTR) from the
steel supplier indicating diameter, chemical properties,
and grade on each heat number delivered.
~
~
7.5 Technique
7.3.4 Absence of Quality Control Tests. When quality
control tests are not available, the Contractor shall furnish a chemical test report conforming to 7.2.6 and a
mechanical test report conforming to the requirements
of 7.3 for each lot number. Unidentified and untraceable
studs shall not be used.
7.5.1 Automatic Machine Welding. Studs shall be
welded with automatically timed stud welding equipment connected to a suitable source of direct current
electrode negative power. Welding voltage, current,
time, and gun settings for lift and plunge should be set at
optimum settings, based on past practice, recommendations of stud and equipment manufacturer, or both. AWS
C5.4, Recommended Practices for Stud Welding, should
also be used for technique guidance.
7.3.5 Additional Studs. The Contractor is. responsible
for furnishing additional studs of each type and size, at
the request of the Engineer, for checking the requirements
of 7.2 and 7.3. Testing shall be at the owner's expense.
7.5.2 Multiple Welding Guns. If two or more stud
welding guns shall be operated from the same power
source, they shall be interlocked so that only one gun can
operate at a time, and so that the power source has fully
recovered from making one weld before another weld is
started.
7.4 WorkmanshiplFabrication
7.4.1 Cleanliness. At the time of welding, the studs
shall be free from rust, rust pits, scale, oil, moisture, or
other deleterious matter that would adversely affect the
welding operation.
7.5.3 Movement of Welding Gun. While in operation, ~
the welding gun shall be held in position without move- ~
ment until the weld metal has solidified.
276
CLAUSE 7. STUD WELDING
manufacturer's stud base qualification tests (see 7.9), and
no further application testing shall be required. The limit
of flat position is defined as 0°-15° slope on the surface
to which the stud is applied.
7.5.4 Ambient and Base-Metal Temperature Requirements. Welding shall not be done when the base
metal temperature is below O°F [-18°C] or when the surface is wet or exposed to falling rain or snow. When the
temperature of the base metal is below 32°F [O°C], one
additional stud in each 100 studs welded shall be tested
by methods described in 7.7.1.3 and 7.7.1.4, except that
the angle of testing shall be approximately 15°. This is in
addition to the first two studs tested for each start of a
new production period or change in set-up. Set-up includes
stud gun, power source, stud diameter, gun lift and
plunge, total welding lead length, and changes greater
than ±5% in current (amperage) and time.
Examples of stud applications that require tests of this
section are the following:
(1) Studs which are applied on nonplanar surfaces or
to a planar surface in the vertical or overhead positions.
(2) Studs which are welded through decking. The
tests shall be with material representative of the condition to be used in construction.
(3) Studs welded to other than Groups I or II steels
listed in Table 3.1.
7.5.5 FCAW, GMAW, SMAW Fillet Weld Option.
At the option of the Contractor, studs may be welded
using prequalified FCAW, GMAW, or SMAW processes, provided the following requirements are met:
7.6.2 Responsibilities for Tests. The Contractor shall be
responsible for the performance of these tests. Tests may
be performed by the Contractor, the stud manufacturer,
or by another testing agency satisfactory to all parties
involved.
7.5.5.1 Surfaces. Surfaces to be welded and surfaces
adjacent to a weld shall be free from loose or thick scale,
slag, rust, moisture, grease, and other foreign material
that would prevent proper welding or produce objectionable fumes.
7.6.3 Preparation of Specimens
7.6.3.1 Test Specimens. To qualify applications involving materials listed in Table 3.1, Groups I and II: specimens
may be prepared using ASTM A 36 steel base materials or
base materials listed in Table 3.1, Groups I and II.
7.5.5.2 Stud End. For fillet welds, the end of the stud
shall also be clean.
7.5.5.3 Stud Fit (Fillet Welds). For fillet welds, the
stud base shall be prepared so that the base of the stud
fits against the base metal.
7.6.3.2 Recorded Information. To qualify applications involving materials other than those listed in Table
3.1, Groups I and II, the test specimen base material shall
be of the chemical, physical and grade specifications to
be used in production.
7.5.5.4 Fillet Weld Minimum Size. When fillet
welds shall be used, the minimum size shall be the larger
of those required in Table 5.8 or Table 7.2.
7.6.4 Number of Specimens. Ten specimens shall be
welded consecutively using recommended procedures and
settings for each diameter, position, and surface geometry.
7.5.5.5 Preheat Requirements. The base metal to
which studs are welded shall be preheated in conformance with the requirements of Table 3.2.
7.6.5 Test Required. The ten specimens shall be tested
using one or more of the following methods: bending,
torquing, or tensioning.
7.5.5.6 SMAW Electrodes. SMAW welding shall be
performed using low-hydrogen electrodes 5/32 in or
3/16 in [4.0 mm or 4.8 mm] in diameter, except that a
smaller diameter electrode may be used on studs 7/16 in
[11.1 mm] or less in diameter for out-of-position welds.
7.6.6 Test Methods
7.6 Stud Application Qualification
Requirements
7.6.6.1 Bend Test. Studs shall be tested by alternately bending 30° in opposite directions in a typical test
fixture as shown in 7.9, Figure 7.4 until failure occurs.
Alternatively, studs may be bent 90° from their original
axis. Type C studs, when bent 90°, shall be bent over a
pin with a diameter of 4 times the diameter of the stud. In
either case, a stud application shall be considered qualified if the studs are bent 90° and fracture occurs in the
plate or shape material or in the shank of the stud and not
in the weld.
7.6.1 Purpose. Studs which are shop or field applied in
the flat (down-hand) position to a planar and horizontal
surface shall be considered prequalified by virtue of the
7.6.6.2 Torque Test. Studs shall be torque tested
using a torque test arrangement that is substantially in
conformance with Figure 7.3. A stud application shall be
7.5.5.7 Visual Inspection. FCAW, GMAW, and
SMAW welded studs shall be visually inspected in
conformance with 6.9.
277
.
AWS 01.1/01.1 M:2008
CLAUSE 7. STUD WELDING
considered qualified if all test specimens are torqued to
destruction without failure in the weld.
plication of load. For threaded studs, the torque test of
Figure 7.3 shall be substituted for the bend test.
7.6.6.3 Tension Test. Studs shall be tension tested to
destruction using any machine capable of supplying the
required force. A stud application shall be considered
qualified if the test specimens do not fail in the weld.
7.7.1.5 Event of Failure. If on visual examination
the test studs do not exhibit 360° flash, or if on testing,
failure occurs in the weld zone of either stud, the procedure shall be corrected, and two more studs shall be
welded to separate material or on the production member
and tested in conformance with the provisions of 7.7.1.3
and 7.7.1.4. If either of the second two studs fails, additional welding shall be continued on separate plates until
two consecutive studs are tested and found to be satisfactory before any more production studs are welded to the
member.
7.6.7 Application Qualification Test Data. Application Qualification Test Data shall include the following:
(1) Drawings that show shapes and dimensions of
studs and arc shields.
(2) A complete description of stud and base materials, and a description (part number) of the arc shield.
t
.
7.7.2 Production Welding. Once production welding
has begun, any changes made to the welding setup, as determined in 7.7.1, shall require that the testing in 7.7.1.3
and 7.7.1.4 be performed prior to resuming production
welding.
(3) Welding position and settings (current, time).
(4) A record, which shall be made for each qualification and shall be available for each contract. A suggested
WPSIPQR form for nonprequalified application may be
found in Annex Form N-9.
7.7.3 Repair of Studs. In production, studs on which a
full 360° flash is not obtained may, at the option of the
Contractor, be repaired by adding the minimum fillet
weld as required by 7.5.5 in place of the missing flash.
The repair weld spall extend at least 3/8 in [10 mm] beyond each end of the discontinuity being repaired.
7.7 Production Control
7.7.1 Pre-Production Testing
7.7.4 Operator Qualification. The pre-production test .~
required by 7.7.1, if successful, shall also serve to qualify •
the stud welding operator. Before any production studs
are welded by an operator not involved in the preproduction set-up of 7.7.1, the first two studs welded by
the operator shall have been tested in conformance with
the provisions of 7.7.1.3 and 7.7.1.4. When the two
welded studs have been tested and found satisfactory, the
operator may then weld production studs.
7.7.1.1 Start of Shift. Before production welding
with a particular set-up and with a given size and type of
stud, and at the beginning of each day's or shift's production, testing shall be performed on the first two studs
that are welded. The stud technique may be developed on
a piece of material similar to the production member in
thickness and properties. If actual productkm thickness is
not available, the thickness may vary ± 25%. All test
studs shall be welded in the same general position as
required on the production member (flat, vertical, or
overhead).
7.7.5 Removal Area Repair. If an unacceptable stud
has been removed from a component subjected to tensile
stresses, the area from which the stud was removed shall
be made smooth and flush. Where in such areas the base
metal has been pulled out in the course of stud removal,
SMAW with low-hydrogen electrodes in conformance
with the requirements of this code shall be used to fill the
pockets, and the weld surface shall be flush.
7.7.1.2 Production Member Option. Instead of
being welded to separate material, the test studs may be
welded on the production member, except when separate
plates are required by 7.7.1.5.
7.7.1.3 Flash Requirement. Studs shall exhibit full
360° flash with no evidence of undercut into the stud
base.
In compression areas of members, if stud failures are
confmed to shanks or fusion zones of studs, a new stud
may be welded adjacent to each unacceptable area in lieu
of repair and replacement on the existing weld area (see
7.4.5). If base metal is pulled out during stud removal,
the repair provisions shall be the same as for tension
areas except that when the depth of discontinuity is the
lesser of 1/8 in [3 mm] or 7% of the base metal thickness,
the discontinuity may be faired by grinding in lieu of filling with weld metal. Where a replacement stud is to be
7.7.1.4 Bend Test. In addition to visual examination,
the test shall consist of bending the studs after they are allowed to cool, to an angle of approximately 30° from their
original axes by either striking the studs with a hammer
on the unwelded end or placing a pipe or other suitable
hollow device over the stud and manually or mechanically
bending the stud. At temperatures below 50°F [looq,
bending shall preferably be done by continuous slow ap-
278
AWS D1.1/D1.1M:2008
CLAUSE 7. STUD WELDING
provided, the base metal repair shall be made prior to
• welding the replacement stud. Replacement studs (other
. ,than threaded type which should be torque tested) shall
be tested by bending to an angle of approximately 15 0
from their original axes. The areas of components exposed to view in completed structures shall be made
smooth and flush where a stud has been removed.
7.9 Manufacturers' Stud Base
Qualification Requirements
7.9.1 Purpose. The purpose of these requirements is to
prescribe tests for the stud manufacturers' certification of
stud base weldability.
7.9.2 Responsibility for Tests. The stud manufacturer
shall be responsible for the performance of the qualification test. These tests may be performed by a testing
agency satisfactory to the Engineer. The agency performing the tests shall submit a certified report to the
manufacturer of the studs giving procedures and results
for all tests including the information described in
7.9.10.
7.8 Fabrication and Verification
Inspection Requirements
7.8.1 Visual Inspection. If a visual inspection reveals
any stud that does not show a full 360 0 flash or any stud
that has been repaired by welding, such stud shall be bent
to an angle of approximately 15 0 from its original axis.
Threaded studs shall be torque tested. The method of
bending shall be in conformance with 7.7.1.4. The direction of bending for studs with less than a 360 0 flash shall
be opposite to the missing portion of the flash. Torque
testing shall be in conformance with Figure 7.3.
7.9.3 Extent of Qualification. Qualification of a stud
base shall constitute qualification of stud bases with the
same geometry, flux, and arc shield, having the same diameter and diameters that are smaller by less than 1/8 in
[3 mm]. A stud base qualified with an approved grade of
ASTM A 29 steel and meets the standard mechanical
properties (see 7.3.1) shall constitute qualification for all
other approved grades of ASTM A 29 steel (see 7.2.6),
provided that conformance with all other provisions
stated herein shall be achieved.
7.8.2 Additional Tests. The Verification Inspector,
where conditions warrant, may select a reasonable num• ber of additional studs to be subjected to the tests de• scribed in 7.8.1.
7.9.4 Duration of Qualification. A size of stud base
with arc shield, once qualified, shall be considered qualified until the stud manufacturer makes any change in the
stud base geometry, material, flux, or arc shield which
affects the welding characteristics.
7.8.3 Bent Stud Acceptance Criteria. The bent stud
shear connectors (Type B) and deformed anchors (Type
C) and other studs to be embedded in concrete (Type A)
that show no sign of failure shall be acceptable for use
and left in the bent position. When bent studs are required by the contract documents to be straightened, the
straightening operation shall be done without heating,
and before completion of the production stud welding
operation.
7.9.5 Preparation of Specimens
7.9.5.1 Test specimens shall be prepared by welding
representative studs to suitable specimen plates of
ASTM A 36 steel or any of the other materials listed in
Table 3.1 or Table 4.9. Studs to be welded through metal
decking shall have the weld base qualification testing
done by welding through metal decking representative of
that used in construction, galvanized per ASTM A 653
coating designation G90 for one thickness of deck or
G60 for two deck plies. When studs are to be welded
through decking, the stud base qualification test shall include decking representative of that to be used in construction. Welding shall be done in the flat position
(plate surface horizontal). Tests for threaded studs shall
be on blanks (studs without threads).
7.8.4 Torque Test Acceptance Criteria. Threaded
studs (Type A) torque tested to the proof load torque
level in Figure 7.3 that show no sign of failure shall be
acceptable for use.
7.8.5 Corrective Action. Welded studs not conforming
to the requirements of the code shall be repaired or
replaced by the Contractor. The Contractor shall revise
the welding procedure as necessary to ensure that subsequent stud welding will meet code requirements.
•
•
7.9.5.2 Studs shall be welded with power source,
welding gun, and automatically controlled equipment
as recommended by the stud manufacturer. Welding
voltage, current, and time (see 7.9.6) shall be measured
and recorded for each specimen. Lift and plunge shall
be at the optimum setting as recommended by the
manufacturer.
7.8.6 Owner's Option. At the option and the expense of
the owner, the Contractor may be required, at any time,
to submit studs of the types used under the contract for a
qualification check in conformance with the procedures
of7.9.
279
CLAUSE 7. STUD WELDING
AWS D1.1/D1.1M:2008
...
7.9.7.2 Bend Tests (Studs 7/8 in [22 mm] or less in
diameter). Twenty of the specimens welded in conform-.
ance with 7.9.6.1 and twenty in conformance with ~
7.9.6.2 shall be bend tested by being bent alternately 30°
from their original axes in opposite directions until failure occurs. Studs shall be bent in a bend testing device as
shown in Figure 7.4, except that studs less than 1/2 in [12
mm] diameter may be bent using a device as shown in
Figure 7.5. A stud base shall be considered as qualified
if, on all test specimens, fracture occurs in the plate material or shank of the stud and not in the weld or HAZ.
All test specimens for studs over 7/8 in [22 mm] shall
only be subjected to tensile tests.
7.9.6 Number of Test Specimens
7.9.6.1 For studs 7/8 in [22 mm] or less in diameter,
30 test specimens shall be welded consecutively with
constant optimum time, but with current 10% above optimum. For studs over 7/8 in [22 mm] diameter, 10 test
specimens shall be welded consecutively with constant
optimum time. Optimum current and time shall be the
midpoint of the range normally recommended by the
manufacturer for production welding.
7.9.6.2 For studs 7/8 in [22 mm] or less in diameter,
30 test specimens shall be welded consecutively with
constant optimum time, but with current 10% below optimum. For studs over 7/8 in [22 mrn] diameter, 10 test
specimens shall be welded consecutively with constant
optimum time, but with current 5% below optimum.
7.9.7.3 Weld through Deck Tests. All 10 of the
welds through deck stud specimens shall be tested by
bending 30° in opposite directions in a bend testing device as shown in Figure 7.4, or by bend testing 90° from
their original axis or tension testing to destruction in a
machine capable of supplying the required force. With
any test method used, the range of stud diameters from
maximum to minimum shall be considered as qualified
weld bases for through deck welding if, on all test specimens, fracture occurs in the plate material or shank of the
stud and not in the weld or HAZ.
7.9.6.3 For studs to be welded through metal deck, the
range of weld base diameters shall be qualified by welding 10 studs at the optimum current and time as recommended by the manufacturer conforming to the
following:
(1) Maximum and mmlmum diameters welded
through one thickness of 16 gage deck, coating designation G90.
..
7.9.8 Retests. If failure occurs in a weld or the HAZ in
any of the bend test groups of 7.9.7.2 or at less than spec- •.•.
ified minimum tensile strength of the stud in any of the.
tension groups in 7.9.7.1, a new test group (described in
7.9.6.1 or 7.9.6.2, as applicable) shall be prepared and
tested. If such failures are repeated, the stud base shall
fail to qualify.
(2) Maximum and minimum diameters welded through
two plies of 16 gage deck coating designation G60.
(3) Maximum and minimum diameters welded
through one thickness of 18 gage G60 deck over one
thickness of 16 gage G60 deck.
(4) Maximum and minimum diameters welded
through two plies of 18 gage deck, both -with G60 coating designation.
7.9.9 Acceptance. For a manufacturer's stud base and
arc shield combination to be qualified, each stud of each
group of 30 studs shall, by test or retest, meet the requirements described in 7.9.7. Qualification of a given
diameter of stud base shall be considered qualification
for stud bases of the same nominal diameter (see 7.9.3,
stud base geometry, material, flux, and arc shield).
The range of diameters from maximum to minimum
welded through two plies of 18 gage metal deck with G60
galvanizing shall be qualified for welding through one or
two plies of metal deck 18 gage or less in thickness.
7.9.7 Tests
7.9.10 Manufacturer's Qualification Test Data. The
test data shall include the following:
7.9.7.1 Tension Tests. Ten of the specimens welded
in conformance with 7.9.6.1 and ten in conformance with
7.9.6.2 shall be subjected to a tension test in a fixture
similar to that shown in Figure 7.2, except that studs
without heads may be gripped on the unwelded end in
the jaws of the tension testing machine. A stud base shall
be considered as qualified if all test specimens have a
tensile strength equal to or above the minimum described
in 7.3.1.
(l) Drawings showing shapes and dimensions with
tolerances of stud, arc shields, and flux;
(2) A complete description of materials used in the
studs, including the quantity and type of flux, and a
description of the arc shields; and
(3) Certified results of tests.
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AWS D1.1/D1.1M:2008
CLAUSE 7. STUD WELDING
Table 7.1
Mechanical Property Requirements
for Studs (see 7.3.1)
TypeN TypeBb
psi min.
MPamin.
61000
420
65000
450
Yield strength psi min.
(0.2% offset) MPamin.
49000
340
51000
350
Tensile
strength
(0.5% offset)
psi min.
MPamin.
Elongation
% in2 in min.
% in 5x dia. min.
17%
14%
20%
15%
Reduction
of area
% min.
50%
50%
Table 7.2
Minimum Fillet Weld Size
for Small Diameter Studs (see 7.5.5.4)
Stud Diameter
TypeCC
80000
552
70000
485
Type A studs shall be genc::ral purpose of any type and size used for
purposes other than shear transfer in composite beam design and construction.
b Type B studs shall be studs that are headed, bent, or of other configuration in 3/8 in (10 mm), 1/2 in [12 mm], 5/8 in [16 mm], 3/4 in
[20 mm], 7/8 in [22 mm], and 1 in [25 mm] diameter that are used as
an essential component in composite beam design and construction.
C Type C studs shall be cold-worked deformed steel bars manufactured
in conformance with specification ASTM A 496 having a nominal
diameter equivalent to the diameter of a plain wire having the same
weight per foot as the deformed wire. ASTM A 496 specifies a maximum diameter of 0.628 in [16 mm] maximum. Any bar supplied
above that diameter shall have the same physical characteristics
regarding deformations as required by ASTM A 496.
a
281
Min. Size Fillet
in
mm
in
mm
1/4 thru 7/16
1/2
5/8, 3/4, 7/8
1
6 thru 11
12
16,20,22
25
3/16
1/4
5/16
3/8
5
6
8
10
CLAUSE 7. STUD WELDING
AWS D1.1/D1.1M:2008
...
SLOTIED FIXTURES
TO HOLD STUD HEAD
AND SPECIMEN PLATE
a Manufactured length before welding.
Standard Dimensions, in
Shank Diameter
(C)
Length
Tolerances
(L)
Head
Diameter
(H)
Minimum
Head Height
(T)
1/2
+0.000
-0.010
± 1/16
1 ± 1/64
9/32
5/8
+0.000
-0.010
± 1/16
1-1/4 ± 1/64
9/32
3/4
+0.000
-0.015
± 1/16
1-1/4 ± 1/64
3/8
7/8
+0.000
-0.015
± 1/16
1-3/8 ± 1/64
3/8
+0.000
-0.015
± 1/16
1-5/8 ± 1/64
1/2
Figure 7.2-Typical Tension Test Fixture
(see 7.3.2)
..
Standard Dimensions, mm
12.7
+0.00
-0.25
± 1.6
25.4± 0.4
7.1
15.9
+0.00
-0.25
± 1.6
31.7 ± 0:4
7.1
19.0
+0.00
-0.38
± 1.6
31.7±0.4
9.5
22.1
+0.00
-0.38
± 1.6
34.9 ±0.4
9.5
25.4
+0.00
-0.38
± 1.6
41.3 ± 0.4
12.7
Figure 7.1-Dimension and Tolerances of
Standard-Type Shear Connectors (see 7.2.1)
282
AWS D1.1/D1.1M:2008
CLAUSE 7. STUD WELDING
STUD
STEEL NUT
WELD AREA
MEMBER
Note: Dimensions of test fixture details should be appropriate to the size of the stud. The threads of the stud shall be clean and free of
lubricant other than the residue of cutting/cold forming lubricants in the "as received" condition from the manufacturer.
Required Proof Torque for Testing Threaded Studs a
M.E.TAb
Nominal Diameter
in
0.236
t
t
mm
M6
Proof Testing TorqueC
Thread
in 2
mm 2
0.031
20.1
no.lin
Ib-ft
pitch-mm
Series
1.0
ISO-724
5.4
Joule
7.4
1/4
6.4
0.036
0.032
23.2
20.6
28
20
UNF
UNC
6.6
5.9
9.0
7.8
5/16
7.9
0.058
0.052
37.4
33.5
24
18
UNF
UNC
13.3
11.9
18.1
16.1
ISO-724
13.2
17.9
UNF
UNC
24.3
21.5
32.9
29.2·
ISO-724
26.2
35.5
UNF
UNC
37.9
34.8
51.4
47.2
ISO-724
45.7
61.9
UNF
UNC
58.8
52.2
79.7
7ei.8
ISO-724
72.7
98.5
0.315
M8
0.057
36.6
1.25
3/8
9.5
0.088
0.078
56.8
50.3
0.394
M10
0.090
58.0
7/16
11.1
0.118
0.106
76.1
68.4
0.472
M12
0.131
84.3
1/2
12.7
0.160
0.142
103.2
91.6
0.551
M14
0.178
115.0
9/16
14.3
0.203
0.182
131.0
117.4
18
12
UNF
UNC
83.9
75.2
113.8
102.0
5/8
15.9
0.255
0.226
164.5
145.8
18
11
UNF
UNC
117.1
103.8
158.8
140.8
0.630
M16
0.243
157.0
3/4
19.1
0.372
0.334
240.0
215.5
0.787
M20
0.380
245.0
0.866
M22
0.470
303.0
7/8
22.2
0.509
0.462
328.4
298.1
0.945
M24
0.547
353.0
1
25.4
0.678
0.606
437.4
391.0
24
16
1.5
20
14
1.75
20
13
2.0
2.0
ISO-724
113.4
153.7
UNF
UNC
205.0
184.1
278.0
249.7
2.5
ISO-724
221.2
299.9
2.5
ISO-724
300.9
408.0
UNF
UNC
327.3
297.1
443.9
402.9
ISO-724
382.4
518.5
UNF
UNC
498.3
445.4
675.7
604.0
16
10
14
9
3.0
12
8
a Torque figures are based on Type A threaded studs with a minimum yield stress of 49 000 psi (340 MPa).
bMean Effective Thread Area (M.E.T.A) shall be defined as the effective stress area based on a mean diameter taken approximately
midway between the minor and the pitch diameters.
C Values are calculated on a proof testing torque of 0.9 times Nominal Stud Diameter times 0.2 Friction Coefficient Factor times Mean
Effective Thread Area times Minimum Yield Stress for unplated studs in the as-received condition. Plating, coatings, or oil/grease
deposits will change the Friction Coefficient Factor.
Figure 7.3-Torque Testing Arrangement and Table of Testing Torques (see 7.6.6.2)
283
AWS D1.1 /D1.1 M:2008
CLAUSE 7. STUD WELDING
...
DOUBLE-ACTING
HYDRAULIC
CYLINDER
2 in [50 mm]
MAXIMUM
ANGLE OF CENTERLINE OF
DEFLECTED STUD SHALL BE
MEASURED AT CENTERLINE
OF PLUNGER
Notes:
1. Fixture holds specimen and stud is bent 30° alternately in
opposite directions.
2. Load can be applied with hydraulic cylinder (shown) or fixture
adapted for use with tension test machine.
FRACTURE LINE
I
.
I
I
~+++-
1JJ
I
-~':
I
:
...
STUD DIAM
+1/64 in
[004 mm]
.----PIPE
DIMENSIONS
APPROPRIATE
FOR ~IZE OF
STUD
[V}
TYPICAL FRACTURES IN SHANK OF STUD
FRACTURE LINE
1/4 in
[6 mm]
Note: Fracture in
weld near stud fillet
remains on plate.
2 in.
[50 mm
MAX.
Note: Fracture
through flash torn
from plate.
SPECIMEN PLATE
TYPICAL WELD FAILURES
Figure 7.4-Bend Testing Device (see
7.9.7.2)
Figure 7.5-Suggested Type of Device
for Qualification Testing of Small Studs
(see 7.9.7.2)
284
AWS 01.1/01.1 M:2008
8. Strengthening and Repairing Existing Structures
8.3.2 Stress Analysis. An analysis of stresses in the area
affected by the strengthening or repair shall be made.
Stress levels shall be established for all in-situ dead and
live load cases. Consideration shall be made for accumulated damage that members may have sustained in past
service.
8.1 General
Strengthening or repairing an existing structure shall
consist of modifications to meet design requirements
specified by the Engineer. The Engineer shall prepare
a comprehensive plan for the work. Such plans shall
include, but are not limited to, design, workmanship,
inspection and documentation. Except as modified in this
section, all provisions of this code shall apply equally to
the strengthening and repairing of existing structures,
including heat straightening of distorted members.
8.3.3 Fatigue History. Members subject to cyclic loading shall be designed according to the requirements for
fatigue stresses. The previous loading history shall be
considered in the design. When the loading history is not
available, it shall be estimated.
8.3.4 Restoration or Replacement. Determination
shall be made whether the repairs should consist of
restoring corroded or otherwise damaged parts or of
replacing entire members.
1t8.2 Base Metal
8.2.1 Investigation. Before preparing drawings and
specifications for strengthening or repairing existing
structures, the types of base metal used in the original
structure shall be determined either from existing drawings, specifications or from representative base-metal
tests.
8.3.5 Loading During Operations. The Engineer shall
determine the extent to which a member will be allowed
to carry loads while heating, welding or thermal cutting
is performed. When necessary, the loads shall be reduced.
The local and general stability of the member shall be investigated, considering the effect of elevated temperature
extending over parts of the cross-sectional area.
8.2.2 Suitability for Welding. The suitability of the
base metal for welding shall be established (see Table C8.1
for guidance).
8.3.6 Existing Connections. Existing connections in
structures requiring strengthening or repair shall be evaluated for design adequacy and reinforced as necessary.
8.2.3 Other Base Metals. Where base metals other than
those listed in Table 3.1 are to be joined, special consideration by the Engineer shall be given to the selection of
filler metal and WPSs.
8.3.7 Use of Existing Fasteners. When design calculations show rivets or bolts will be overstressed by the new
total load, only existing dead load shall be assigned to
them. If rivets or bolts are overstressed by dead load alone
or are subject to cyclic loading, then sufficient base metal
and welding shall be added to support the total load.
8.3 Design for Strengthening and
Repair
•
•
8.3.1 Design Process. The design process shall consider
applicable governing code provisions and other parts of
the general specifications. The Engineer shall specify the
type and extent of survey necessary to identify existing
conditions that require strengthening or repair in order to
satisfy applicable criteria.
8.4 Fatigue Life Enhancement
8.4.1 Methods. The following methods of reconditioning critical weld details may be used when written procedures have been approved by the Engineer:
285
AWS 01.1/01.1 M:2008
CLAUSE 8. STRENGTHENING AND REPAIRING EXISTING STRUCTURES
...
8.5.3 Weld Repairs. If weld repairs are required, they
shall be made in conformance with 5.26, as applicable.
(1) Profile Improvement. Reshaping the weld face by
grinding with a carbide burr to obtain a concave profile
with a smooth transition from base material to weld.
t
8.5.4 Base Metal of Insufficient Thickness. Base metal
having insufficient thickness to develop the required
weld size or required capacity shall be, as determined by
the Engineer: (1) built up with weld metal to the required
thickness, (2) cut back until adequate thickness is available, (3) reinforced with additional base metal, or (4) removed and replaced with base metal of adequate
thickness or strength.
(2) Toe Grinding. Reshaping only the weld toes by
grinding with a burr or pencil grinder.
(3) Peening. Shot peening of weld surface, or hammer
peening of weld toes.
(4) TIG Dressing. Reshaping of weld toe by the remelting of existing weld metal with heat from GTAW
arc (no filler metal used).
8.5.5 Heat Straightening. When heat straightening or
heat curving methods are used, the maximum temperature of heated areas as measured using temperature sensitive crayons or other positive means shall not exceed
1100 P [600°C] for quenched and tempered steel, nor
1200 P [650°C] for other steels. Accelerated cooling of
steel above 600 P [315°C] shall be prohibited.
(5) Toe Grinding plus Hammer Peening. When used
together, the benefits are cumulative.
8.4.2 Stress Range Increase. The Engineer shall establish the appropriate increase in the allowable stress
range.
0
0
0
8.5 Workmanship and Technique
8.5.6 Welding Sequence. In strengthening or repairing
members by the addition of base metal or weld metal, or
both, welding and weld sequencing shall, as far as practicable, result in a balanced heat input about the neutral
axis to minimi:ae distortion and residual stresses.
8.5.1 Base-Metal Condition. Base metal to be repaired
and surfaces of existing base metal in contact with new
base metal shall be cleaned of dirt, rust and other foreign
matter except adherent paint film as per SSPC SP2 (Surface· Preparation Specification #2-Hand Tool Cleaning). The portions of such surfaces which will be welded
shall be thoroughly cleaned of all foreign matter including paint for at least 2 in [50 mm] from the root o(the
weld.
8.6 Quality
8.6.1 Visual Inspection. All members and welds affected by the work shall be visually inspected in conformance with the Engineer's comprehensive plan.
8.5.2 Member Discontinuities. When required by the
Engineer, unacceptable discontinuities in the member
being repaired or strengthened shall be corrected prior to
heat straightening, heat curving, or welding.
8.6.2 NDT. The method, extent, and acceptance criteria
of NDT shall be specified in the contract documents.
286
C'
'~.:'
...'.'
tg
AWS 01.1/01.1 M:2008
Annexes
Normative Information
These annexes contain information and requirements that are considered a part of the standard.
AnnexA
Effective Throat
AnnexB
Effective Throats of Fillet Welds in Skewed T-Joints
AnnexD
Flatness of Girder Webs-Statically Loaded Structures
AnnexE
Flatness of Girder Webs-Cyclically Loaded Structures
AnnexF
Temperature-Moisture Content Charts
AnnexG
Manufacturers Stud Base Qualification Requirements
AnnexH
Qualification and Calibration of UT Units with Other Approved Reference Blocks
Annex I
Guideline on Alternative Methods for Determining Preheat
AnnexJ
Symbols for Tubular Connection Weld Design
t
Informative Information
These annexes are not considered a part of the standard and are provided for informational purposes only.
AnnexK
Terms and Definitions
AnnexL
Guide for Specification Writers
AnnexM
UT Equipment Qualification and Inspection Forms
AnnexN
Sample Welding Forms
Annexa
Guidelines for Preparation of Technical Inquiries for the Structural Welding Committee
AnnexP
Local Dihedral Angle
AnnexQ
Contents of Prequalified WPS
AnnexR
Safe Practices
Annex S
UT Examination of Welds by Alternative Techniques
Annex T
Ovalizing Parameter Alpha
AnnexU
List of Reference Documents
Annex V
Filler Metal Strength Properties
287
AWS 01.1/01.1 M:2008
...
This page is intentionally blank. ..
.
~;
•.•..................
288
AWS D1.1/D1.1M:2008
Annex A (Normative)
Effective Throat
This annex is part of AWS Dl.l/Dl.lM:2008, Structural Welding Code-Steel,
and includes mandatory elements for use with this standard.
Note: The effective throat of a weld shall be defined as the minimum distance from the root of the joint to its face, with or without a deduction
of 1/8 in [3 mm], less any convexity.
289
AWS D1.1/D1.1M:2008
...
This page is intentionally blank. ..
290
AWS D1.1/D1.1 M:2008
Annex B (Normative)
Effective Throats of Fillet Welds in Skewed T-Joints
This annex is part of AWS Dl.l1Dl.lM:2008, Structural Welding Code-Steel,
and includes mandatory elements for use with this standard.
t
Required:
Table B.1 is a tabulation showing equivalent leg size
factors for the range of dihedral angles between 60°
and 135°, assuming no root opening. Root opening(s)
1/16 in [2 mm] or greater, but not exceeding 3/16 in
[5 mm], shall be added directly to the leg size. The
required leg size for fillet welds in skewed joints shall be
calculated using the equivalent leg size factor for correct
dihedral angle, as shown in the example.
Procedure: (1) Factor for 75° from Table'B.1: 0.86
(2) Equivalent leg size, w, of skewed joint,
without root opening:
.
=6.9 mm
w =0.86 x 8
2 mm
(3) With root opening of:
(4) Required leg size, w, of
8.9 mm
skewed fillet weld: [(2) + (3)]
(5) Rounding up to a practical dimension:
w=9.0mm
EXAMPLE
(U.S. Customary Units)
Given:
Skewed T-joint, angle: 75°; root opening:
1/16 (0.063) in
Required:
Strength equivalent to 90° fillet weld of
size: 5/16 (0.313) in
For fillet welds having equal measured legs (wn ), the distance from the root of the joint to the face of the diagrammatic weld (In) may be calculated as follows:
For root openings> 1/16 in [2 mm] and ::;; 3/16 in
[5 mm], use
Procedure: (1) Factor for 75° from Table B.1: 0.86
(2) Equivalent leg size, w, of skewed joint,
without root opening:
w = 0.86 x 0.313
= 0.269 in
0.063 in
(3) With root opening of:
(4) Required leg size, w
= 0.332 in
of skewed fillet weld: [(2) + (3)]
(5) Rounding up to a practical dimension:
w = 3/8 in
For root openings < 1/16 in [2 mm], use
where the measured leg of such fillet weld (wn ) is the
perpendicular distance from the surface of the joint to the
opposite toe, and (R) is the root opening, if any, between
parts (see Figure 3.11). Acceptable root openings are
defined in 5.22.1.
EXAMPLE
(SI Units)
Given:
Strength equivalent to 90° fillet weld of
size: 8 mm
Skewed T-joint, angle: 75°; root opening:
2mm
291
ANNEX B
AWS D1.1/D1.1M:2008
...
Table 8.1
Equivalent Fillet Weld Leg Size Factors for Skewed T-Joints
Dihedral angle, 'P
60°
65°
70°
75°
80°
85°
90°
95°
Comparable fillet weld
size for same strength
0.71
0.76
0.81
0.86
0.91
0.96
1.00
1.03
Dihedral angle, 'P
100°
105°
110°
115°
120°
125°
130°
135°
Comparable fillet weld
size for same strength
1.08
1.12
1.16
1.19
1.23
1.25
1.28
1.31
292
AWS D1.1/D1.1M:2008
AnnexC
There is no Annex C. Annex C has been omitted in order to avoid potential confusion with references to Commentary clauses.
293
AWS D1.1/D1.1 M:2008
This page is intentionally blank....
294
AWS·D1.1/D1.1 M:2008
Annex D (Normative)
Flatness of Girder Webs-Statically Loaded Structures
This annex is part of AWS Dl.l/Dl.lM:2008, Structural Welding Code-Steel,
and includes mandatory elements for use with this standard.
(FLAN
GE PLATE
/STIFFENER
/
V
I..
d
D
\
d-
-\
WEB
FLANGE PLATE
/
"- WHICHEVER IS THE LAST
PANEL DIMENSION
Notes:
1. D = Depth of web.
2. d = Least panel dimension.
295
<
ANNEX D
AWS D1.1/D1.1 M:2008
Table 0.1
Intermediate Stiffeners on Both Sides of Web
Thickness
of Web, in
5116
3/8
7/16
1/2
9116
5/8
Depth of
Web, in
Less than 47
47 andover
Less than 56
56 and over
Less than 66
66 andover
Less than 75
75 and over
Less than 84
84 and over
Less than 94
94 and over
~
Least Panel Dimension, in
25
20
25
20
25
20
25
20
25
20
25
20
31
25
31
25
31
25
31
25
31
25
31
25
50
40
50
40
50
40
50
40
50
40
50
40
44
38
30
38
30
38
30
38
30
38
30
38
30
35
44
35
44
35
44
35
44
35
44
35
45
56
45
56
45
56
45
56
45
56
45
50
63
50
63
50
63
50
63
50
63
50
55
60
65
70
75
80
85
55
69
55
69
55
69
55
69
55
60
65
70
75
80
85
60
75
60
75
60
75
60
65
81
65
81
65
81
65
70
75
80
85
70
88
70
88
70
75
80
85
75
94
75
80
85
80
85
13/16
7/8
15/16
1.52
1.65
1.78
1.90
2.03
2.16
1.52
1.65
1.78
1.90
2.03
2.16
1.52
1.90
1.52
1.90
1.52
1.90
1.52
1.65
2.06
1.65
2.06
1.65
2.06
1.65
1.78
1.90
2.03
2.16
1.78
2.24
1.