ML20214F631
| ML20214F631 | |
| Person / Time | |
|---|---|
| Site: | Braidwood  |
| Issue date: | 06/10/1986 |
| From: | AMERICAN WELDING SOCIETY |
| To: | |
| References | |
| OL-A-012, OL-A-12, NUDOCS 8705260189 | |
| Download: ML20214F631 (177) | |
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..-7 AWS D1.1-75
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Structural Welding Code l
i Prepared by AWS Structural Welding Committee Under the Direction of
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AWS Technical Activities Committee Approved by AWS Board of Directors, June 16,1975 i
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ANIERICAN WELDING SOCIETY, INC.
2501 N.W. 7th Street, Stiami, Fla. 33125
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Library of Congress Catalog Card Number: 75 20785 International Standard Book Number: 0 87171 125 7 Amencan Welding Society. 2501 N.W. 7th Street. Miami, Florida 331:3 e 1975 by American Welding Society. All rights reserved.
Note: By publication of this code, the American Welding Society does not insure anyone utilizing the code against liability arising from its use. A publication of a code by the American Welding Society does not carry with it the right to make, use or sell any patented items. Each prospective user should make an independent investigation.
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Contents e
Foren ved.,,..............
................................v ferfOMMtl
................................................vil I.
G ene ral Pr ovis i o ns....................................................................... 1
.t 2.
Desig n of Welded C on nections............................................................ 2 Part A G ene ral R equ i re m ent s....................................................... 2 Part B S truct u ra l De tail s.......................................................... 3 PartC Details o f Welded joints...................................................... 3 3.
W o r k m a n s h i p.......................................................................... 21.
- 4. Technique............................................................................. 29 Part A General...................................................................29 Part.B Shielded M etal Arc Welding.................................................. 31 Part C S ubm erged Arc Welding..................................................... 33
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Part D Gas Metal Arc and Flux Cored Arc Welding..................................... 36 -
Part E Electroslag and Electrogas Welding............................................ 37 i
Part F S t u d W eld i n g............................................................... 3 9
.t QualiGestion
................................................. 45 Part A G en e ral R eq u ire m e n t s..................................................... 4 5 Part B Procedu re Q ualification..................................................... 45 Part C Welder Qualification
......... 58 Part D Welding Operator Q ualification............................................... 67 Part E Qualificatio n o f Tack ers...................................................... 70
- 6. Inspection............................................................................. 73 Part A G ene ral R e q u i re m en t s....................................................... 7 3 Part B Radiographic Te sting of Welds............................................... 74 Part C Ultrasonic Testing of Groove Welds..................
..................... 77 7 Strengthening and Repairing Existing Structures
............. 85 8.
Design of New Buildings 36 Part A General Requirements.....
.........86 Part B Allowable Unit Stresses.
.......... 87 Part C Structural Details.................
87 Part D Workmanship
................................................ 91
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...................... 93 9.
Design of New Bridges.........
Part A General Requirements................................................. 93
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Part B Allowable Unit Stresses.....
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. 94 Part C Structural Details...
..................94 e.. n w..o..... m.
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-3 CONTENTS 10.
Design of New Tubular Struct ures......................................................... 107(
Part A - General Requirements.........................................
Allowa ble Unit Stresses.........................................
Part B Struct ural Details............................................
Part C
............ 121 Part D Details of Welded Joints....................
Part E Wor k m anship............................................................. 124
......... 124 A PP EN DIX A: Plug and Slot Welds........................................................... 133 A PP EN DIX B: Effective Throat................................................
APPENDIX C: Impact Strength Requirements for Electroslag and Electrogas Welding...............134 A PP EN DIX D: Short Circuiting Transfer....................................................... 135 A PP EN DIX E: Sam ple Welding Forms........................................................ 136 APPEN DIX F: Weld Quality Requirements for Tension Joints in Bridges........................... 145 A PP EN DIX G: Flitness of Girder Webs - Buildings........................................... 146 A PP EN DIX H: Flatness of Girder Webs - Bridges................... :....................... 149 A PP E N DIX I: Terms and Definitions.............................................
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Foreword in 1928 the first edition of Code for Fusion Welding and Gas Cutting in Building Construction was -
published by the*American Welding Society. Since then, eight other editions o( the Code have been published. During the latter part of July 1934, a committee was appointed to prepare specifications for the design, construction, alteration, and repair of highway and railway bridges by fusion welding. The first edition of the specifications was published in 1936, followed by seven other editions.
Until 1%3 there were two committees, one for the Building Code and one for the Bridge Specifications. These two major committees had recognized the community ofinterest to establish a i
better level of structural welding standardization in the industry and had been cooperating for some *.
- ime. In June 1%3, these two committees were discharged and a Structural Welding Committee organized. This committee is concerned with the preparation of standards and the promulgation of 4
1, mund practices for the application of welding to the design and construction of structures. Since its crganization the Committee has prepared the Building Code and the Bridge Specifications.
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.The 1972 Edition was prepared to cover structural welding in general, along with specific re-quirements for buildings, bridges, and tubular structures. This eliminated the duplication in previous
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editions by combining the Code and Specifications into a single document. This 1975 edition includes
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the published revisions, errata, and editorial changes to the previous edition. In addition, it includes ad-ditions and changes necessary to keep the Code current with practices and requirements for structural welding.
Sections I through 7 constitute a body of rules for the regulation of welding in steel structures. Sec-f o'
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tions 8. 9, and 10 contain additional rules applicable to specific types of structures - buildings, bridges, and tubular structures. One of the latter should be used as a supplement to the first seven sections. For general structurat welding of statically loaded structures where no specific code or specification is applicable. Section 8 is recommended.
Certain shielded metal arc. submerged arc, gas metal arc, and flux cored arc welding procedures plus certain types ofjoints have been thoroughly tested and have a long record of satisfactory performance.
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These are designated as prequalified and may be employed without presentation of further evidence (1.3). These procedures andjoints include most of those that are commonly used. However, the purpose of defining prequalified procedures and joints is not to prevent the use of other procedures as they are -
t developed. When other processes, procedures, or joints are proposed, they are subject to the applicable provisions of Sections 2,3, and 4 and shall be qualified by tests in accordance with the requirements of Section 5. In the same section the requirements for qualification of welders, welding operators, and j
tackers are also given.
i This code does not concern itself with design considerations as arrangement of parts, loading i
j and the computation of stresses for proportioning the load. carrying members of a structure and their connection. Such considerations, it is assumed, are covered elsewhere in a general code or specification j
such as a Building Code. AISC Specifkation for the Design, Fabrication and Erection of Structural i
Steel for Buildings. American Association of State Highway and Transportation Officials Standard Specifications for Highway Bridges, American Railway Engineering Association Specifications for Steel Railway Bridges, or other specifications prescribed by the owner.
Fatigue testing has demonstrated that any abrupt discontinuity of section and stress path is a factor 4
I adversely affecting the strength of members subject to cyclic loading. Gradual rather than sudden tran-i sitions of sections shoald be employed and for the same reason, butt welds are preferable to fillet welds.
i In the case of old structures, material of questionable weldability may have been used (including wrought iron or high strength structural silicon or nickel steels). Accordingly,it is advisable in making repairs to an old structure to obtain samples of the material and make laboratory tests for developing the proper welding procedure and weld values.
Comments or inquiries pertaining to this code are welcome. They should be addressed to: Secretary, Structural Welding Committee. American Welding Society,2501 N.W. 7th Street, Miami, Florida j
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Personnel F. S. Adams American institute of Steel Construction W. C. Anderson Union Metal Manufacturing Company T. Agic Kaiser Steel Corporation W. G. Alexander New York State Department of Transportation J. L. Beaton' California Division of Highways AI. H. Bell Consultant J. T. BiskuP Canadian Welding Bureau
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O. W. Blodgett The Lincoln Electric Company
- 1. A. Bradlev J. A. Bradlev & Associates R. L. Chapman Georgia Dep'artment of Transportation L. Af. Cohen Chicago Heights Steel L. Colarossi Pittsburgh. Des Moines Steel Company D. E. Conklin Nuclear Power Products Inc.
H. F. Crick Brown and Root. Inc.
M. E. Cummins Sky Top Rig Company
^ AI. V. Davis American Welding Society T. J. Downey Sverdrup & Parcel T. G. Ferrell The Belmas Company. Inc.
W..V. Trost Steel Bar Mills Association M. F. Godfrey Federal Highway Administration R. H. Goldsmith Ammann & Whitney f
R. R. Graham. /r.
U. S. Steel Corporation
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L. Grover Consultant E. Holby Fluor Pioneer. Inc.
R. J. Harris Pennsylvania Public Utility Commission C. E. Hartbower Federal Highway Administration. DOT A. J. Julicher A. J. Julicher & Associates AI. L. Koehler' Penn Central Transportation Company C. L. Kreid/ce' Bethlehem Fabricators. Inc.
R. A LaPointe Stone and Webster Engineering Corporation C. Lautzenheiser Southwestern Research Institute G. C. Lee J. Ray McDermott & Company W. R. Lee Chevron Oil Company l
P. W. Marshall Shell Oil Company P. E. Marters American Bridge Division. U. S. Stect Corporation W. A. Afilck. Jr.
. American Institute of Steel Construction A. W. N oen' New Ye,rk Department of Transportation W. H. Afunse University of lilinois J. N. Nutt W. M. Kellogg Company A. E. Pearson Bethlehem Steel Corporation W. R. Pressler Pittsburgh Testing Laboratory F. H. Rar Ohio Department of Hignways C. R. Rea Texas Highway Department F. A. Reickert Haselet & Erdal D. E. H. Reynolds Dominion Bridge Company Ltd.
D. L. Sprow Southwestern Laboratories J. R. Stitt J. R. Stitt & Associates L. Tall Lehigh University
'Rcugnsd Apr 1. ICS Romned Vember. WJ Rcuened Wech,1975
- Romned knuars 1974 vii
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b PERSONNEL AWS Structural Welding Committee and Subcommittees Main Committee P. E. Afasters. Chairman R. L. Chapnran L. Grover*
A. E. Pearson J. T. Biskup. Vice Chairman L. M. Cohen
- R. J. Harris W. R. Pressler F. H. Ra.r Vice Chairman M F. Couch A. J. Julicher C. R. Rea M.
L'. Davis. Secretary H. F. Crick M. L. Koehler F. A. Reickert T. Agic T. J. Donney C. L. Kreidler D. Reynolds W. G. Alexander T. G. Ferrell P. W. Marshall D. L. Sprow J. L. Beaton' M. F. Godfrey W. A. Milek. Jr.
J. R. Stitt O.
W. Blodgett R. H. Goldsmith A.
- W. Moon L. Tall' J.' A. Bradley R. R. Grahant. Jr.
W. H. Munse' Subcommittee i on Materials Subcommittee 2 on Working Stresws. Buildings M. F. Couch. Chairman W. R. Lee W. A. Milek. Chairman A. L. Johnson J. L. Beaton W. A. Alilek Jr.
M. H. Bell W. H. Munse R. R. Grahant. Jr.
It'. H. Munse O. W. Blodgett L. Tall R. J. Harris D. L. Sprow C. E. Hartbower L. Tall G. C. Lee Subcommittee 4 on Structural Details k
Subcommittee 3 on Working Stresses. Bridges O. W. Blodgett. Chairman U. C. Lee F. H. Ray. Chairman W. A. Milek. Jr.
F. S. Adanus P. W. Marshall W. G. Alexander W. H. Munse J. L. Beaton W. H. Munse J. L. Beaton C. R. Rea T. J. Downey D. Rernolds R.
It'. Christie F. A. Reickret R. H. Goldsnrith J. P. Shedd A. L. Johnson J. P. Shedd R. R. Grahant. Jr.
L. Tall H. A. Krent:
L. Tall C. E. Hartbower
\\\\'. E. West Subcommittee 5 on F;ller Metals.
Subcommittee 6 on Workmanship Joint Details and Welding Processes A. E. Pearson. Chairman R. H. Goldsmith H. F. CricA. Chairman T. G. Ferrell J. L. Beaton C. L. Kreidler F. S. Adams R. J. Harris J. T. Biskur W. R. Lee T. Agic C. E. Hartbower D. J. Carpenter P. E. Masters J. L. Beaton E. Holby L. M. Cohen
- j. W. Nutt J. T. Bisk ur P. E. M asters H. F. Crick W. R. Pressler O. W Blodeert J. It' Ntit M. E. C;annrins C. R Rea.
L. Colarosso F. A. Re:ct ert T J. Don ney D. Re.rnolds M. F. Couch D. Reynolds T. G. Ferrell J. R. Stitt M. E. Cuntmins M. F. Godfrey
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Personnel I
Subcommittee 7 on inspection Subcommittee 8 on Qualification A. J. Judichcr. Chairman St. F. Godfrey P. E. Masters. Chairman P. W. Marshall F. S. Adams R. H. Goldsnrith W. G. Alexander J. W. Nutt it' G. Ale.tander R. J. Harris J. L. Beaton A. E. Pearson J. L. Beaton C. Laut:enhei er J. T. Biskup W. R. Pressler D. J. Carpenter A. E. Pea.sen L. Colarossi D. L. Sprow II. F. Crick W. R. Pr.essler D. E. Conklin J. R. Stitt M. E. Cunannns C. R. Rea E. Holby T. J. Dawner F. A. Reickert T. ii. Ferrell J. R. Stitt Subcommittee 10 on Working Stresses, Subcommittee 9 on Reinforcing Bars Tubular Structures J. T niskup. Chairman R. A. LaPointe P. It'. Marshall Chairman G. C. Lee M. F. Couch C. W. Ott W. C. Anderson W. R. Lee li
- 11. Fenst P. Rice O. It'. Blodeert D. L. Sprow R. R. Grahant. Jr.
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l NOTICE To insure prompt delivery of your Revisions, you must notify AWS of any change in your address.
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7-Structural Welding Code
- 1. General Provisions N
li c red arc w elding (FCAW) procedures w hich conform I I APP ention to the provisions of Sections 2. 3, and 4. in addition 1.1.1 This code covers welding requirements to Sections 8. 9 or 10, as applicable, shall be deemed prequalified and are therefore approved for appheable to any type of welded structure. It is to be as used in con.iunction with any complementary code or use without performing procedure qualification tests.
specification for the design and construction of steel I.3.2 Electroslag (ESW) and electrogas' welding may structuro. It is not intended to apply to pressure be used provided the procedures conform to the se eis or pressure piping. Requirements that are es-applicable provisions of Sections 2. 3. and 4 and the semially coinmon to all structures are covered in Sec.
contractor qualifies them in accordance with the re-tion I throuch 7 mhile provisions applying exclusivels quirement.s of $_,
to t'uildings (static loading). bridges (dynamic loadine). or tubular structures are included in Sections 1.3.3 Stud welding may be used provided the M. 4 and 10 respectively, procedures conform to the applicable provisions of 4.25 through 4.31.
1.1.2 All references to the need for approval shall be int trireted to mean approval by the Building Com-nu ioner. the Engineer.: or the duly designated per-1.4 Defin.t.i ions f(
son.icung for and in behalf of the ow ner on all matters witnin the scope of this code. Hereinafter the term The welding terms used in this code shall be inter.
Freineer uilt be used. and it is to be construed to preted in accordance with the definitions given in the mean the Building Commissioner,the Engineer or the latest edition of AWS A3.0. Terms and Definitions duls doignated person who acts for and in behalf of supplemented by Appendix I of this code.
the im ner on all matters within the scope of this code.
l.5 Welding Symbols I.2 83Se ale al w,,dio,,,,,oi,,,,,, 3,,no,,,3o, in,3,i,,,,,
The base metals to be welded under this code are car-edition of AWS A2.4. Symbols for Welding and Non-bon and low alloy steels commonly used in the fabrica-destructive Testing. Special conditions shall be fully Lion of steel structures. Steels complying with the explained by added notes or details, specifications listed in 8.2. 9.2. and 10.2. together with
- pecial requirements applicable individually to each t)rc of structure, are approsed for use with this code.
j,g gg[ggy precautions Steels other than those listed in 8.2.9.2 and 10.2 may be used prosided the prosisions of 3.2.3, 9.2.4. or Safety precautions shall conform to the latest edition 10 D are complied with.
of ANSI Z49.l. Safety in Welding and Cutting.
published by the American We ding Society.
i 1.3 Welding Processes I.7 Standard Units Of Ale 3Surement I.3.1 Shielded metal are welding (SM AW) sub-merged are welding (SAW). gas metal arc welding The s'alues stated in U.S. customary units are to be (G\\l AW) (cuept short circuiting transfer), and flut regarded as the stand.trd The metric (SI) equivalents of U.S. custoinary units gnen in this code may be ap-
'The term -Building Commissioner" refers to the official or prossmate.
bureau.15 wh.iteser term locJily deutnated, eno n deleg4ted to en.
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r..rce the local huilding law or specifications or other construction TN istm si.tr.g.n.dding a. uwJ in thn sode rsters to either gas rseal.ifion.
h I ass cer n t% dub desianated person eho acts for and 'a be.
metal. irs mulding stectrops MI AW.kGi or num cared are a
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- 2. Design of Welded Connections Part A General Requirements 2.1..: Deiail draw ings shall clearly indicate by w elding symbols or sketches the details of groove welded j.oints and the preparation of material required to make 2.1 Drawings them. Both width and thickness of steel backing shall 4
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2.1.1 Full and complete information regarding loca.
lion, type size, and extent of all welds shall be clearly 2.1.5 Any special inspection requirements hall be show n on the drawings. The drawings shall clearly dis-noted on the drawines or in the specifications.
tinguish between shop and field welds.
2.1.2 Drawings of those joints or groups o' joints in 2.2 Basic Unit Stresses f
which it is especialls important that the welding se-quence and technique be carefully controlled to Basic unit stresses for base metals and for effective minimi/e shrinkage stresses and dis'tortion shall be areas of weld metal for application to buildings, so noted.
bridges, and tubular structures shall be as shown in 2.1.3 Contract design drawings shall specify the effec-Part B of Sections H. 9. and 10 respectively.
lise weld length and. for partial penetration groove welds. the required effective throat. as defined in 2.3 and 10.N. Shop or working drawings shall specify the 2.3 Effective Weld Areas, Lengths,
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groose depths (S) applicable for the effective throat and Throats IE) required for the welding process and position of welding to be used.
2.3.1 Grooie Welds. The effectise area shall be the 2.1.3.1 It is recommended that contract design effective weld length multiplied by the effective throat.
drawings show complete joint penetration or partial
..l.1 weld. square or skewed. shall be the w(idth Joint penetration groove weld requirements as follows:
4 joined, perpendicular to the direction of stress.
2.3.1.2 The effective throat of a complete joint
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complete joint peneiration groove weld shall be the thickness of the f
N penetration weld (CP) thinner part joined. No increase is permitted for weld reinforcement.
2.3.l.3 The minimum effective throat of a partial The welding symbol without dimensions designates a joint penetration groove weld shall be as specified in complete joint penetration wcid.
Table 2.10.3.
2.3.2 Fillet Welds. The effective area shall be the effectise weld length multipled by the effective throat
( E.1 rartial joint thickness. Stress in a fillet weld shall be considered as
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fg N penetration wdd anphed to this effeetne area. for any direction of apphed load.
Where.
2.3.2.1 The effective length of a fillet weld shall be the useralllength of the full size fillet. including end E' = effective throat, other side returns. No reduction in effective length shall be made E = effectise throat. arrow side for either the start or crater of the weld if the weld is full size throughout its length.
Special groove details shall be speculed where re.
2.3.2.2 The effective length of a cursed fillet wc!d quired.
shall be measured along the center line of the effective throat. If the ~ weld area of a fillet weld in a hole or slot
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'The term "dtmngs" ref ers to r'lant. druin and detail dra.ine.
computed from this' length is greater than the area c...**
the ef teeties; area of the fillet weld.
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.Detaih ofit'eldedJoints/3 j
23.2.3 The minimum effective length of a fillet Part C Detalls of Welded Joints weld shall be at least four times the nommal size, or 1
the we of the ueld shall be considered not to esceed 2.6 Joint Qualification one fourth its effective length.
23.2.4 The effectis e throat shall be the shortest dis-2.6.1 Joints meeting the following requirements are tance tr. m the root to the face of the diagrammatic desi nated as prequalified:
F weld.
(1) Conformance with the details specified in 2.9 2.3J l'lue and Slot Welds. The effective area, shall be through 2.14 and in 10.13.
A the nommal area of the hole or slot in the plane of the (2) Use of one of the followine welding processes in fa3 ng surlace.
accordance with the requirement's of Sections 3.4.and i
2J.4 The effective throat of a combination partial 10 as applicable: shielded metal are. submerged arc.
joint penetration groos e weld and a fillet weld shall be gas metal arc (except short circuiting transfer) or Oux the hortest di>tance from the root to the face of the cored are welding.
diagrammatic weld minus I/8 in. (3.2 mm) for any Joints meeting these requirements may be used with-groose detail requiring such deduction (See Appendix 0.ut performing the jo, int welding procedure qualifica-tion tests prescribed m $.2.
14.
2.6.1.I The joint welding procedure for all joints welded by short circuiting transfer gas metal arc weld-C ing (see Appendis D) shall be qualified by tests pre.
ib'd i" 5 2-Part B Structural Details 2.4 1'illers O
d 2.4.1 Filters may be used in:
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2.4.1.1 Splicing parts of different thicknesses.
2.4.I.2 Connections that. due to esisting geometric N
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alignment. must accommodate off. sets to permit sim.
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m-pie traming.
I 2.4.2 A filler less than 1/4 in. (6.4 mm) thick shall not b*I trea wr O.7*'
l'e t: ed to transfer stress but shall be kept flush with k
g the welded edges of the stress. carrying part. The sizes P
coao mu of uelds along such edges shall be increased over the t.
required sizes by an amount equal to the thickness of 8 """ **%
actM the tiller (see F'ig. 2.4.2).
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- ** as '"*c*a *a a a ****a'a 8 a *ar t 2.4J Any filler I/4 in. (6.4 mm) or more in thickness shall estend beyond the edges of the splice plate or fig. 2.4.2-Tillers less than 1/4 In. thick.
connection material. It shall be welded to the part on which it is litted and the joint shall be of sufficient strength to transmit the splice plate or connection
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eeeentric load. The welds joining the splice plate or connection material to the filler shall be sufficient to y
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tran mit the spliec plate or connection mat: rial stress
,5
, 7, {t
__ww and shall be long enough to avoid oserstressing the g
li:ist along the toe os tne weld (see Fig. 2.4.1) s r e..cu.
. m.
.ac...
2.5 Partial Joint Penetration Groose
- a 2
Welds 4
2.Pana ca d=*d t.aaa eouc iac e.*41 ra i aota.
Partial joint penetration groove welds subject to au n n+.ano.m.d earurneae m 'iar ia pear moas piaaea tension normal to their longitudinal asis shall not be en. con vu e a s p.a e i.ui e mi e..e i.aa e.,.
used where design criteria indicate cyclic loading could produce fatigue failure. Joints containing such
,",,,,",'l, M,,,',*,f,0,",8,f' **e a rnumas treai m ecc a.
g welds made from one side only, shall be restramed to ri,, e e rise...
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F' 4/STRL'CTURAL WELDING, CODE 2
2.6.2 Joint details may depart from the details
(
itis prescribed in 2.9 through 2,14 and in 10.13 only if the g
contractor submits to the Engineer his proposedjoints h
and joint welding procedures and at his own expense demonstrates their adequaev in accordance with the 4
requirements of 5.2 of this" code and their confor-se mp,e aase me, tai ia cr s
mance with applicable provisions of Sections 3 and 4 m, n n, n,,
A e
m.. mom.a..e m. w.ie w
2.7 Details of Fillet Welds 2.7.1 The details of fillet wc!ds made by shielded
,, j metal are, submerged arc. gas metal arc or flux cored o,.
ant. welding to be used withoutjoint welding procedure lg
- o.
g3 g,
qualification are listed in 2.7.1.1 through 2.7.1.5 and detailed in Figs. 2.7.1 and 10.13.I.3.
{- ht.
g.
j j f 2.7.I.1 The minimum fillet weld size except for di
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y
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f fillet ueld, used to reinforce groove welds, shall be as shown in the following table:
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showed T. joints All dimensions m inenes.
Fig. 2.7.l-Details for fillet welds.
4 Base Metal Thickness of Alinimum Siie Thicker Part, Joined (T) of Fillet Weld.
2J, Plug and Slot Welds, in.
mm in.
mm 2.8.1 Plug and slot welds in lapjoints may be used to transmit shear or to prevent the buckling or separa-
.y.
g,,
y tion of lapped parts.
1/4 < T< I /2 6 4 < T < 12.7 J/16 5 L single pass 2.8.2 The diameter of the hole (cr a plug weld shall be t /2 < T 4.1/4 II.7 < T < l9.0 1/4 6 4 welds must no less than the thickness of the part containing it
.U4<T 19.0 < T 5/t6 s i be used plus 5/16 in. (8.0 mm) preferably rounded to the next greater odd 1/16 in. (1.6 mm). The diameter of the
'twert that the meld u/c need not esceed the thickness of the thinner part Joined For this esception particular care should be hole for a plug weld shall not be greater than 21/4 tahn to proude wmaent preheat to ensure uefd soundness.
times the thickness of the weld "Stinimum site for bridge application 3 16 ni.
2.8.3 The minimum center to cen:er spacing of plug.
f welds shall be four times the diameter of the hole.
2.8.4 The length of the slot for a slot weld shall not 2.7.1.2 The maximum fillet weld size permitted exceed ten times the thickness of the weld. The width along edges of material shall be:
of the slot shall be no less than the thickness of the (I) The thickness of the base metal. for metalless part containing it plus 5/16 in. (8.0 mm) preferably than 1/4 in. (6.4 mm) thick (see Fig. 2.7.1, detail A).
rounded to the next greater odd I/16 in. (i.6 mmi nor i
(2) 1/16 in. (1.6 mm) less than the thickness of base shallit be greater than 21/4 times tne thickness of the metal. for metal I/4 in. (6.4 mm) or more in thick, weld.
j ness (see Fig. 2.7.1. detail B). unless the w eld is desig.
2.N.5. Plug and slot welds are not permitted in nated on the drawing to be built out to obtain full throat thickness.
qu:nched and tempered st'tels, 2.7.1.3 Fillet welds in holes, or slots in lap joints.
2.8.6 The ends of the slot shall be semicircular or may be used to transfer shear or to prevent buckling shall have the corners rounded to a radius not less than or separation oflapped parts. These fillet welds may the thickness of the part containing it, except those overlap, subject to the provisions of 2.3.2.2. Fillet ends which extend to the edge of the part.
welds in holes or slots are not to be considered as plug 2.M.7 The minimum spacing oflines of slot we!ds in a or slot welds.
direction transverse to their length shall be four times 2.7.l.4 Fillet welds may be used in skew joints that the width of the slot. The minimum center to center have an included angle of not less than 60 degrees.
spacing in a longitudinal direction on any line shall be i
(See Fig. 2.7.1. details C and D).
two times the length of the slot.
A t
2.7.1.5 The minimum length of an intermittent u.
.s..w
,..<,..... tes..nique ut ma sing pie f J no slot me.us.
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t Details of Welded Joints /$
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2.8.8 The thickress of plug or slot welds in metal 5/8 2.10 Partial Joint Penetration Groove in. (15.9 mm) thick or less shall be equal to the thick-Welds Made b.y Shielded Metal ns>s of the material. In metal over 5/S m. thick. It
> hall be at least one-half the thickness of the material Arc Welding but no less than 5/8 in.
2.10.1 Except as provided in 10.13.1.1, groove welds without steel backing, welded from one side. and groove welds welded fror, both sides but without back 2.9 Complete Jo. t Penetration gouging are considered partial' joint penetration in Groove Welds Made by Shielded groove welds. Partial joint penetration groove welds made by shielded metal arc welding in butt. T, and Metal Arc geld.ing corner joints which may be used without performing the joint welding procedure quali9ation tests pre-2.9.1 Complete joint penetration groove welds made scnbed in 5.2 are detailed in Fig. 2.10.1 and are sub-by shielded metal arc weld.ing in butt. T, and corner ject to limitations specified in 2.10.2 joints anich may be used without performing the Jomt i
i welding procedure qualification tests prescribed in 2.10.2 Dimensions of groove welds specified on design 5.2 are octailed in Fig. 2.9.1 and are subject to the or detail drawings may vary from the dimensions the hmitations specified in 2.9.2.
shown in Fig. 2.10.1 only within the following limits:
2.10.2.1 The groove angle is minimum. It may be 2.9.2 Dimensions of groove welds specified on design detailed to eseced the dimension shown by no more or detail drawings may vary from the dimensions shown in Fig. 2.9.1 only within the following limits:
than ten degrees.,
2.10.2.2 The radius of the U-grooves and J grooves 2.9.2.1 The specified thickness of base metalis the is minimum. It may be detailed to exceed the dimen.
masimum nominal thickness that may be used.
sion shown by no more than I/8 m. (3.2 mm). U-2.9.2.2 The root face of thejoints shall be as dimen, grooves may be prepared before or after fitting.
sioned in Fig. 2.9.1. It may be detailed to exceed the 2.10.2.3 Double. groove welds may have grooves of, speatied dimension by no note than 1/16 in. (1.6 mm). It may not be detailed less than the specified u,nequal depth, provided that the weld deposit on each side of the jomt conforms to the limitations of Fig.
dimension.
2.10.1.
2.9.2.3 The root opening of the joints is minimum.
It may be detailed to exceed the dimension shown by 2.10.3 The effective throat of partialjoint penetration no more than 1/16 in. (1.6 mm).
square. bevel. and V groove welds shall be as shown 2.9.2.4 The groove angle is minimum. It may be in Table 2.10.3.
detailed to exceed the dimension shown by no more 2.10.3.1 Shop or working drawings sha!! specify the than ten degrees.
groove depths (S) applicable for the effective throat 2.9.2.5 The radius of J. grooves and U grooves is (E) required for the welding process and position of minimum. It may be detailed to exceed the dimension welding to be used.
shown by no more than 1/8 ine(3.2 mm). U. grooves 2.10.4 The minimum root face of the joints shall be may be prepared before or after fitting.
1/8 in. (3.2 mm)*
2.9.2.6 Double. groove welds may have grooves of unequal depth, but the depth of the shallower groove 2.10.5 For corner joints, the outside groove prepara-shall be no less than one. fourth of the thickness of the Lion may be in either or both members, provided the basic groove configuration is not changed and ade.
thinner part joined.
quate edge distance is maintained to support the 2.9.3 For corner joints. the outside groove preparation welding operations without excessive edge melting.
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.
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5/57RL'CTIlRAL WELDING, CODE Table 2.10.3-Minimum effective tfwoot for Legend for Figs. 2 9.1 tiuough 2.14.1
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partial joint pottetration groove welds Symbols for joint types B.ste metal thickness of -
Mirumum effective B - butt joint thicker part joined.
throat C - corner joint in.
(mm) in.
mm T - T Jcint BC - butt or corner joint to 1/4 (3.2) incl.
1/8*
3 TC - T or corner joint over 1/4 (3.2) to I/2 (12.7) incl.
3/16 5
BTC - butt. T. or corner joint over l/2 (12.7) to 3/4 (19.0) incl.
1/4 6
oser 3/4 (19.0) to 1.I/2 (38.1) incl.
5/16 8
Symbols for base metal thickness and penetration over 1 1/2 (35.1) to 21/4 (57.8) incl.
3/8 10 over 21/4 (57.I) to 6 (152) incl.
1/2 13 L-limited thickness-complete joint over 6 (152) 5/8 I6 penetration U-unlimited thicks.ess-complete joint
- st.n.m m sin for bndse arpiicadovis 3/16 wi p[
Symbols for weld types
.\\letric ISil Equiialents 1 - square groove for Section 2 Figures 2 - single V-groove 3 - double-V-groove in.
mm in, mm 4 - single bevel-groove 1/32 0.8 2
50.M S - double-bevel-groove I/16 1.6 21/N
$4.0 6 - single U-groove 1/s 3.2 23/8 60.3 7 - double-U-groove 3/I6 4.8 21/2 63.6 8 - single-J-groove 1/4 6.4 23/4 70 0 9 - double J groove 3/8 9.5 3
76.2
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$/s 15.9 3 1/4 82.6 Symbol for welding processes. if not shielded 1/2 12.7 3 5/8 92.1 metal arc 3/4 19.0 3-3/4 95.2 S - submerged are welding i
25.4 4
102 G - gas metal are welding 1 3/8 34.9 4.1/4 121 F - flux cored arc welding 11/2 38.1 5 l/2 140 1 3/4 44.5 6-l/4 159 e
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Details of Welded Jointsil I
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f TC-Lit l l C-U2 f lTC-Use"l All dirnensions in inches.
- f. Gouge the roots of oints without backing before welding the other side (see 4.10.80 J
- 2. See 2 9 2 for allowabic sariation of dimensions and 3.3.4 for workmanship to!crances.
Ict melds are used in M:dires to re:nforce froove welds in T and corner joints. they shati be ecual to T/4 but need not exceed 3/8 in.
3 fffi:
L i in. T n t".e th:ciness of Groac wends in T and correr pints or eridges snan te reinforcea mitn Gilet
- cads eq a to Tj 4 oat wt more thr:
the groose weld.
- Bridge appheation Jimits tne use of these joints to the horizontal position bec 9.!.I.5).
- For cornerjoints, 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 melding operation without excessive edge melting.
Fig..'.9.1-Completejoint penetration prequalified shielded metal arc weldedjoints-base metal oflimited thick-ness f Li and unlimited thickness IU).
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l*rc.ose=l l rc.osc-l Limitations for joints B U2., O.-U3a and C-U2e Limitations for joints All dimensions in inches.
TC-U4c, TC-U4d, TC-U5a and TC U5c Permitted welding a
H positions Permitted woldmg a
R positions 45*
i/4 Allpositions 45*
1/4
. Allpositions 30*
3/8 Fial and overhead only 30*
3/8 Fialand overhead only 20*
1/2 Flat and overhead only Goure roots of joints without baking before welding other side (see 4.10 8).
he 2.9.2 for allouable variation eif dimensions and 3.3.4 for workmanship tolerances.
- 1 he uw of thesc melJs shall preferably be limited to base metal thickness of 5/8 in. or larger, ll falet melJs are used in buildings to reinforce groove welds in T and corner joints, they "Itridge application limits the use of these joints to the horisontal posision (sec 9.121.$r.
l os corner joints. the outste groove preparation may be in either or both members, pro-
.11 he equal to T/4 but need not escced 3/u en. Groove welds in T and corner joints of vided the basic groove configuration it
.fges shall be reinforced with (dict melJs equal to T/4 but not more than 3/8 in. T is the tanned to support the welding operations,not changed and adequase edge distance is er4in.
sknew of the groove weld.
without escessive edge snetting.
Fig. 2.9.1 camt.-Contpletejoint penetration prequialified shielded metal are weldedjoints-base metal of unlimited thickness (UL l
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Details of Welded Joints l9 e
A U-groove we4B J-groove me g swoove ooutpe U.oreove Seegio.J. groove Dovese Jgroove m
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30-lCUsl l TC.Ueb** l l*TCU9t*"l Limitations tor joints Limitations for joints TC Uta. TC UOb. TC U9e and TC Utb B.U6. 8.U7 and C U6 Permitted welding Permitted welding positions positions 45o All positions 45*
All positions 20*
Flat and overnead only 30' Flat and overnead only All dimensions in inches.
I. Gos ge roots of jomts witnout backing before welding other side (See 410 8L
- 2. See 2.9 2 for a!!awabic sanat:on of dirnensions and 3 3 4 for woramanship tolerances.
- 3. If fiilet weids are used in buildings to reinforce groove welds in T and corner joints. t:tey shall be equal to T/4 but need not exceed 3/8 in.
Groose welds in T and corner joints of bndges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. Tis the thickness of the groose weld.
- The use of these welds shall preferably be limited to base metal thickness of $/8 in. or larger.
- Bridge application hmits the use of these joints to the honzontal posauon (ser 9.12.1.5).
- For corner joints. the outside groose preparation may be in either or both members. pr.ovided the basic groove configuration is not changed and adequate edge distance is maintained to support the welding operations without excessive edge melting.
Fig. 2.9.1 cont.-Complete joint penetration prequalified shielded metal arc weldedjoints-base metal of un-t.
limited thickness (U).
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- U:1 h t/2 7 m afseawee enrest (E)=3/4 7 men fe tse f
541c' All dimensions in inches.
- 1. See 2.10 2 for allowable +ari.ition of dime isions and 3.3.4 for workmartship toleracces.
- Joints melded from one side.
Fig. 2.10.1-Partialjoint penetration (P) prequahfied shielded metal are welded joints.
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Details of Welded Joints lll
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v eres===s so oHree= -e e u-yes.e -e.e sm.o.e
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g I.c.n l l.Tc.,s. I 1.c.. j l -..Tc.... I
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1 T (T) x Doubas-V-groove Dovbie-teve6 groove Douces-U groove Dowb+ J groove cor eC) f a a' y
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..,3 l l.TC PS* l l
.-,7 l
l*.TC.,9"*
l All dimensions in incnes.
I. See 2.10.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
'Only corner joints C P2. C P4 C.P3. C P6. C P8 and C P9 are prequalified for bridge ap;Iication (sec 9.12.1.2).
" Minimum effective throat as shown in Table 2.10.3.
"'For corner joints, the outside groove preparation may be in either or both members provided the basic groove connguration is not changed and adequate edge distance is maintained to support the welding operations without excessisc edge melting.
Fig. 2.10.1 cont.-PartialJoint penetration iP) prequalified shielded metal arc welded joints.
l
4 12/ STRUCTURAL WELDING CODE 2.11 Complete Joint Penetration 2.12 Partial Joint Penetration Groove
(
Groove Welds Made by Welds Made by Submerg'ed Arc Submerged Arc Welding Welding 2.11.1 Complete joint penetration groove welds made 2.12.1 Partialjoint penetration groove welds made by by submerged are welding in butt, T, and cornerjoints submerged are welding in butt. T, and corner joints which may be used without performing the joint which may be used without performing the joint welding procedure tests prescribed in 5.2 are detailed welding procedure qualification tests prescribed in 5.2 in Fig. 2.11.1 and are subject to the limitations are detailed in Fig. 2.12.1 and are subject to the
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specified in 2.11.2.
limitations specified in 2.12.2.~
2.!!.2 Dimensions of groove welds specified on 2.II2 Dimensions of partialjoint penetradon groove design or detail drawings may vary from the dimen-welds specified on design or detail drawings may sions shown in Fig. 2.11.1 only within the following vary from the dimensions shown in Fig. 2.12.1 only limits:
within the following limits:
2.11.2.1 The specified thickness of material is the 2.12.2.1 The root opening shall be detailed as zero maximum nominal thickness that may be used.
(no variation).
2.11.2.2 The root face of the joints is maximum.
2.12.2.2 The groove angle is minimum. It may be 2.11.2.3 The root opening of closed joints shall be detailed to exceed the dimensions shown by no more detailed as zero (no variation). The root opening or than ten degrees.
open joints with backings is minimum. It may be 2.12.2.3 The radius of the U-grooves and J. grooves detailed to exceed the dimension shown by no more is minimum. It may be detailed to exceed the dimen-than 1/16 in. (1.6 mm).
sion shown by no more than 1/8 in. (3.2 mm). U-2.11.2.4 The groove angle is minimum. It may be grooves may be prepared before or after fitting.
detailed to exceed the dimension shown by no more 2.12.2.4 If the root face is less than 1/4 in. (6.4 than ten degrees, mm) there shall be at least one initial manual pass, 2.11.2.5 The radius of U. grooves is minimum. It where necessary, to prevent melting thru.
may be detailed to exceed the dimension shown by no 2.12.2.ai Double-groove welds may have grooves of
(.
more than.1/8 in. (3.2 mm). U-grooves may be unequal depth, subject to the limitations of Fig.
prepared before or after fitting.
2.12.1.
2.11.3 For corner joints, the outside groove prepara.
2.12.3 The effective throat of partialjoint penetration tion may be in either or both members, provided the single-or double-V bevel, J., and U groove welds basic groove configuration is not changed and ade, shall be as shown in Table 2.10.3.
quate edge distance is maintained to support the 2.12.3.1 Shop or working drawings shall specify the welding operations without excessive edge melting.
groove depths (S) applicable for the effective throat (E) required for the welding process and position of welding to be used.
2.12.4 The minimum root face of the joints shall be I/4 in. (6.4 mm).
2.12.5 For cornerjoints, the outside groove prepara-tion may be in either or both members, provided the basic groove configuration is not changed and ade-quate edge distance is maintained to support the welding operations without excessive edge melting.
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Details of Welded Joints ll3 v.greove wese Sewarefeeve mees st; 8.agso.v groove oeutes-v groove e
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see wanee All dimensions irt inches.
I. If fillet welds are used in buildings to reinforce groove ocids in T and corner joints. they shall be equalto T/4 but need not exceed 3/8 in.
Groove welds in T and corner joints of bridges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. T is the thickne.s of the groove wc!d.
- 2. See 2.11.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
'For corner joints, the outside groove preparation may be in either or both members provMed the basic groove configuration is not changed and adequate edge distance ia maintained to support the welding operations without excessive edge melting.
Fig. 2.11.1-Complete joint penetration prequalified submerged are weldedJoints-base metal oflimited thick-(
ness (L) and unlimited thickness (U).
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- l. If fillet welds are used in buildings to reinforce groove welds in T and cornerjoints. they shall be equal to T/4 but need not exceed 3/t in.
Groose welds in T and corner joints of oridges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. T is the thickness or the groove weld,
- 2. See 2.11.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
'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 Fig. 2.11.1 cont.-Complete joint penetration prequalified submerged arc weldedjoints--bare metal oflimited thickness (L) and unlimited thickness (U).
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l s.ps-s l l "TC-P5-s"* l l s-P7.s j l C.ps-s l T-Ps-s l A,1 cimensions in incries.
- l. See 2.12.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
' Minimum effective throat as shown in Table 2.10.3.
- Only corner joints C P2 S. C P4-S. C P3-S. C.P6-S C-PS-S. C P9-S are prequalified for bridge application (see 9.12.1.2).
"'For cornerjoints 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 operatiens without excessive edge melting.
Fig. 2.12.1-Partialjoint penetration (P) prequalified submerged arc welded joints.
3
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j 16/STRUCTUILAL WELDING CODE 2.13 Complete Joint Penetration 2.14 Partial Joint Penetration Groove i
Groove Welds Made By Gas Welds Made by Gas Metal Arc or Metal Arc or Flux Cored Arc Flux Cored Arc Welding Welding.
2.14.1 Partialj..omt penetration groove wc!ds made by 2.13.1 Complete joint penetration groove welds made gas metal arc welding (except short circuiting transfer) by gas metal are welding (except short circuiting or flux cored are weldm, g m butt T. and cornerjomts, transfer) or Oux cored arc welding in butt, corner, and which may be used without the joint welding pro-T joints which may be used without the joint welding cedure qualification tests prescribed in 5.2, are de.
procedure qualification tests prescribed by 5.2 are de, tailed in Fig. 2.14.1 and are subject to the limitations tailed in Fig. 2.13.1, and are subject to the limita-specified in 2.14.2.
o tions specified in 2.13.2.
2.14.1.1 All partialjoint penetration groove welds 2.13.I.I All completejoint penetration groove welds made by gas metal arc welding (see Appendix D) shall rrde by short cir'cuiting transfer gas metal are weld-be qualified by the welding procedure qualification ing (see Appendix D) shall be qualified by the welding tests prescribed in 5.2.
procedure qualification tests prescribed in 5.2.
2.14.2 Dimensions of groove welds specified on 2.13.2 Dimensions of groove welds specified on d,esign or detailed drawings may vary from the dimen-design or detail drawmgs may vary from the sions shown m Fig. 2.14.1 only within the follow-dimensions shown in Fig. 2.13.1 only within the ing limits:
following limits:
2.14.2.1 The groove angle i,s minimum. It may be 2.13.2.1 The specified base metal or weld effective detailed to exceed the dimension shown by no more throat is the maximum nominal thickness that may than ten degrees.,
be used.
2.14.2.2 The radius of U grooves and J. grooves,si 2.13.2.2 The root face of the joints shall be as minimum. It may be detailed,to exceed the dimension dimensioned in Fig. 2.13.1. It may be detailed to ex-shown by no more than 1/8 in. (3.2 mm). U grooves ceed the specified dimension by not more than I/16 in.
may be prepared before or after fitting.
It may not be detailed less than the specified dimen-2.14.2.3 Doubic-groove welds may have grooves of I
unequal depth, provided that the weld deposit on each
~
sion'.2.3 The root opening of thejoints is minimum.
side of tt.ejoint conforms to the limitations prescribed 2.13 it may be detailed to exceed the dimension shown by in Fig. 2.14.1.
no more than 1/16 in. (1.6 mm).
2.14.3 The effective throat of partialjoint penetration 2.13.2.4 The groove angle is minimum. It may be single-or double.%, bevel, J, and U. groove welds l
detailed to exceed the dimension shown by no more shall be as shown in Table 2.10.3.
than ten degrees.
2.14.3.1 Shop or working drawings shall specify the
(
2.13.2.5 The radius of U grooves and J-grooves is groove depths (S) applicable for the effective throat minimum. It may be detailed to exceed the dimension (E) required for the welding process and the position shown by no more than 1/8 in. (3.2 mm). U grooves of welding to be used.
4 1.2.6 ou le vc w Ids ma fiave grooves of 2.14[The minimum root face of the jcints shall be unequal depth, but the depth of the shallower groove I/8 m. (3.2 mm).
shall be no less than one. fourth the thickness of the 2.14.5 For corner joints, the outside groove prepara-thinner part joined.
tion may be in either or both members, provided the 2.13.3 For corner joints, the outside groove prepara-basic groove configuration is not changred and ade-tion may be in either or both members, provided the quate edge distance is maintamed to support the l
basic groove configuration is not changed and ade-welding operations without excessive melting.
l quate edge distance is maintained to support the welding operations without excessive edge melting.
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- 1. Gouge the roots of joints without backing before welding the other side (see 4.10.8).
- 2. See 2.13.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
3 If fillet welds are used in buildings to reinforce groove welds in T and corner joints, they shall be equal to T/4 but need not exceed 3/g in.
Groove welds in T and corner joints of bridges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. T is the thskness of the groove weld.
- 4. Not prequahfied for gas metal arc welding using short circuiting transfer. Refer to Appendia D.
- Bndse application limits the use of this joint to the horuontal posioon (Sec 9.12.1.3):
- For corner joints, the outside groove preparation may be in either or both members, provided the basic groove configuration is not chang and adequate edge distance is maintained to support the welding operations without excessive edge melting.
Fig. 2.13.1-Completejoint penetration prequalified gas metal are andflux cored are weldedjoints-base metal of limited thicknen ILI and un!'-sited thickness (U).
4 18/ STRUCTURAL WEl. DING CODE
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Shielding Position a
R 30*
3/16 Gas s'hielded F. V & O only 3/16 Gas shielded All 43 3f4 Flat only 3/6 Flat only 30' 3/8 No gas thigiding V & O only 1/4 No gas shielding All 45' 1/4 All dimensions in inches,
- l. Gouge roots of joints without backing before welding other side (see 4.10.8),
- 2. See 2.13.2 for allowable vanation of dimensions and 3.3.4 for workmanship tolerances.
- 3. If fillet welds are used in buildings to reinforce groove welds in T and corner joints. they shall be equal to T/4 but need not exceed 3/g in.
Groove welds in T and cornerjoints of bridges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. T is the thickness of the groove weld.
- 4. Not preavaliGed for gas metal are welding using short circuiting transfer. Refer to Appendia D.
'The use of these welds shall preferably be limited to base metal thickness of 5/8 in. or larger.
"Bndse application limits the use of these joints to horizontal position (see 9.12.I.5).
"*For corner joints. the outside groove preparation may be in either or both members provided the basic groove conGguration is not changed and adequate edge distance is maintained to support the welding operations without excessive edge melting.
Fig. 2.13.1 cont.-Completejoint penetration prequallfled gas metalare andJTux cored arc welded inints--hnse
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Details of Welded Joints /19 r
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I. Gouge roots of joints without backmq before welding other side (see 4.10.8).
- 2. See 2.13.2 for allowable variation of dimensions and 3.3.4 for workmanship tolerances.
- 3. If Gilet welds are used in buildings to reinforce groove welds in T and corner Joints, they shall be equal to T/4 but need not exceed 3/8 in.
Grco*e =cids in T and corner joints of bridges shall be reinforced with fillet welds equal to T/4 but not more than 3/8 in. T is the thickness of the groove weld.
- 4. Not prequaliGed for gas metal arc welding using short circuiting transfer. Refer to Appendix D.
'The use of these welds shall prefersbly be limited to base metal thickness of $/8 in. or larger.
- Bridge application limits the use of these joints to the horizontal position (sec 9.12.1.5).
"'For cornerjoints, the outside groove preparation may be in either or both members provided the basic groove configurstion is not changed and adequate edge distance is maintained to support the welding operations without excessive edge melting.
Fig. 2.13.1 cont.-CompleteJoint r.=netration prequalified gas metal are andflux cored are weldedjoints-base metal
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. 0 20/ STRUCTURAL WELDING CODE Vges.e use
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All dimensions in inches.
'Only corner jomts C P2-GF, C P4-GF, C PS-GF. C.P6-GF C PS-GF. C-P9 GF are prequalined for bndse application. (Sec 9.12.1.2)
" Minimum effective throat as shown in Table 2.10.3.
'"Effectise throat (E; = S for welds made in the flat or horizental position, or S-1/8 m. for wclds made m verti:2: or overhead posinon.
""For corner joints, the outside groove preparation may be in either or both members provided the basic groose configurauon is not enanged and adequate edge distance is maintained to support the welding operations without excessive edge meltmg.
- 1. See 2.14.2 for allowable vanation of dimensions and 314 for workmanship tolerances.
- 2. Not prequaliGed for gas metal are we! ding using short circuiting transfer. Refer to Appendia D.
Fig. 2.14.1-Partialjoint penetration TP) prequaliped gas metal arc andfux cored are weldedjoints.
C.
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=-
- 1 2
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- 3. Workmanship 3.1 General teriai up io 4 in. (102 mm) thick and 2000 in.(50 m) for material 4 in, to 8 in. (203 mm) thick, with the 3.1.1 All applicable paragraphs of this section shall be following exception: the ends.of members not subject observed in the production and inspection of welded to calculated stress at the ends shall meet the surface assemblies and structures produced by any of the roughness value of 2000 in. Roughness ex-l~
processes acceptable under this code.
ceeding these values and occasional notches or gouges no more than 3/16 in. (4.8 mm) deep, on otherwise 3.1.2 All weld.mg and oxygen cutting equipment shall satisfactory surfaces. shall be removed by machining be so designed and manufactured and shall be m such or grinding. Cut surfaces and edges shall be left free of 3;
condition as to enable qualified welders, welding slag. Correction of discontinuities shall be faired to operators, and tackers to follow the procedures and the oxygen cut surfaces with a slope not exceeding one attam the results prescribed elsewhere in this code.
in ten. In oxygen cut edges, occasional notches or 3.1.3 Welding shall not be done when the ambient gouges less than 7/16 in. (11.1 mm) deep in material temperature is lower than 0 'F (-18 *C)(see 4.2) when up to 4 in. thick, or less than 5/8 in. (15.9 mm) deep in, surfaces are wet or exposed to rain, snow, or high matenal over 4 in, thick may, with the approval of the wind; or when welders are exposed to inclement con.
Engineer, be repaired by welding. Other discon-tinuities in oxygen-cut edges shall not be repaired by ditions.
- elding Any approved weld repairs shall be made,by 3.1.4 The sizes and lengths of welds shall be no less U.) suitably preparing the discontmuity.,(2) weldmg i
- f than those specified by design requirements and detail I'* D.
gen electMes not exdng 5/32 in.
drawings, nor, shall they be substantially in excess of (4 0 mm) diameter, (3) observmg the applicable re-L those requirements without approval. The location of quirements of 4.9 and 4.10 and (4) grinding the com-welds shall not be cl.anged without approsal.
pleted weld smooth and flush (see 3.6.3) with the adja-
~ cent surface to produce a workmanlike finish.
l 3.2 Preparation of Base Metal 3.2.3 Visual Inspection and Repair of Plate Cut Edges' 3.2.1 Surfaces and edges to be welded shall be 3.2. 3.1 In the repair and determination of timits of smooth, uniform, and free from fins, t. cars, cracks, intert:4 discoitiauities visually observed on sheared and other discontinuities which would adversely affect or oxygen cut edges and caused by entrapped slag or j
the quality or strength of the weld. Surfaces to b:
refractory inclusions, deoxidation products, gas welded and surfaces adjacent to a weld shall also be pockets, or blow holes, the amount of metal removed free from loose or thick scale, slag, rust, moisture, shall be the minimum necessary to remove the discon.
l grease and other" foreign material that would prevent tinuity or to determine that the permissible limit is not proper welding or produce objectionable fumes. Mi,ll exceeded. Plate edges may exist at any angle with scale that can withstand vigorous wire brushing, a thm respect to the rolling direction. All repairs of discon-rust-inhibitive coating, or antispatter compound may tinuities-by welding shall conform to the applicable remain with the following exception: for girders, all provisions of this code.
j mill scale shall be removed from the surfaces on which 3.2.3.2 The limits of acceptability and the repair of llange.to-web welds are to be made by submerged visually observed edge discontinuities shall be in ac-arc welding or by shielded metal are welding with cordance with Table 3.2.3, in which the length of dis-low hydrogen electrodes.
continuity is the visible long dimension on the plate 3.2.2 In all oxygen cutting, the cutting flame shall be c,ut edge and the depth is the distance that the discon-so adjusted and manipulated as to avoid cutting tinuity extends into the plate from the cut edge.
beyond (inside) the prescribed lines. The roughness of 3 2 3 3 For discontinuities over I m. (25.4 mm) m, I
length w. h depth greater than I,n., discovered by
, it i
oxygen cut surfaces shall be no greater than that de.
fined by the American National Standards Institute visual inspection of plate cut edges before weldmg or
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surface roughness value' of 1000 in. (25 m) for ma-The requirements of 3.2.3 are not applicable in cases of stress
%NSI R46.I S+erSce Testure in microinches bin.)
applied through 'he thickness of the material.
21 l
i r.
22/ STRUCTURAL WELDING CODE Table 3.2.3-1Imits on acceptability and the repair of cut-edge discontinuities of plate
(
Description ofdiscontinuity Plate repair required Any discontinuity I in.(25.4 mm)in None-need not be explored length orless Any discontinuity over I in. (25.4 mm)in None, but the depth should be length and 1/8 in. (3.2 mm) maximum depth explored' Any discontinuity over I in. (25.4 inm)in Remove, need not weld length with depth over I/8 in. (3.2 mm) but not greater than I/4 in.(6.4 mm)
Any discontinuity over I in. (25.4 mm)in Completely remove and weld.
length with depth over I/4 in. (6.4 mm) but not Aggregate length of welding shall greater than I in, not exceed 20 percent of the length of the plate edge being repaired Any discontinuity over I in. (25.4 mm)in See 3.2.3.3 length with depth greater than I in.
'A spot check of ten percent or the discontinuities on the cayges. cut edge in question should be emplored by grinding to determine depth. If the depth of any one of the discontmustics emplored exceeds I/4 m O.2 mm)then au of the disconunuities remaanmg on that edge shau be esplored by gnn-ding to determme depth. If none of the disconunuines empleted in the ten percent spot check have a depth exceedang 1/8 in. O.2 mm), then the remamder of the discontinuiues on that edge need not be emplored, during examination of welded joints by radiographic
(
or ultrasonic testing, the following procedures should be followed:
(1) Where discontinuities, such as (W), (X), or (Y)
/
.f' 4 in Fg. 3.2.3.3 are observed prior to completing the joint, the size and shape of the discontinuity shall be
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t determined by ultrasonic insocction. The area of the discontinuity shall be determined as the area of total
/
l loss of back reflection, when tested in accordance with
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g I
the procedures of ASTM A435.
,e (2) For acceptance, the area of the discontinuity (or the aggregate area of multiple discontinuities) shall An dimensions in inches.
-not exceed four percent of the plate area (length x width) with the following exception: If the width of the Fig. 3.2.3.3-Edge discontinuities in cur plate.
discontinuity, or the aggregate width of discontinuities on any transverse section, as measured perpendicular to the plate length, exceeds 20 percent of the plate (25.4 mm) or more away from the face of the weld, as width, the four percent plate area shall be reduced by measured on the plate surface, no repair of the discon-the percentage amount of the width exceeding 20 per-tinuity is required. If the discontinuity (Z)is less than cent. (For example, if a discontinuity is 30 percent of I in. away from the face of the weld, it shall be gouged the plate width, the area of discontinuity cannot ex-out to a distance of I in. from the fusion zone of the cced 3.6 percent of the plate area.) The discontinuity weld by chipping, air carbon are gouging, or grinding, on the cut edge of the plate shall be gouged out to a It shall then be blocked off by welding with the shield-depth of I in. (25.4 mm) beyond its intersection with ed metal are process for at least four layers not ex-the surface by chipping, air carbon are gouging, or ceeding 1/8 i,n. (3.2 mm) in thickness per layer. Sub.
grinding, and blocked off by welding with the shielded merged arc or other welding process may be used for metal are process in layers not exceeding 1/8 in, the remaining layers.
l (3.2 mm) in thickness.
(4) If the area of the discontinuity (W),(X),(Y), or l
(3) If a discontinuity, (Z), not exceeding the (Z) exceeds the allowable in 3.2.3.3(2), the plate or
(
allowable area in 3 2.3,.3(2), is discovered after the subcomponent s. hall be rejected and replaced, or
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(5) The aggregate length of weld repair shall not ex-exceed 3/16 in. (4.8 mm) except in cases involving ceed 20 percent of the length of the plate edge without rolled shapes or plates 3 in. (76.2 mm) or greater approval of the Engineer, in thickness when after straightening and in assembly.
(6) All repairs shall be in accordance with this code.
the gap cannot be closed sufficiently to meet this Gouging of the discontinuity may be done from either tolerance. In such cases a maximum gap of 5/16 in.
plate surface or edge.
(8.0 mm) is applicable provided a sealing weld or suit-able backing material' is used to prevent melting-3.2.4 Reentrant corners, except for the corners of thru and the final weld meets the requirements for weld access cope holes adjacent to a flange,shall be effective throat. Tolerances for bearing joints shall be filleted to a radius of no less than 1/2 in. (12.7 mm) for in accordance with the applicable contract spec.
. buildings and tubular structures and 3/4 m. (19.0 mm) cification' for bridges. The fillet and its adjacent cuts shall meet without offset or cutting past.the point of tangency.
3JJ Abutting parts to be joined by butt welds shall be carefully aligned. Where the parts are effectively 3.2.5 Mach..imng, nar carbon, arc cutting, oxygen cut
- restrained against bending due to eccentricity in align-ting, oxygen, gouging, chipping, or gnndmg may be ment, an offset not exceedi'ig 10 percent of the used for jomt preparation, back gouging, or the thickness of the thinner part joined, but in no case removal of unacceptable work or metal except that more than I/8 in. (3.2 mm) may be permitted as a j-oxygen gouging shall not be used on quenched and depanure from the theoretical alignment, in correc-tempered steel, ting misalignment in such cases, the parts shall not be 3.2.6 Edges of built-up beam and girder webs shall be drawn in to a greater slope than 1/2 in. (12.7 mm) in 12 cut to the prescribed camber with suitable a!!owance in. (304 mm). Measurement of offset shall be based for shrinkage due to cutting and welding. However, upon center line of parts unless otherwise shown on moderate variation from the specified camber tolcr-the drawing.
ance may be corrected by a carefully supervised ap-3J.4 With the exclusion of electroslag and electrogas li P cation of heat.
welding, dimensions of the cross section of groove 3.2.7 Corrections of errors in camber of quenched welded joints which vary from those shown on the
-r and tempered steel must be given prior approval by detail drawings by more than the following tolerances
(
the Engineer.
shall be referred to the Engineer for approval or cor-rection:
Root not Root i
gouped' gouged 3.3 Assembly in, mm in.
mm l
3.3.1 The parts to be joined by fillet welds shall be (I) Root faceofjoint
+1/16 1.6 Not limited brought into as close contact as practicable. The gap (2) Root opening ofjoints II i
/16 1.6 +1/16 1.6 between parts shall normally not exceed 3/16 in. (4.8 without steel backing =
-l/8 3.2 mm), except in cases involving shapes or plates 3 in.
Root opening ofjoints +1/4 6.4 Not (76.2 mm) or greater in thickness if, after straighten-with steel baciting**
1/16 1.6 applicable ing and in assembly, the gap cannot be closed suf-(3) Groove angle ofjoint 15 deg
+10 deg ficiently to meet this tolerance. In such cases a max.
- 5deg imum gap of 5/16 in. (8.0 mm)is acceptable provided a sealing weld or suitable backing material'is used to 3.3.5 Grooves produced by souging shall be in accor-prevent melting thru. If the separation is 1/16 in. (1.6 dance with groove profile dimensions as specified in i
mm) or greater, the leg of the fillet weld shall be in-Figs. 2.9.1 through 2.14.1.
creased by the amount of the separation or the con-tractor shall demonstrate th.it the required effective j
throat has been obtained.
po. der or similar materials. by means orshielded metal are weldins l
The separation between faying surfaces orlapj.. ts
,,,,,,,,,, 4,,,,ited with low hydrosen siectrodes. or other arc om and of butt welds landing on a backing shall not ex-weidir.s processes.
coed I/16 in. The use of fillers is prohibited except as
.see 10.13.i. (3) for tolerances for compacte joint penetration specified on the drawings or as specially approved by tubular groo e welds made from one side without backins.
the Engineer and made in accordance with 2.4.
- Root openings wider than those permitted by the above tolerances.
3.3.2 The parts to be joined by partial joint penetra.
but not srester than twice the thickness or the thinner part or 3/4 in.
(
tion groove welds parallel to the length of the member, (l' **l
- hi'h'
's. may be corrected by weldins to acceptabi, dimensions prior to joining the parts by weld as. Root
.(
bearing joints excepted, shall be brought into as close opening, i,ser than the above may be corrected by *eidias only contact at pra-Hble. Tbc sap between earts shall not with the sooroval or the Eneineer.
?
24/ STRUCTURAL WELDING CODE
~
3.3.6 Members to be welded shall be brought into cor-3.4.5 Joints expected to have significent shrinkage
(
rett alignment and held in position by bolts, clamps, should usually be welded before joints expected to wedges, guy lines, struts, other suitable devices, or by have lesser shrinkage. They should also be welded with tack welds until welding has been completed. The use as little restraint as possible.
ofjigs and fixtures is recommended where practicable.
Suitable allowances shall be made for warpage and 3.4.6 All shop spl. ices in each component part of a shrinkage.
cover plated beam or built,up member shall be made before the component part is welded to other compo-3.3.7 Tack Welds nent parts of the member. Long girders or girder sec.
3.3.7.I Tack welds shall be subject to the same tions may be made by shop splicing subsections each quality requirements as the final welds except that:
made in accordance with this paragraph.
(I) Preheat is not mandatory for single pass tack 3.4.7 In making welds under conditions of severe ex-welds which are remelted and incorporated into con-tinuous submerged arc welds.
ternal shrinkage restraint, the welding shall be carried (2) Discontinuaties such as undercut, unfilled continuously to completion or to a point that willin-craters, and porosity need not be removed before the sure freedom from cracking before thejoint is allowed to cool below the minimum specified preheat and in-final submerged are welding.
3.3.7.2 Tack welds which are incorporated into the terpass temperature.
final weld shall be made with electrodes meeting the requirements of the final welds and shall be cleaned thoroughly. Multiple pass tack welds shall have cascaded ends.
3.3.7.3 Tack welds not incorporated into final welds shall be removed. except that for buildings, they need not be remosed unless required by the Engineer.
3.5 Dimensional Tolerances i
3.5.1 The dimensions of welded structural members f
shall conform to the tolerances of(1) the general spe-
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cifications governing the work, (2) the special dimen-sional tolerances in 3.5.1.1 3.5.1.12.
3,4 Control of Distortion and 3.5.1.1 Permissible variations in straightness of welded columns and primary truss members, regard.
Shr,nkage less of cross section, shall not exceed:
i 3.4.I in assembling and joining parts of a structure or of built-up members and in welding reinforcing parts Lengths of 45 ft and under:
to members, the procedure and sequence shall be such as will minimize distortion and shrinkage.
No. of it of total length 3.4.2 Insofar as practicable, all welds shall be I/8 in. X 10 deposited in a sequence that will balance the applied heat of welding while the welding progresses, but not over 3/8 in.
3.4.3 The contractor sitall prepare a welding sequence for a member or structure which, in conjunction with the joint welding procedures and overall fabrication Lengths over 45 ft:
methods, will produce members or structures meeting the quality requirements specified. The welding se.
No. of ft of total length -45 quence and distortion control program shall be sub.
3/S in. + 1/8 in.x 10 mitted to the Engineer, for information and comment, before the start of welding on a member or structure in which shrinkage or distortion is likely to affect the 3.5.1.2 Permissibic variations in straightness of adequacy of the member or structure, welded beams or girders, regardless of cross section, 3.4.4 The direction of the general progression in where there is no specified camber or sweep, shall not welding on a member shall be from points where the exceed:
parts are relatively fixed in position with respect to
(
each other toward points where they have a greater No. of ft of total length
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eelative freedom of movemen, I/8 m..X g
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p Workmanship /25
+
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3.5.1.3 Permissible variation in specified camber of 3.5.1.8 Bearing at Points of Loading. The bearing welded beams or girders, regardless of cross section, ends of bearing stiffeners shall be flush and square shall not exceed:
with the web and shall have at least 75 percent of this area in contact with the inner surface of the flanges.
-0.+
/4 in. or 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 percent of the projected area of web and stiffeners and not more than 1/32 in. (0.8 mm) for the No. of ft of test length,
+ 1/4 m..x remaining 25 greent of the projected area. Girders to without stiffeners shall bear on the projected area of but not to exceed 3/4 in..
the web on the outer flange surface within 0.010 in.
and the included angle between web and flange shall No. of ft from nearest end.
not exceed 90 deg in the bearing length, or + 1/8 in. x 3.5.1.9 Fit of Intermediate Stiffeners. Where tight 10 fit of intermediate stiffeners is specified it shall be defined as allowing a gap of up to 1/16 in. (1.6 mm) between stiffc.aer and flange.
whichever is greatest, except that for members whose 3.5.1.10 Straightr.ess of intermediate Stiffeners. The top Hange is embedded in concrete without a designed out-of-straightness variation ofintermediate stiffeners concrete haunch, the permissible variation,in inches, shall not exceed 1/2 in. (12.7 mm) with due regard shall not esceed:
to any members which frame into them.
3.5.1.11 Straightness and Location of Bearing Stiffeners. The out-of-straightness variation of bear-ing stiffeners shall not exceed I/4 in. (6.4 mm) up to 6 No. of ft of total length, or 1/4 in..
ft (1.8 mm) or 1/2 in, over 6 ft (12.7 mm). The actual I 60 center line of the stiffener shall lie within the thickness of the suffener as measured from the theoretical y
whicrever is greater.
center line location.
(
3.5.I.12 Other Dimensional Tolerances. Dimen-sional tolerances not covered by 3.5 shall be indi -
Note: 3.5.1.3 applies to fabricated pieces before erec-vidually determined and mutually agreed upon by the tion.
contractor and the owner with proper regard for erection requirements.
3.5.1.4 Permissible lateral variation between the center line of the web and the center line of the flange 3.6 Weld Profiles of built up H or I members at contact surface shall not exceed I/4 in.
3.5.1.5 For permissible variations from flatness of 3.6.1 The faces of fillet welds may be slightly convex.
web for girders in building and bridge construction.
nat. or slightly concave as shown in Fig. 3.6 A, B and see 8.13 and 9.23 respectively.
C. with none of the unacceptable profiles shown in 3.5.1.6 Combined warpage and tilt of flange of Fig. 3.6D. Except at outside corner joints. the convex-welded beams or girders shall be determined by ity shall not exceed the value of 0.lS plus 0.03 in.
measuring the offset at the toe of the flange from a where S is the actual size of the fillet wc!d in inches.
line normal to the plane of the web through the in-(See Fig. 3.6C.)
tersection of the center line of the web with the outside 3.6.2 Groove welds shall preferably be made with surface of the Gange plate. This offset shall not exceed slight ar minimum reinforcement escept as may be 1/100 of the total flange width or 1/4 in. (6.4 mm).
otherwise provided. In the case of butt and corner whichever is greater. except that abutting parts to be joints, the reinforcement shall not exceed I/8 in. (3.2 joined by butt welds shall fulfill the requirements mm) in height and shall have gradual transition to of 3.3.3.
the plane of the base metal surface (Fig. 3.6E). They 3.5.1.7 Permissible tariation from specified depth.
shall be free oC the discontinuities show n for butt joints The maximum permissible variation from specified in Fig. 3.6F.
depth for welded beams and girders, measured at 3.6.3 Surfaces orbutt joints required to be llush shall the web center line, shall not exceed:
be finished so as not to reduce the thickness of the
(
For depths up to 36 in. (0.9 m) incl..
.. 11/3 in. (3.2 mm) thinner base metal or weld metal by more than 1/32 in.
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For depths oser 36 in, to 72 in. (1.8 m) incl.3)/16 in. (4.8 mm)
For dees our 72 in.
. +5/16 in. (8.0 mrni (0.8 mm) or five peice.nt of the thickness, whiche.ver.is
S N
26/ STRUCTURAL WELDING CODE
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omsrehte Faist Wald Profiles Asaspeatie Feltet Wold Prehies
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Th ess say usase,eus Lag eve e
. h ustseesseshie FeNet Weie Profeles
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l Asenforcement R shen not
' exceed 1/8 in. See 3.8.2
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u Excese,ve ineuthcott Escoseeve Overlap convenuty throat undercut See 3.6.6 See 3.6.2 See 3.6.3 See 3.8.4 and 3.8.s
@ u_ -senaimmi aspsease Fig. 3.6-Acceptable and unacceptable weldprofiles.
However, all reinforcement must be removed where 3.6..t For buildings and tubular structures, undercut the weld forms part of a faying or contact surface.
shall be no more than 0.01 in. (0.25 mm) deep when Any reinforcement must blend smoothly into the plate its direction is transverse to primary tensile stress in surfaces with transition areas free from edge we!d un-the part that is undercut, nor more than 1/32 in. (0.8 i
dercut. Chipping may be used provided it is followed mm) for all other situations.
by grinding.- Where surface finishing is required, its roughness value" shall not exceed 250 in. (6.3 pm).
3.6.5 For bridges, undercut shall be no more than Surface finished to values of over 125 g in. (3.2 pm) 0.01 in. (0.25 mm) deep when the weld is transverse to through 250 pin. shall be finished parallel to the di-the primary siress in the part that is undercut. Under-rection of primary stress. Surfaces, finished to values cut shall be no more than 1/32 in.(0.8 mm) deep when of 125 pin. or less may be finished in any direction.
the weld is parallel to the prirnary stress in the part any direction.
that is undercut.
7
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Workmanship /27 3.7.6 Ir, arter an unacceptable weld has been made,
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3.7 Corrections work is performed which has rendered that weld in-accessible, or has created new conditions that make correction of the unacceptable weld dangerous or in-effectual, then the original conditions shall be restored 3.7.1 The removal of weld metal or portions af the by removing welds or me,mbers or both before the cor-base metal may be done by machining. grinding, chip.
rections are made. If this is not done, the deficiency ping. oxygen gouging. or air carbon are gouging. It shall be compensated for by additional work per-shall be done in such a manner that the remaining formed according to an approved revised design.
weld metal or base metal is not nicked or undercut.
N Oxygen gouging shall not be used in quenched and tempered steel. Unacceptable portions of the weld 3.8 Peening shall be removed without substarvial removal of the base metal. Additional weld metal to compensate for Peening may be used on intermediate weld layers for any deliciency in size shall be deposited using an elec-control of shrinkage stresses in thick welds to prevent trode preferably smaller than that used for making the cracking. No peening shall be done on the root or sur-original weld, and preferably not more than 5/32 in.
face layer of the weld or in the base metal at the edges 1
(4.0 mm) in diameter. The surfaces shall be cleaned of the weld. Care should be taken to prevent overlap-thoroughly before welding.
ping or cracking of the weld or base metal.
3.7.2 The contractor has the option of either repairing an unacceptable weld, or removing and replacing the 3.9 Stress Relief Heat Treatinent" entire weld, except as modified by 3.7.4. The repaired or replaced weld shall bc. retested by the method 3.9.1 Where required by the contract drawings or~
originally used, and the same technique and quality specifications, welded assemblies shall be stress re-acceptance criteria shall be applied. If the contractor lieved by heat treating. Finish machining shall pre-elects to repair the weld, it shall be corrected as.
ferably be done after stress relieving.
i 3.9.l.1 The stress relief treatment shall conform to follows:
the following requirements:
I-f' 3.7.2.1 Overlap er Excessive Convexity. Remove (I) The temperature of the furnace shall not exceed 4
L excess weld metal.
3.7.2.2 Excessite Concavity of Weld or Crater, 600 *F,(315 *C) at the time the welded assembly is Undersize Welds. Undercutting. Prepaie surfaces (see P aced m it.
l (2) Above 600 *F (315 *C), the rate of heating
l 4.5) and deposi: additional weld metal.
' shall not be more than 400 fF (220 *C) per hour 3.7.2.3 Excessise Weld Porosity, Excessive Slag divided by the maximum metal thickness of the inclusions, incomplete Fusion. Remove unacceptable thicker part m inches. but in no case more than 400 *F portions (see 3.7.1) and reweld.
per hour. During the heating period, variation in 3.7.2.4 Cracks in Weld or Base Metal. Ascertain the temperaturs ehtoughout the portion of the part being -
extent of the crack by use of acid etching, magnetic heated shall be no greate than 250 *F(140 *C) within particle inspection, or ether equally positive means; l
remove the crack and sound metal 2 in. (50.8 mm) any 15 ft (4.6 m) interval oflength.
(3) After a maximum temperature of 1100 *F l
beyond each end of the crack, and reweld.
(590 *C) is reached on quenched and tempered steel,,
3.7.3 Members distorted by welding shall b*
or a mean temperature range between 1100 *F and 4
straightened by mechanical means or by carefully su-l200 *F (650 *C) is reached on other steels, the pervised application of a limited amount oflocalized temperature of the assembly shall be held within the heat. The temperature of heated areas as measured spec fled limits for one hour per inch of weld by approved methods shall not exceed 1100*F(590*C) for quenched and tempered steel nor 1200'F (650'C)
(a dull red color) for other steels. The part to be a stress relievins of *eldments of quenched and tempered steelis
" ' 8"'y nauind. sinn niims may te necessary for those l
heated for straightening shall be substantially free of
- 'd"" *"" "'*'n dimensional stability dar.
N9"' *"'"*here stress corrosion may be involved. neither stress and from external forces, excePt those stresses ing machimng or w resulting from the mechanical straightening method condition being umew to weldments of qwnched and tempered used in conjunction with the application of heat, steel. However, the results of notch toughness tests have shown that postmeld heat treatment may actually impair weld metal and beat.
l 3.7.4 Approval shall be obtained for such corrections arrected aone soughness and intergranular crecinns may sometime.
l as: repairs to base metal (other than those required by occur in the grain. coarsened region of the weld heat afracted aone.
3.2). repair of major or delayed cracks, or for a revised
,' The rates of heating and cooling need not be less than 100 'F ($5 l<
design to compensate for deficiencies.
'C) per hour. However. in all cases. consideration of closed cham-bets and complea structures may indicate reduced rates of heating j
3.7.5 The Engineer shall be notified before improper-and cooi.as to avoid str.uctural damase due to excessive thermal i
ly filtr*' and welded membert are cut aca~
eradients.
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28/ STRUCTURAL WELDING CODE thickness. When the specified stress reliefis for dimen-'
Table 3.9.2-Alternative stress relief sional stability, the holding time shall be one hour per heat treatment inch of thickness of the thicker part. During the holding period there shall be no difference greater Decrease in temperature Mininum holding time at i
below minimum decreated temperature.
than 150 'F (83 *C) between the highest and lowest
.pecified temperature hours per inch of temperature throughout the portion of the assembly being heated.
7
.C thickness 50 10 2
(4) Above 600 'F (315 *C), cooling shall be done 100 38 3
in a closed furnace or cooling chamber at a rate'8 no 150 66 5
greater than 500 'F (275 *C) per hour div'ided by the 200 93 10 maximum metal thickness of the thicker part in in-ches, but in no case more than 500 *F per hour. From BOO *F (315 'F) the assembly may be cooled in still 3.10 Cleaning and Protective Coatings 3.9.2 Alternatively, when it is impractical to postweld 3.10.1 Slag shall be cleaned from all welds. Welded heat treat to the temperature limitations stated in joints shall not be painted until after the work has 3.9.I.1, welded assemblies may be stress relieved at been completed and accepted. The surfaces to be lower temperatures for longer periods of time as painted shall be cleaned of spatter, rust, loose scale, given in Table 3.9.2.
oil, and dirt. Painting shall be performed in accor-i dance with the specifications governing the work.,
3.10.2 Welds to be galvanized shall be blast cleaned or otherwise treated to remove every particle of slag.
C e
9
I
- 4. Technique
~
Part A General 4.1.5.4 Flux Cored Aic Welding. Single pass fillet welds up to 5/16 in. (8.0 mm) maximum and groove.
welds made with a single pass or single pass each side 4.1 Filler Metal Requirements may be made using an E70T X electrode.
4.1.6 For electroslag and electrogas welding of ex-4.1.1 The electrode, electrode flux combination, or posed, bare, unpainted applications of ASTM A242 grade of weld metal for maki,ng complete joint and A588 steel requiring weld metal with atmospheric penetration butt welds shall be in accordance with corrosion resistance and coloring characteristics Table 4.I.1.
s milar to that of the base metal, the mechanical 4.1.2 The electrode, electrode-flux combination, or properties of the weld metal shall meet the re-grade of weld metal for complete joint penetration or quirements of Table 4.20 and the chemical compoG.
partial joint penetration groove welds and for fillet tion requirements of Tabic 4.1.4.
welds may be of a lower strength thr.n required for complete joint penetration butt welds provided the weld metal meets the stress requirements (see 8.4,9.3, 4.2 Preheat and Interpass or 10.4 whichever is applicable).
Temperature Requirements 4.1.3 After filler metal has been removed from its original package,it shall be protected or stored so that With the exclusion of stud wc! ding (see 4.28.7) and it characteristics or welding properties are not electroslag and electrogas welding (see 4.24.5), the minimum preheat and interpass temperatures shall be 4.1.4 For exposed, bare, unpainted applications of in accordance with Table 4.2 for the welding process r
(
A,STM A242 and A588 steel requiring weld metal being used and for the higher strength steel being with atmospheric corrosion resistance and coloring welded. Welding shall not be done when the ambient characteristics similar to that of the base metal, the temperature is lower than 0 *F (-18 *C). (Zero *F does electrode, electrode flux combination, or grade of not mean the ambient emironmental temperature but weld metal shall be in accordance with Table 4.1.4. In the temperature in the immediate vicinity of the weld.
multiple pass welds, the weld metal may be depos,ted i
so that at least two layers on all exposed surfaces and edges are deposited with one of the filler metals listed Table 4.1.4-Filler metal requirements for in Table 4.1.4, provided the underlying layers are exposed bare applications of ASTM A242 deposited with one of the filler metals specified in and A588 steel Table 4.1.1.
WELDING PROCESS 4.1.5 For single pa'ss welding, other than electroslag or Gas metal arc clectrogas, of exposed, bare, unpainted applications of l
ASTM A242 and A588 steel requiring weld metal Shielded Submerged or 8
metal are are Flux cored arc e*
with atmospheric corrosion resistance and coloring characteristics similar to that of the base metal, the AWS AS.5 AWS A5.23 following variation from Table 4.1.4 may be made:
E8016 or 18 C' 8 F7X.EXXX WL8 4.1.5.1 Shielded Metal Are Welding. Single pass E8016 or 18.B18 F7X EXXX B18 8 62 ksi min YP fillet welds up to 1/4 in. (6.4 mm) maximum and 1/4 E8016 or 18-B28 F7X EXXX B2'8 (430 MPa) in. groove welds made with a single pass or single pass ES015 or IS 82f; 72 ksi min TS E3016 or 18-C1 F7X-EXXX-Nil'
(.t95 MPa) cach side may be made using an E70XX low-hydro-E8016 or 18-C2 F7X-EXXX Ni28 Elon.18c4 min i
gen electrode.
E8016 or 18-C3 F7X EXXX.Ni3' 4.1.5.2 Submerged Arc Welding. Single pass fillet we ds up to 5/16 in. (8.0 mm) maximum and groove s made with a single pass or single pass each side m, q. 012. Ma. s. o sonao, p. ma s. o 03. s. man s. o.04, si, s.
we may be made using an F7X EXXX electrode flux oa3/o so cu. 5. caoto.75; si. s. o.4oto.so; cf. s. o.4s/o.7o.
l
- 2. mm,ned und me.i in.it n..e a mimmem imp.ci.irensin or charpy v.
I combination.
Netch 2o ft Ib (27.i J) at 0 'F (-13 'C)(only appied to t>ridgest
(
4.1.5.3 Gas Metal Arc Welding. Sing!c pass fillet y u, er game npe nun mas hame out hisha mechnaical propatin a j
A.
welds up to 5/16 in. (8.0 mm) maximum and groove i>=d in Aw s incinc.ima is permmed
- *"'a*' "'d
- m8 **d' h = ca'm'c'8 ca****aaa 'h"a** ** 'h*'
welds made with a sin 8 e Eass or sin 8 e pass each side for anw cae of the weld meigle '
hweeh4. fer ehe s>**'eu maial are weidme l
l s
l 29 L.
,e
/
30/ STRUCTURAL WELDING CODE Table 4e1.1-Matching fHier metal requiremente
{
ITfEL SPECIFICATION REQUlllEMENT5 FILLER METAL AEOUIREME%fs Mmminas Tenade evengin g,
Mmemenen Teassie urengen Siemi 5pesiAsatsen*.8 ymid pean rampe he MPs km M Ps ymid poem range les MPs to M Ps ASTM A3e-M 230 18.a0 141.SM ASTM AS3 Grose B 39 240 e0 man oil em ASTM Anot Groes 8 35 240 to me etS m.m IM4*
ASTM Aall Grades A. S. C. C5. D. E 32 220 58 78 400 490 Am3 45 I er AS S ASTM A339 Gruse B 33 240 40 m.a 415 men Etox X at M
34 S 61 me 4eo ASTM 43ef Grose Y33 33 240 e0 mee 415 mia E'U*
- I"
" * ' * * ' 3" ASTM A500 Grees 4 33/39 230/2 4 45 mie 380 mm SA m Grese t 4L46 290/120 $4 mm 40u mm Aws AS 7 er A3 23 ASTM A501 34 250 58 mes 400 mie F6X EXxx er 50 34 9 ele 0 42SS10 ASTM Alle Grace SS 30 20$
SS4S 34 4 430 F 7M.EX X X a0 44S 4*S dat.aM Grade 40 32 220 a&72 489495 ASTM Al24 Grade 1 33 240 e&85 415 585
- y m,4 Gram n
=
=$
Sm
45
er 40 e,,
,2 m.e,
ASTM A329 42 290 e643 415-e95 EMU.4 40 als 72 mes e ASTM ASIO Graes D 40 273 SS mm
=0 mia Grace E 42 290 54 mm 400 mm FCAw ASTM AS7) Crede el 31 240 SS.??
eS4530 Am3 AS 20 ASTM A100 Graes 36' 36 ISO
$8 80 385 550 EseT-M S0 34 4 e2 mie 42e API SL Grace S 35 240 00 413 E107 4 to 48S 72 men at AP SLX Grade 42 42 290 to etS (Encess.2 &.31 485 Gr des A. B. D. C5. D5 Ss.71 ee04e6 a
Grade E' Ss.?:
ano.ee0 ASTM A131 Grada AH32. DH12. EH12 45 1 311 te.85 44Sa$
Gr des AMio. DH3e. EHje la 330 71 90 89&a20 ASTM A247 42 30 294 343 thMaia e3Saas ASTM Adel 42 50 2943e9 eM0 men 494e30 i
A574 45st Gr de *S 33 240 69 77 454 S30 Grade TO 38 2e0
'O.85 445 5s5 SM4w ASTM 4337 Cl.no 17 SG 3e5 76 90 est420 Am54SeerASS ASTM AS72 Grade 42 42 290 to maa 415 mm (10x x S,
see yy m,e sig Grade 49 45 310 00 mm 419 mie Grace 50 SO 345 49 enes 430 snia 5Am Grade $*
380 70 mee asl en Am 5 A$ 17 er AS 23 ASTM A*ss* 14 e. and endert 30 345 70 mm ass mie F?t.Ettu ao all
- 0.9S est-a**
A5fM A599 Grace 4 SS 390 65 mm 490 ma GMAw Grace 8 and C e6 411 70 me 459 ma Am5 AS la ASTM Aeou 45 310 65 min om mis E705 4 er a0 414 72 min a=4 ASTM Ae07 Grade 49 45 310 e0 mm oil em E10v.s a0 aos 72 me w Cease 30 50 34 5 69 me 490 mie Graes $$
SS 300 10 mm 485 me FCAw ASTM A61s 30 34 5 10 mm oss men Am1 AS 20
/
g ASTM Ael) Grade A. 8-42 290 43.a3 4)S.S70 E107 X eo est
- 2 me see Grade C. D 30 345 10 90 des 420 (facept.2 &.3) i 121/2 in end sneers e
ASTM A10e Grade M So 349 at m.s 490 mm Graes Mm 50 343 10 he 445 men API 2H' 42 290 42.s0-430 950 A85 Grades AH32. DH12. EH12 43 1 3is 71.90 SeS420 Grades A H 36 DH 3a E H t4*
$5 350
- l 90 4e0 420 SM4m Am1 ASS F set T-e9 emo
'? sense see ASTM AS72 Gr4d.e ao, 4.m:.tS==
fm,'s,A,S,2,3,,
to 1
SIS ma G,. e.
65 0mm Sm em a,
4,,,
e,s.
eo 413 34300 $$6ee0 c,,4, gness at 440 so... e <0 FCAw Grace E007' e4 4'O e499 350 499 SMAm Awl. ASS e.
400
.00. om ASTM SI.. er 2../2 3 mma to e20 0,.in n>9M 5*
2 /2 te se 02 mp
'8 808
'04'M '" #
GMAm Grade FMrs' e
IvWS m.a seri FCAm Greet EIGIT*
88 eOS
'rth i l 5 te4 *e0 SM4*
Am5 45S ASTM ASto 12-l,2 se 100 e90 ill 8 H 79L930
.E'"C 143 met ene esiserg
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ASTM Als?
300 te0 11S-435 '9htm Amt 4S 23
t t t t **
et 6M us no 'esee ASTM A109 Grades 10it lopw l00 690 i e4 30 teS399
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(2-r/I se l43 mmt se# emeer)
'8M4*
Grade f 'et*
se are o ro.. *no FC Aw G,.4e En0Tv u
.,$ n4ib tese 0
'le posts esweieing tsee mears of toe differeas peoid amata er enere ibas 9 m il$ 4 fam) tbsk Gar bridge opphcommes.
streagins. Galer meal etertreeen assisseese se the leoer utengte eene 'Seacial weid ag maasnee one grereseses te s 189E X les alley else.
metal may De steef escept that sf the higher urengt4 base sistal es. tredest may be receired to miesce nemen seighams of bees meist ifer taires lee 6,drogen eiertroses. they shsN be seed spatications sovel.iag mopect leading er lee esmeeresorel; er for es.
[
-Wasce API Saansard 23
'mmen one are ee ne arm.(fs.enesses seems seemeding le meef wees mesehene corresses ame weatheriaq eharactavuuss (see 4 i e)
..e.es.ine m, e4 end ana stad ses ise e,dreses c.emnesimas om, seeind 0 OS per sent seaessem.
'Dessestee
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,a Shielded Metal Arc Welding l31 The ambient environmental temperature may be 4.6.2 in building construction, extension bars or run-below 0 'F but a heated structure or shelter around off plates need not be removed unless required by the the area being welded could maintain the temperature Engineer.
adjacent to the weldment at 0
- F or higher.) When the 4.6.3 In bridge construction, extension ba'rs and run-base metal,s below the specified minimum off plates shall be removed upon completion and cool-i temperature, it shall be, preheated,so that the parts on ing of the weld, and the ends of the weld made smooth which weld metal is being deposited are at or above and flush with the edges of the abutting parts.
the specified minimum temperature for a radius equal
' to the thickness of the part being welded, but not less than 3 in. (76.2 mm)in a.ll directions from the point of welding. Preheat and interpass temperatures must be.
4.7 Groove Weld Backing sufficient to prevent crack formation, and temperatures above the specified minimum may be 4.7.1 Groove welds made with the usc of steel backing required for highly restrained welds. In joints in-shall have the weld metal thoroughly fused with the volving combinations of base metals, preheat shall be backing. On bridge structures, steel backing of welds as specified for the higher strength steel being welded.
that are transverse to the direction of computed stress shall be removed and the joint shall be finished smooth or ground. Steel backing of welds that are longitudinal 4.3 Heat Input Control for Quenched with the direction or stress or are not subject to com-
n e ". El H specWied and Tempered Steel
[y""he En r cer 4.7.2 Steel backing of welds used in buildings or.
When quenched and tempered steels are welded, the tubular structures need not be removed unless re-heat input shall be restricted in conjunction with the quired by the Engineer.
. aximum preheat and interpass temperatures re-quired (by reason of base metal thicknesses). The 4.7.3 Steel backing shall be made continuous for the above limitations shall be in strict accordance with the fulllength of the weld. All necessaryjoints in the steel steel producer's recommendations. The use of stri::ger bacUng shall be complete joint penetration butt welds
(
beads to avoi.d overheating is strongly recommended.
meeting all workmanship requirements of Section 3 of Oxygen gouging of quenched and tempered steels is this code.
not permitted.
4.4 ArcStrikes 4.8 Caulking i
Arc strikes outside of the area of permanent welds Caulking of welds shall not be permitted.
/'
- J should be avoided on any base metal. Cracks or blemishes caused by are strikes, shall be ground to a smooth contour and checked to ensure soundness.
l Part B 4.5 Weld Cleaning Shielded Metal Arc Welding f
Before welding over previously deposited metal, all 4.9 Electrodes for Shielded Metal slag shall be removed and the weld and adj,acent base t
l metal shall be brushed clean. This requirement shall Arc Welding l
apply not only to successive layers but also to l
successise beads and to the crater area when welding is 4.9.1 Electrodes for shielded metal arc welding shall I
resumed after any interruption. It shall not, however.
conform to the requirements of the latest edition of l
restrict the making of plug and slot welds in accor-AWS A5.1, Specification for Mild Steel Covered Arc l
dance with Appendix A.
Welding Electrodes, or to the requirements of AWS A5.5. Specification for Low Alloy Steel Covered Arc welding Electrodes.
l 4.6 Grooge Weld Termination 4.9.2 All electrodes having low hydrogen coverings conforming to AWS AS.I shall be purchased in i
4.6.1 Groove welds shall be terminated at the ends of hermetically scaled containers or shall be dried for at
(
a joint in a manner that will ensure sound welds.
least two hottrs between 450 'F (230 *C) and 500 'F Whenever possible, this shall be done by the use of ex-(260 'C) before they are used. Electrodes having low tension bars or run-off plates.
hydrogen coverings conforming to AWS AS.5 shall be
w e
32/ STRUCTURAL WELDING CODE 1.w. u-o c
,b.ch Thechest Part "a
P',*' 'I Steel Specification f
T re in.
ASTM AIO6 Grade 3 ASTM A529 Up to 3/4 19 incl.
None' ASTM A139 Grades A. B ASTM A570 Grades D & E C.CS.D.E ASTM A173. Grade 65 Sinalded metal arc
" 3/4
ASTM Al39 Grade B
. ASTM A100 Grade 368 moedeng enh othe,
% M/2 M M.
N
-M ASTM A388 Grade Y35 then loe hydrogen over 41/2 38
\\
eintrodes a v U2 M 23 W
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ASTM A300 Grade A API G ede 42 Grmde 8 Ass Grades A. S. D. CS, DS Af7M ASOI Grads E m 2 l/2 64 m
130 i.
ASTM AW ASTM A570 Grades D & E ASTM A33 Grade 5 ASTM A372 Grades 42. 45 ASTM A106 Grade B
AH 32 & M ASTM A595 Grades A. 3.
DH 32 & M C
EH 32 & 36 ASTM A606 Upto 3/4 19 act.
None-9 8
ASTM A139 Grade 3 ASTM A6p Grada 3. M.
,,,, g,y,]
,,,, yj,
,q ASTM A242
,y.
ASTM Alti Grade V35 ASTM A418 hydrogen electrodes.
tWu l l/2 3g enet M
10 t
i ASTM A4dl
. ASTM A633 Grades A. E sshowged are
,,,, s.8/2 38 Grades C. D ocidas. p"s metal m thru 21/2 Wincl.
150 66
^
- O 4
88-
"**d'
ASTM A100 Grades 36. 30. 30W g,
g
^#3 IL Od' 8 ovu21/2 H 23 107 ASTM A50t ASTM A316 Grades 55 & to API SLX Grade 42 65 & 70 API Spec. 2H ABS Grades AH 32 & 36 ASTM A324 Grade I & il fH 32 & M ASTM A529 ABS Grades A. 8. D.
ASTM A337 Classes I & 2 G [E l
Sheelded metal arc Up to 3/4 11 inci 50 10 eeldmg enh loe e,er J/4 19 bydrogen ciectrodes, thre l.8 /2 38 6act l'0 66 f
j ASTM A$72 Grades SS.60,65 submerget arc ASTM A633 Grade E oeichns. gas metal are
,,8h 38
- g g
welding. flum cored arc i
meldsag over 2 4/2 W 300 ISO Sheelded maal m mehhng enh 3o.
Up to 3/4 19 incl.
50 10 ASTM A514 over 2 8/2 in.
hydrogen electrodes, over 3/4 19 ASTM Ast7 submerged arc weldag thru l l/2 30 incl.
125 30 i
ASTM A709 Grades 100 & 100W enh carton or w M/2 35 f
thru 21/2 W inel 175 to are eelding or fles o'er2 l/2 M 2M llo cored arc welding l
l Upto )/4 19 :ect.
50 10
'"' 3 # 8 4STM 4514 2 l/2 & under Submerged.re
- Md MM Te M
ASTM A709 2 8/2 & under Grades 100 & 100w welding..in carboa i
weel eere. alloy Gea over 1 1/2 38 thru 2 l/2 M inct 300 ISO over 21/2 e4 400 203 "When the home maal temperature is belo. 32 *F (0 *Ch the base ene mia.m m ehene may be revered for highly reseressed oces e
e g
meses ehe l he preheated to at loam 70 *F (21 'C) and this mamm m For e easted and tempered steet the massmem pre
- eat Sed in.
e Seet(terseere manned.med decepg eel 6sig terftsat eastperatete shall ses neced em 'F (205 *Cp rar thish.
Oney ave.hydresse senegreses owd te d eten eethag 4 Je meet asenes me se 1 1/2 es. (RI am) encloseve. and 430 'F t230 'C) Eer l
esere thee e se shirt get gadges.
grosser stantesana Hast empus when seitag gemented eed
" Welding enell ese to does ease me setent semperature a leoer sempered meet shall est essend the meel preenters.
I Aba 0 'F t.lg 'CL then the hees mea! a be6es the tempers.
tese lure bened for the melden$ presens teng eend and the thesteste
'le Jesms savelung contionaiens of tese semels. preheme shall be es er emn.i 6 g eaaded. d shen e
,,e eeigd veecepe ahe,.
wooried r r me h.,nes we gik mal n.as oeided o
- se pre dedi e seca me, me the serr.sen er she pens on hoTL 2sre *F t.as 'C dass een me eme ees.res.
g steth used meidl e being depeasted are et er mesee the apuse6ed memel temperesere bel the tesmetreture se ese essgeadiate egnenere
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e.e
..es % ma m s..
- 4. se
, ese v w. osa a nesses mesmere er sanner essene she eres tong se ad*8a6e er in, eene.g treng..ad.merenes wmeerams oeided seeid mamme me weparamre ad,.swa is me essemem l
mens te eericient te provees cr.ct farm.ues Temperosere ete.e se 9 4 or nega r e
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I Submerged Arc Welding /33
.(k purchased in hermetically-se'aled containers or shali 4.10.5.3 3/16 in. (4.8 mm) for subsequent layers of r
be dried at least one hour at temperatures between 700 welds made in the vertical, overhead and horizontal
- F (370 *C) and 800 *F (430 *C) before being used.
positions.
Electrodes. shall be dried prior to use if the 4.10.6 The maximum size fillet wefd which may be hermetically. sealed contamer shows evidence of made in one pass shall be:
damage. Immediately after the opening of the 4.10.6.1 3/8 in. (9.5 mm) in the flat position.
- p hermetically. sea, led container or removal of the elec.
4.10.6.2 5/16 in. (8.0 mm) in horizontal or trodes from drymg ovens, electrodes shall be stored in overhead positions, evens held at a temperature of at least 250 *F (120 4.10.6.3 1/2 in. (12.7 mm) in the vertical position.
C). E70XX electrodes that are not used within four :
hours, E80XX within two hours, E90XX within one 4.10.7 The progressions for all passes in vertical posi-hour, E100XX and Ell 0XX within one-half hour tion welding shall be upwards except that undercut after the opening of the hermetically-scaled container may be repaired vertically downwards when preheat is or removal of the electrodes frem a drying or storage in accordance with Table 4.2 but not lower than 70 *F oven shall be redried before use. Electrodes that have (21 *C). However, when tubular products are welded.
been wet shall not be used, the progression of vertical welding may be upwards or downwards but only in the direction or directions for 4.9.3 When requested by the Engineer,the contractor which the welder is qualified.
a or fabricator shall furnish an electrode manufacturer's l
certification that the electrode will meet the re-4.10.8 Complete joint penetration groove welds made quirements of the classification.
without the use of steel backing shall have the root gouged to sound metal before welding is started from 4.10 Procedures for Shielded Metal Arc Welding 4.10.I The work shall be positioned for flat position welding whenever practicable.
y s
4.10.2 The classification and size of electrode, arc length. voltage. and amperage st all be suited to the g7g g i
thickness of the material, type of groove, wclding posi-r tions, and other circumstances attending the work.
8#hmerged Arc Wilding 4.10.3 The maximum diameter of electrodes shall be as follows:
4.11 General Requirements 4.10.3.1 5/16 in. (8.0 mm) for all welds made in the flat position. except root passes.
4.11.1 Submerged arc welding may be performed 4.10.3.2 t/4 in. (6.4 mm) for horizontal fillet welds.
with one or more single electrodes, one or more 4.10.3.31/4 in. (6.4 m,m) for root passes of fillet parallel electrodes, or combinations of single and welds made m the flat position and groove welds made parallel electrodes. The spacing between arcs shall be n the flat position with backing and with a root open-such that the slag cover over the weld metal produced
- 8 I '"' *' *
by a leading arc does not cool sufficiently to prevent 4.10.3.4 5/32 in. (4.0 mm) for welds made with the proper weld deposit of a following electrode.
EXX14 and low hydrogen electrodes in the vertical Submerged arc welding with multiple electrodes may and overhead positions.
be used for any groove or fillet weld pass.
4.10.3.5 3/16 in.(4.8 mm) for root passes of groove 1
welds and for all other welds not included under 4.11.2 The following paragraphs (4.11.3-4.11.8) t 4.10.3.1. 4.10.3.2. 4.10.3.3 and 4.10.3.4 above.
governing the use of submerged are welding are suitable for any steel included in 8.2,9.2, or 10.2 other 1
4.10.4 The minimum size of a root pass shall be suf-than those of the quenched and tempered group.
ficient to pr: vent cracking.
Concerning the latter group, it is necessary to comply with the steel producer's recommendation for max-4.10.5 The maximum thickness of layers subsequent imum permissible heat input and, preheat com-to the! root pass of fillet welds and of all layers of binations. Such considerations must includ,e the ad.
groove welds shall be-ditional heat input produced m simultaneous welding 4.10.5.1 1/4 in. (6l mm) for root passes of groove on the two sides of a common member.
- welds, 4.10.5.2 'i/8 in. (3.2 mm) for subsequent layers of 4.11.3 The diameter of electrodes shall not exceed 1/4 welds made in the flat wition.
in. (6.4 mm).
,,---.-..e-->e
,r.y-w w -
t l
34/ STRUCTURAL WELDING CODE 4.11.4 Surfaces on which submerged arc welds are to Width
(
be deposited and adjacent faying surfaces shall be of face clean and free of moisture as specified in 3.2.1.
4.11J When the joint to be welded requires specific root penetration, as in joints B LI S, TC LI S, B L2b.
}
S. C L2b-S, B U3a S, B L3 S, TC L4 S, TC US S, t
I Depth and B-U7 S (illustrated in Fig. 2.11.1), unless thejoint
/
i is back gouged, the contractor shall prepare a sample -
' oint and macroetched cross section to demonstrate J
j Width the proposed welding procedure will attaic the required root penetration. The Engineer at his dis-cretion may accept a radiograph of a test joint or re-p i
corded evidence in lieu of the test specified in this paragraph. (The Engineer should accept properly documented evidence of previous qualification tests.)
idth of face 4.11.6 Roots of groove or fillet welds may be backed j[\\ /
~, i '
by copper, flux, glass tape, iron powder, or similar materials to prevent melting thru. They may also be I
h sealed by means of root passes deposited with low Width, j hydrogen electrodes if shielded metal are welding is 7y used, or by other arc welding processes.
4.11.7 Neither the depth nor the maximum width in the cross section of weld metal deposited in each weld g
g gg gg, pass shall exceed the width at the surface of the weld pass (see Fig. 4.11.7). This requirement may be waived only if the testing of a welding procedure to the 4.12.2 When requested by the Engineer, the contrac-satisfaction of the Engineer has demonstrated that tor or fabricator shall furnish an electrode manufac-(
1 such welds exhibit freedom from cracks, and the same turer's certification that the electrode and flux com-welding procedure and flux-clectrode classification are
.bination will meet the requirements of the classifica-used in construction.
tion or grade.
4.11.8 Tack welds (in the form of fillet welds 3/8 in.
[9.5 mm] or smaller, or in the roots ofjoints requiring specific root penetration) shall not produce objec.
4.13 Condit,on of Flux i
tionable changes in the appearance of the weld surfact or result in decreased penetration. Tack welds not Flux used for submerged are welding shall be dry and conforming to the preceding requirements shall be free of contamination from dirt, mill scale, or other removed or reduced in size by any suitable means foreign material. All ilux shall be purchased in before welding. Tack welds in the root of a joint with packages that can be stored, under normal conditions, steel backing less than 5/16 in. (8.0 mm) thick shall be for at least six months without such storage affecting removed or made continuous for the fulllength of the its welding characteristics or weld properties. Flux joint using shielded metal arc welding with low from damaged packages shall be discarded or shall be hydrogen electrodes.
dried at a minimum temperature of 250'F(120*C) for one hour before use. Flux shall be placed in the dispen-sing system immediately upon opening a package, or, if used from an opened package, the top one inch shall.
4.12 Electrodes and Flux for be discarded. Flut that has been wet shall not be used.
~
Flux rused in welding shall not de reused.
Submerged Arc Welding 4.14 Procedures for Submerged Arc 4.12.1 The bare electrodes and flux used in comb.ma-tien for submerged arc welding of stects shall conform Weldm.g with a S.mgle Electrode to the requirements in the latest editior. of AWS AS.17. Specification for Bare Mild Steel Electrodes 4.14.1 All submerged arc welds except fillet welds and Fluxes for Submerged Arc Welding, or to the re-shall be made in the flat position. Fillet welds may be quirements of the latest edition of AWS AS.23 made in eit! er the flat or horizontal position except
(
1 Specification for Bare Steel Electrodes and Fluxes for that single pass fillet welds made in the horizontal Submerged Arc Low Alloy Steel Weld Metal.
position shall not exceed 5/16 in. (8.0 mm).
u-.
=,.2-
~
- - +
,5 r
Submerged Arc WeMing/35
(
4.14.2 The thickness of weld layers, except root and (2) 750 A for any single electrode or 900 A for I
surface layers, shall not exceed 1/4 in. (6.4 mm).
parallel electrodes when making the root pass in a When the root opening is 1/2 in. (12.7 mm) or greater, groove having steel backing or a spacer bar.
- =
a multiple pass, split. layer technique shall be used.
(3) 1000 A for any single electrode or l200 A for The split layer tech tique shall also be used in making parallel electrodes for all other passes except the final multiple pass welds when the width of the layer ex.
layer.
coeds 5/8 in. (15.9 mm).
(4) For the final layer there is no restriction on 4.14.3 The welding current, are voltage, and speed of welding current.
in making a fillet weld shall be 1000 A for any s 4.15.3.2 The maximum welding current to bc travel shall be such that each pass will have complete ingle i -
fusion with the' adjacent base metal and weld metal electrode or 1200 A for parallel electrodes.
i i
and there will be no overlap or undue undercutting.
The maximum welding current to be used in making a 4.15.4 Multipic electrode welds may also be made in -
~
groove weld for any pass that has fusion to both faces the root of groove or fillet welds using gas metal arc of the groove shall be 600 A except that the finallayer welding followed by multiple submerged arcs, provid-may be made using a higher current. The maximum ed that the gas metal arc welding conforms to the re-current to be used for making fillet welds in the flat.
quirements of Part D of this Section, and provided the i
position shall be 1000 A.
spacing between the gas shielded arc and the first following submerged arc does not exceed 15 in. (380 mm).
4.15.5 Preheat and interpass temperatures for 4*15 Procedures for SubmerIed multiple. electrode submerged arc welding shall be Arc Welding with Multiple selected in accordance with Table 4.2. For single pass-Electrodes groon or riita weids, ror combinations or maais be-ing welded and the heat input involved, and with the approval of the Engineer, preheat and interpass
.4' j 4.15.1 Submerged are welds with multiple electrodes, temperatures may be established which are sufficient except fillet welds, shall be made in the flat position, to reduce the hardness in the heat.affected zones of the 4
r Fillet welds may be made in either the flat or horizon-trase metal to less than 225 Vickers hardness number s
tal position, except that single pass multiple electrode for steel having a minimum specified tensile strength l
fillet welds made in the horizontal position shall not not exceeding 60 000 psi (415 MPa) and 280 Vickers exceed I/2 in. (12.7 mm).
. hardness n' umber for steel having a minimum specified 4.15,2 The thickness of weld layers is not limited.
tensile strength greater than 60 000 but not exceeding in making the root pass of a groove weld, single or 70 000 pse (485 MPa)."
4.15.5.1 Hardness determinat,ons of the heat-i multiple electrodes may be used. Backing bars or root i
affected zones shall be made on:
faces shall be of adequate thickness to prevent melting thru. When the width of a surface in a groove on which (1) Initial macroetch cross sections of a sample a layer of weld metal is to be deposited exceeds 1/2 in.
test specimen, and (12.7 mm) multiple electrodes shall be displaced (2) The surface of the member during the progress laterally or a split layer technique used to assure ade.
of the work., The surface shall be ground prior to quate corner fusion. When the width of a previously hardness testmg.
deposited layer exceeds I in. (25.4 mm) and two e!cc.
(a) The frequency of such heat-affected zone
+
trodes only are used, a split. layer technique with elec.
testing shall be at least one test area per weldment on trodes in tandem shall be employed.
the thicker metal mvolved in a, joint for each 50 ft i.
(15.2 m) of groove welds or pair of fillet welds.
i 4.15.3 The welding current, arc voltage, speed of (b) These hardness determinations may be dis-l travel, and relative location of ciectrodes shall be such continued after the procedure has been established to that each pass will have complete fusion with the adja-the satisfaction of the Engineer.
cent base metal and weld metal and such that there 4.15.5.2 No reduction of the preheat requirements will be no depressions or undue undercutting at the toe of Table 4.2 will be permitted for fillet welds 3/8 in.
of the weld. Excessive concavity ofinitial passes shall (9.6 mm) and under in size.
be avoided to prevent cracking in roots ofjoints under restraint.
4.15.3.1 The maximum welding current in making a groove weld shall be:
,,The vickers hardness number shall be determined in accordanes (1) 700 A for any s,ngle electrode, or for parallel with ASTM E92. If another method of hardness testing is to be used i
,(
electrodes when making the root layer m a groove the equivalent-hardness number shall be determined from having no root opening and which does not fill the ASTM EHo and testing s. hall be performed according to the em m..
1 4
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,--ang
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--,,,,v,
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v,-,-e-
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-,w-
,-,e,-r-e.,-
,,-,e m
P g
A 36/ STRUCTURAL WELDING CODE Part D Gas Metal Arc aNd alloy weld metal having the mechanical properties l
listed below. The mechanical properties shall be deter-flax Cored Arc WeldlNg mined from a multiple pass weld made in accordance with tl e test requirements of the latest edition of AWS A5.18 or AS.20 as applicable. When an applicable 4.16 Electrodes AWS filler metal speciScation is issued. it will con.
4.I6.1 The electrodes and shielding for gas metal are trol, and testing by the user will not be required.
welding or flux cored are welding for producing weld 4.16.3 The mechanical property tests. required in metal with minimum specified yield strengths of 4.16.2 for Grades E100S, Ell 0S. E100T, and E110T 60 000 psi (415 MPa) or less, shall conform to the shall be made using ASTM A514 base metal.
N requirements of the latest edition of AWS AS.18, 4.I6.4 The Engineer at his ' discretion may accept Specification for Mild Steel Electrodes for Gas Metal recorded evidence of a combination that has been Arc Welding, or AWS AS.20. Specification for Mild satisfactorily tested by the user in lieu of the test re-Steel Electrodes for Flux Cored Arc Welding, as quired in 4.16.2, provided the same welding procedure applicable.
is used.
4 4.16.2 For weld metal having a minimum specified 4.I6.5 When requested by the Engineer, the contrac-yield strength greater than 60 000 psi (415 MPa) the tor or fabricator shall furnish the electrode manufac-user shall demonstrate that each combination of elec-turer's certification that the electrode will meet the trode and shielding proposed for use will produce low above requirements of classification or grade.
s U.S. Customary Units SI Units GMAW Grade E80S and GMAW GRADE E80S and FCAW Grade E80T FCAW GRADE E80T Tensile strength, psi min
. 80 000 Tensile Strength. MPa min
..... 550 Yield strength, psi min................... 65 000 Yield Strength. MPa min
........... 450
}
Elongation in 2 in. % min.....
18 Elongation in 51 mm. % min.................... I8
(
impact strength, min impact strength, min Charpy V. notch"
.. 20 ft.lb at 0 'F Charpy V-notch"
..... 27.1 J at - 18 'C GMAW Grade E90S and GMAW GRADE E90S and FCA% GRADE EM FCAW Grade E90T Tensile strength, psi min
. 90 000 Tensile Strength. MPa min
...... 620 Yield strength, psi min
. 78 000 Yield Strength. MPa min
.......... 540 Elongation in 2 in. % min.
17 Elongation in 51 mm. % min
................ 17 Impact strength, min Impact Strength, min Charp) V. notch"
.... 20 ft.lb at 0
- F Charpy V. notch" 27.1 J at -18 *C GMAW GRADE E100S and GMAW Grade E100S and FCAW GRADE E100T FCAW Grade E100T Tensile strength, psi min
.!00 000 Tensile Strength. MPa min.
......... 690 Yield strength, psi min
. 90 000 Yield Strength. MPa min
.620 Elongation in 2 in. % min.
.16 Elongation in $1 mm. "e min
.16 i
impact Strength, min Impact strength, min 20 ft.lb at O'F Charpy V notch"
.27.1 J at -18 *C Charpy V. notch" GMAW GRADE E!!0S and GMAW GRADE Ell 0S and FCAW E110T FCAW E100T Tensile strength, psi min
.310 000 Tensile Strength, MPa min
.750 Yield strength, psi min 98 000 Yield Strength. MPa min
. 675 Elongation in 2 in. % min
.15 Elongation in il mm. % min
......... 15 Impact strength, min Impact Strength, min Charpy V notch"
. 20 ft.lb at 0
- F Charpy V. notch" 27.1 J at -18 *C "For bndse apQication only. Base metal reouirements if more
(
l l
l
O f
Electroslag and Electrogas Welding /37
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4.17 Shielding Gas 4.18.3 Gas metal arc or Oux cored arc welding with external gas shielding shall not be done in a draft or A gas or gas mixture used for shielding in gas metal wind unless the weld is protected by a shelter. Such are welding or flux cored are welding shall be of a shelter shall be of material and snape appropriate to welding grade having a dew point of -40*F (-40*C) reduce wind velocity in the vicinity of the weld to a or lower. When requested by the Engineer the gas maximum of five miles per hour.
manufacturer shall furnish certification that the gas or 4.18.4 To prevent melting thru roots of groove or gas misture is suitable for the intended application fillet welds thay be backed by copper, flux, glass tape, and will meet the dew point requirement.
iron powder, or similar materials, or scaled by means of root passes deposited by shielded metal arc welding
~
with low hydrogen electrodes, or other arc welding P' " "
4.18 Procedures for Gas Metal Arc and Flux Cored Arc Welding with Single Electrode Part E -
4.18.1 The following are the requirements for pre-qualified procedures that are exempt from qualifica.
tion testing:
4.19 Qualification of Process, 4.18.I.1 Electrodes shall be dry and in suitable con-procedures, and doint Details dition for use.
4.18.1.2 The maximum electrode diameter shall be j
$/32 in. (4.0 mm) for the flat and horizontal positions, 4.19.1 Prior to use, the contractor shall prepare a 3/32 in. (2.4 mm) for the vertical, and 5/64 in. (2.0 procedure specification and qualify each procedure for a
mm) for the overhead positions, each process to be used according to the requirements 4.18.1.3 The maximum size of a fillet weld made in in Section 5. The procedure specification shallinclude
(
one pass shall be I/2 in. (12.7 mm) for the flat and ver-thejoint details, filler metal type and diameter, tical position,3/8 in. (9.5 mm) for the horizontal posi.
amperage, voltage (type and polarity), speed of ver-tion, and 5/16 in. (8.0 mm) for the overhead position, tical travel if not an automatic function of are length 4.18.1.4 The thickness of weld layers, except root or deposition rate, oscillation (traverse speed, length, and surface layers, shall not exceed 1/4 in. (6.4 mm).
and dwell time), type of shiciding including flow rate When the root opening of a groove weld is 1/2 in, and dew point of gas or type of flux, type of molding (12.7 mm) or greater, a multi pass split-layer tech.
shoe. postweld heat treatment if used. and other perti-nique shall be used. The split layer technique shall nent information.
i also be used in making all multiple pass welds when 4.19.2 Electrostag or electrogas welding of quenched the width of the layer exceeds 5/8,n. (15.9 mm).
and tempered steel is not permitted.
i 4.18.1.5 The welding current, arc voltage, gas flow, mode of metal transfer, and speed of travel shall be 4.19.3 When required by contract drawings or specificat,ons, impact tests shall be included in the l
such that each pass will have complete fusion with ad-i l
Jacent base metal and weld metal and there will be no wc! ding procedure qualification. The, impact tests, overlap or excessive porosity or undercutting.
.quirements.,and procedure shall be in accordance l
4.18.1.6 The progressions for all passes of vertical w th the provisions d Appendix C.
position welding shall be upwards except that under-4.19.4 The Engineer, at hi discretion, may accept cut may be repaired vertically downwards, when evidence of previous qualifi ation of thejoint welding preheat is in accordance with Table 4.2 but no lower procedures to be employed."
than 70 'F (21 'C). In tubular structures the progres-sion of vertical welding may be upwards or downwards, but only in the direction or directions for 4.20 All-%r ld-Metal Tension e
which the welder is qualified.
Test Requirements 4.18.2 Complete joint penetration groove welds made without the use of backing shall have the root of the initial weld gouged, chipped or otherwise removed to Prior to use, the contractor shall demonstrate by the all but traces of the root of the initial weld before tests prescribed in Part B of Section 5 that each com-welding is started from the second side.
bination of shielding and filler metal will produce l
'The Engineer should accept properly documented evidence of i
asc e.= m.,
.... cw pretious cual4 cation tests.
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9 38/ STRUCTURAL WELDING CODE welds having the mechanical properties listed in Table 4.23 Condition of Flux
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4.20 when welded in accordance with the procedure specification. The Engineer at his discretion may accept recorded evidence of a combination that has Flux used for electroslag welding shall be dry and free been satisfactorily tested in lieu of the testing required of contamination from dirt, mill scale, or other provided the same welding procedure is used."
foreign materia'. All flux shall be purchased in paclages that can be stored, under normal conditions, for at least six months without such storage affecting 4 21 Condition of Electrodes and its welding charactuistigs or weld properties. Flux from packages damaged m transit or in handling shall Guide TubesN be discarded or shall be dried at a minimum temperature of 250 *F (120 *C) for one hour before Electrodes and consumable guide tubes shall be dry, use. Flux that has been wet shall not be used.
clean, and in suitable condition for use.
4.24 Procedures for Electroslag and 4.22 Shielding Gas Electrogas Welding 4.24.1 Gas to be used for shielding shall oc of a A gas or a gas mixture used for shielding for elec.
welding grad'e and shall meet all requirements of the trogas welding shall be of a welding grade and have a procedure specification. When mixed at the welding dew point of -40*F (-40*C) or lower. When re-site, suitable meters shall be used for proportioning quested by the Engineer, the manufacturer shall fur-the gases. Percentage of gases shall conform to the nish certification that the gas or gas mixture is suitable requirements of the procedure specification.
for the intended application and will meet the dew 4.24.2 Electrogas welding shall not be done in a draft point requirements.
or wind of a velocity greater than five miles per hour Table 4.20-All weld-metal tension test requirements
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Weld metal properties Tensile strength Yield point Elongation forjoining ksi MPa ksi MPa
% in 2 in.
ASTM A36 60 415 36 250 24*
ASTM A242 or A441 Thickness (T) limitations T$3/4 in.(19.0 mm) 70 485 50 290 22 3/4 <TSl 1/2(38.1 mm) 67 460 46 315 22 I-l/2 <TS4 (102 mm) 63 435 42 280 24*
l 4 < T$ 8 (203 mm) 60 415 40 275 24*
ASTM A572 Grade 42 60 415 42 290 24' i
Grade 45 60 415 45 3I0 22 l
Grade 50 65 450 40 275 21 Grade 55 70 485 55 380 20 Grade 60 75 515 60 415 18 Grade 65 80 550 65 450 17 ASTM A588 Thickness (T) limitations T<4 in. (102 mm) 70 485 50 345 21'
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4 in.<TS $ in. (127 mm) 67 460 46' 315 21' 5 in. < T5 8 in.
63 435 42
~290 21'
'A deducuon in specitsed percentage et elongation vs 4.s percent snall be made for each 1/2 in. (12.7 mm) increase above 3-1/2 in. (88.9 mm).
This deduction shan not exceed 3.o percent.
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i Stud Welding l39 unless the weld is protected by a shelter. This shelter shall be of a material and shape appropriate to reduce
-l wind velocity in the vicinity of the weld surface to a T
maximum of five miles per hour.
4.243 The type and diameter of the electrodes used shall meet the requirements of the procedure specifica-T tion.
I, 4.24.4 Welds shall be started in such a manner as to 1i permit sufficient heat build-up for complete fusion of t
the weld metal to the groove face of the joint. Welds
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stopped at any point in the length of the joint and f,,
restarted after a delay of more than one minute shall be examined for full fusion by nondestructive methods and repaired if necessary in accordance with 4.24.6.
1 4.24.5 Because of the high heat input characteristicof
.l these processes, preheating is not normally required.
However, no welding shall be performed when the I
T temperature of the base metal at the point of welding is below 32 'F (0 'C).
4.24.6 Welds having defects prohibited by 8.15 or 9.25 shall be repaired as permitted by 3.7 utilizing a
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qualified welding process, or the entire weld shall be removed and replaced.
Standard dimensions, in.
Min Shank Head head I
Part F diam Length (1.). diam height A
Stud Welding c
tolerances H
T i/2+0.000
+1/16 1*I/64 9/32
_o.aio
_,jg 4.25 Scope Part F contains provisions for the installation and 5/8 +0.000
+1/16 l-1/4*I/64 9/32 inspection of steel studs welded to steel, to attach
- 0.010
-l/8 members and connection devices to concrete (as con-cretc.inchors and as shear connectors in composite 3/ +0.000
+1/16 I.1/4*I/64 3/8 steel-concrete construction), and to fasten other 0.015
-l/8 members and appurtenances.
0.000
+1/16 I-3/8*I/64 3/8 7/g +0.015
-l/8 4.26 General Requirements Standard dimensions, mm 4.26.1 The design of studs shall be suitable for arc l
welding to steel members with automatically timed 25.4
- 0.4 7.1 stud welding equipment. The type, size or diameter, 12.7 +$'
+[**
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and length of stud shall be as scecified by the drawings, specifications, or special provisions as ap-l
+ 1.6 31.7* 0.4 7.1 l
prr'ved by the Engineer. (See Fig. 4.26.1 for dimen-15.9 - 0.25
- 3.2 sions and tolerances of standard type shear connec.
)
tots).
0.00
+ 1.6 31.7 m0.4 9.5 4.26.2 An arc shield (ferrule) of heat resistant 19.0 +0.38 ceramic or other suitable material shall be furnished
- 3.2 l-l with each stud.
22.1 +0.00
+ 1.6 34.9
- 0.4 9.5 I
4.263 A suitable deoxidizing and arc-stabilizing flux
-0.38
- 3.2 for welding shall be furnished with each stud of 5/16 in. (8.0 mm) diameter or larger. Studs less than 5/16 Fig. 4.26.r,,,, Dimensions and tolerances of standard
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40/ STRUCTURAL WELDING CODE 4.26.4 Only studs with qualined stud bases shall be finished studs, the tension tests may be made on studs
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1 used. A stud base, to be qualified, shall have passed welded to' test plates of ASTM A36 steel, using a test the tests prescribed in 4.31. The are shield used in fixture similar to that shown in Fig.4.27.2. When the production shall be the same as used in the qualifica-tensile requirements of 4.27.1.2 are determined from tion tests. Qualification of stud bases in accordance finished studs, the ends of the studs may be gripped with 4.31 shall be at no expense to the owner.
in the jaws of a tension testing machine. Plates of 4.26.5 Finish shall be produced by cold heading. cold adequate size may be fillet welded to the unwelded rolling, or machining. Finished studs shall be of uni-end for studs without heads. If fracture occurs outside form quality and condition,. free of injurious laps, the middle half of the gage length, the test shall be fins. seams. cracks, twists. bends, or other injurio'us repeated.
discontinuities. A stud with cracks or bursts deeper than one. half of the distance from the periphery of the head to the shank may be cause for rejection.
4.26.4 Only studs qualified under 4.31 shall be used.
N When requested by the Engineer, the contractor shall provide the following information:
4.26.6.1 A description of the stud and are shield.
4.26.6.2 Certification from the manufacturer that the stud base is qualified as specified in 4.26.4 Qualification test data shall be retained in the files of slotted the manufacturer. Copies of the data shall be fur-
.M nished by the contractor or fabricator on written re-stud head quest of the Engineer, and. spec-e im.n pi.i.
l+1 4.27 Mechanical Requirements ll l
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.t 4.27.1 Studs shall be made from cold drawn bar stock
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conforming to the requirements of Specification for Cold Finished Carbon Steel Bars and Shafting, ASTM A108, Grades 1010 through 1020, either semi.
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or fully killed.
I 4.27.1.1 Tensile requirements of shear connector studs as determined by tests of bar stock after draw-Fig. 4.27.2-Typical tension testfixture.
ing, or of full diameter finished studs, at the manufac-turer's option, shall conform to the following:
Tensifistrength, psi min 60 000 (415 MPa)
Elongation in 2 in. (50.8 mm) % min 20 4.27.3 Upon request by the Engineer, the contractor Reduction of area, % min 50 shall furnish:
4.27.1.2 Studs other than shear connectors shall UI.The manufacturer's certification that the studs, have a minimum tensile strength of 55 000 psi (480 as delivered, conform to the applicable requirements I
and G.
M Pa) and a minimum clongation of 20 percent in 2 in.
(50.8 mm). Tests may be made on bar stock after (2) Certified copies of the manufacturer,s test drawing or on full diameter finished studs, at the reports covering the last completed set of in-plant manufacturer's option.
qu lity c ntrol mechanical tests, required by 4.27, for each stock size delivered. These tests shall be made us-4.27.2 Tensile requirements shall be determined in ac.
ing either finished studs or steel bars for studs of cordance with the appl @able sections of ASTM A370, diameters to be furnished under the contract. The Mechanical Testing of Steel Products. When the ten-quality control tests shall have been made within the sile requirements of 4.27.1.1 are determined from six month period before delivery of the studs.
4.27.3.1 When quality control tests are not available, the contractor shall furnish mechanical test reports conforming to the requirements of 4.27. The
Heads or shear connectors or anchor studs are subject to cracks or mechanical tests shall be on either finished studs, or bursts. which are names for the same thing. Cracks or bursts desig.
nate an abrupt interruption of the penphery of the stud head by ste.cl bars for studs of diameters to be delivered and
/
radial separation of the metal. Such interruptions do not ad.
selected from -material provided by the manufac.
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versely af.fect the structura.l s.trength, corrosion resis.tance or other turer of the studs. rhe number of tests to be per-r,..
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w aa
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2.v 4
W ;
Stud WeMing/4l
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~ 4.27.4 The Engineer may, at the contractor's expense, 4.28.9 After welding, are shields shall be broken free select studs of each type and size used under the con-from shear connectors and anchor studs and, where
. tract as necessary for checking the requirements of practicable, from all other studs.
4.26 and 4.27. These check tests shall be at the owner's 4.28.10 The studs, after welding, shall be free of a'ny expense.
discontinuities or substances that would interfere with their intended function.
4.28.11 At the option of the contractor, studs may be"
~ 4.28 Workmanship filiet welded by the shielded metal arc process, pro-.
i.
vided the following requirements are met:
4.23.1 Studs shall be welded to steel members with 4.28.11.1 The fillet weld size shall be a minimum of automatically timed stud welding equipment con.
5/I6 in. (8.0 mm).
nected to a suitable power source.
4.28.11.2 Welding shall be done with low hydrogen electrodes 5/32 or 3/16 in.- (4.0 or 4.8 mm) in 4.28.2 If two or more stud welding guns are to be diameter.
operated from the same power source, they shall be in-4.28.11.3 The stud base shall be prepared so that terlocked so that only one gun can operate at a time, the outside circumference of the stud fits tightly and so that the power source has fully recovered from against the base metal.
4 making one weld before another weld is started.
4.28.11.4 All rust and mill scale at the location of the stud shall be removed from the base metal by 4.28.3 While in operation, the welding gun shall be held in position without movement until the weld grinding. The end of the stud shall also be cles.n; 4.28.11.5 The base metal to which studs are welded j
metal has solidified.-
shall be preheated in accordance with the re-4.28.4 At the time of welding, the studs shall be free quirements of Table 4.2.
from rust, rust pits, scale, oil, or other deleterious 4
matter that would adversely affect the welding opera-tion.
-(
4.28.5 The stud base shall not be painted, galvanized, 4.29 Quality ContrOI or cadmium plated prior to welding.
4.28.6 The areas on the member to which the studs 4.29.1 Shear Connectors are to be welded shall be free of scale, rust, or other in-4.29.I.1 The first two stud shear connectors welded jurious material to the extent necessary to obtain on each member, after being allowed to cool, shall be satisfactory welds. These areas may be cleaned by bent to an angle of 30 deg from their original axes by wire brushing, peening, prick. punching, or grinding."
striking the studs with a hammer. If failure occurs in I
the weld zone of either stud, the procedure shall be 4.28.7. Welding shall not be done when the base metal cortected and two more studs shall be welded to the temperature is below 0 *F (-18 *C) or when the member and tested. If either of the second two studs surface is wet or exposed to falling rain or snow. When fail, additional welding shall be continued on separate the temperature of the base metal is below 32 'F (0 plates until two consecutive studs are tested and found
'C), one stud in each 100 studs welded shall be tested to be satisfactory. Two consecutive studs shall then be by the methods specified in 4.30.1 and 4.30.2 as apph*
welded to the member, tested, and found to be satis-cable in addition to the first two tested as specified in factory before any more production studs are welded 4.29.1 and 4.29.2.
to the member.
- I '***
4.28.8 Longitudinal and lateral spacings of stud shear shear connectors, the stud welding procedure may be I
connectors with respect to each other and to edges of test,ed at the start of each day,s production weldm, g beam or eirder flanges mav varv a maximum of I in.
pen di in !teu of testing in accordance with 4.29.1.1.
(25.4 mm) from the location shown on the drawin8s, Before use in production, each welding unit shall be provided the adjacent studs are not closer than 21/2 m.
used to weld two stud shear connectors to separate test (63.5 mm) center to center. The mmimum distance from material in the same general position (flat, vertical, the edge of a stud base to the edge of a flange shall be the overhead, sloping) and of similar thickness. After be-diameter of the stud plus I/8 in. (3.2 mm) but preferably ing allowed to cool, they shall be bent as described in not less than 1 1/2 in. (38.1 mm). Other types of studs 4.29.1.1. If f*ailure occurs, the procedure shall be cor-i shall be so located as to permit,a workmanti,ke assembly rected and two consecutive studs shall be wel'ded to the of attachments without alterations or reammg.
>A new production period begins with the welding of a given size
Estreme care should be esercised when welding through metal and type stud with a given welding schedule or with the beginning of
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42/ STRUCTURAL WELDING CODE test material, tested and found to be satisfactory in lieu of filling the unacceptable area with weld metal.
(
before any production studs are welded to the mem-Where a replacement stud is to be placed in the un-ber.
acceptable area, the just mentioned repair shall be 4.29.1.3 The foregoing testing shall be performed made prior to welding the replacement stud. Replace-after any change in the welding procedure.
ment shear connector studs shall be tested by bending 4.29.I.4 If failure occurs in the stud shank, an in-to an angle of 15 deg from their original axes. The vestigation shall be made to ascertain and correct the areas of components exposed to view in completed cause before more studs are welded.
structures shall be made smooth and dush where a 4.29.2 For Applications Other Than Shear Connectors:
stud has been removed.
Before starting the welding operations or at the re-quest of the Engineer, two stud connectors shall be welded to separate material in the same general posi-tion (Hat, vertical, overhead, sloping) and of similar 4.30 Inspection Requirements thickness and material as the member. After being
. allowed to cool, each stud shall be bent to an angle of 4.30.1 If a visual inspection reveals any stud shear 30 der from its original axis by striking the stud with a connector that does not show a full 360 deg weld hammer. If failure occurs in the weld zone of either fillet," any stud that has been repaired by welding, or stud. the procedure shall be corrected and two succes.
any stud in which the reduction in length due to sive studs successfully welded and tested before any welding is less than normal, such stud shall be struck studs are welded to the member. The foregoing test.
with a hammer and bent to an angle of 15 deg from its ing shall be performed after any change in the weld-original axis.For studs showing less than a 360 deg ing procedure. If failure occurs in the stud shank, an weld fillet, the direction of bending shall be opposite to investigation shall be made to ascertain and correct the missing weld fillet. Studs that crack in the weld, the cause before more studs are welded, the base metal, or the shank under inspection or sub-sequent straightening shall be replaced (see 4.30.4).
4.29.3 Studs on which a full 360 deg weld fillet"is not 1
obtained may, at the option of the stud welding con-4.30.2 For studs other than shear connectors, at least tractor,'be repaired by adding a 5/16 in. (8.0 mm) one stud in every 100 shall be bent to an angle of 15
/
minimum fillet weld in place of the missing weld fillet.
deg from its original axis by striking with a hammer.
\\
The shielded metal are process with low hydrogen if threaded, the stud shall be torque tested with a electrodes, 5/22 or 3/16 in. (4.0 or 4.8 mm) in calibrated torque wrench to the value given in Fig.
diameter, shall be used in accordance with the re-4.30.2 for the diameter and thread of the stud, in a quirements of this code. The repair weld shall extend device similar to that shown in Fig. 4.30.2. If the stud at least 3/8 in. (9.5 mm) beyond each end of the dis-fails, the procedures shall be checked in accordance continuity being repaired.
with 4.29.2, and two more of the existing studs shall be bent or torque tested. If either of these two studs fails, 4.29.4 If the reduction in the length of studs as they all of the studs represented by the tests shall be torque-are welded becomes less than normal, i.e., the length tested, bend. tested or rejected. For critical structural of stud is more than i/16 m. (1.6 mm) greater than connections, the Engineer shall designate the type and specified, welding shall be stopped immediately and extent of additional inspection in the contract.
not resumed until the condition has been corrected.
4.30.3 The Engineer's inspector, where conditions 4.29.5 If an unacceptable stud has been removed from warrant, may select a reasonable number of additional a component subjected to tensile stresses, then the studs to be subjected to the tests specified in area from which the stud was removed shall be made 4.30.1 and 4.30.2.
smooth and Dush. Where in such areas base metal has been pulled out in the course of stud removal, shielded 4.30.4 The bent stud shear connectors and concrete metal are welding with low hydrogen electrodes in ac-anchors that show no sign of failure shall be accept-cordance with the requirements of this code shall be able for use and left in the bent position if no portion used to fill the pockets and the weld surface shall be of the stud is less than 1 in. (25.4 mm) from a pro-ground dush. In compression areas of members, if posed concrete surface. All required bending and stud failures are confined to shanks or fusion zones of straightening shall be done, without heating, before studs, a new stud may be welded adjacent to each un-completion of the stud welding operation on the job
- i l
acceptable area in lieu of repair and replacement on exce t as otherwise provided in the contract.
l the existing weld area (see 4.28.8). If metal is torn 4.30.5 If, duri,ng the progress of the work, inspection from the base metal of such areas, the repair and testing indicate, in the judgment of the Engineer, i
provisions shall be the same as for tension areas ex-that the stud welds being produced are not in accor-cept that, when the depth of discontinuity is less than 3/8 in. (3.2 mm) and 7 percent of the base metal "The fillet weld profiles shown in Fig. 34 do not sooly to the weld
q-Stud Welding l43 ir 4.31 Stud Base Qualification 8'ad
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st E
i not Requirements 4.31.1 Purpose. The purpose of these requirements is j
w n.,
to prescribe tests for manufacturer's certification of a M
stud base for welding under shop or field conditions.
i g
[ see 4.31.2 Responsibility for Tests. The manufacturer shall be responsible for the performance of the qualifi-cation tests. These tests may be performed by a test-
.r m
f "*"*"
ing agency satisfactory to the Engineer. The agency
/
performing the tests shall submit c certified report to n
3 the manufacturer of the stud giving procedures and re-suits for all tests including the information listed un-
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der 4.31.10.
4.31.3 Extent of Qualification. Qualification of a stud own.n.e..r. eneroons. to m. ese or in. stud.
base shall constitute qualification of stud bases with
'"[.***m'an'e'"* m"."'r."ou. *oe*En'eT d ' ""
the same geometry, material, flux, and are shield, of m
the same diameter and down to, out not including,1/8 in. (3.2 mm) and smaller nominal diameters.
Required torque for testing threaded studs 4.31.4 Duration of Qualification. A size of stud base with are shield, once qualified, is considered qualified until the manufacturer makes any change in the st6d Nominal diameter Threads per inch Testing torque base geometry, material, flux, or arc shield which of studs and series designated affects the weld,ng characteristics.
i in.
mm ft-lb J
4.31.5 Preparation of Specimens r
1/4 6.4 28 UNF 5.0 6.8 4.31.5.1 Test specimens shall be prepared by I/4 20 UNC 4.2 5.7 welding representative studs to suitable specimen
(
$/ l.6 7.9 24 UNF 9.5 12.9 plates of ASTM A36 steel. Tests for threaded studs M6 18 UNC 86 HJ shall be on blanks (studs without threads).
j/8 N
4.31.5.2 Studs shall be welded with power source, 93 f
welding gun, and automatically controlled equipment 7/16 11.1 20 UNF 27.0 36.6 7/16 14 UNC 24 0 32.5 as recommended by the manufacturer. Welding N2 12.7 20 UNF 42.0 37.0 voltage, current, and time (see 4.31.6) shall be I/2 13 UNC 37.0 50 2 measured and recorded for each specimen. Lift and 9/10 14.3 15UNF 60.0 81.4 plunge shall be at the optimum setting as recommend-9/16 I2 UNC 54 0 73 2 ed by the manufacturer.
$/a l$.9 isUNF e4.0 114 5/8 11UNC 74.0 100 4.31.6 Number of Test Specimens 3/4 19.0 16 UNF I47.0 200 4.31.6.1 Thirty test specimens shall be welded con.
3 /4 10 UNC 132.0 180 secutively with constant optimum time but with 7/8 22.2 14 UNF 234.0 320 current 10 percent above optimum. Optimum current 7 /a oUNC 212 0 285 and time shall be the midpoint of the range nnrmally ended by the manufacturer for productior.
i 3
e1d n 4.31.6.2 Thirty test specimens shall be welded con.
Fig. 4.30.2-Torque testing arrangement and table of secutively with constant optimum time but with testing torques.
current 10 percent below optimum.
dance with t! y code, the contractor will be required, 4.31.7 Tests at his expense, to make the changes (such as welding 4.31.7.1 Tension Tests. Ten of the specimens welded procedure, welding equipment, and stud base) in accordance with 4.31.6.1 and ten in accordance with necessary to secure satisfactory results on studs to be 4.31.6.2 shall be subjected to a tension test in a fixture subsequently welded.
similar to that shown in Fig. 4.27.2, except that studs 4.30.6 At the eption and the expense of the owner, the without heads may be gripped on the unweided end in contractor may be required at any time to submit the jaws of the tension testing machine. A stud base f(
studs of the types used under the contract for check shall be considered as qualified if all test specimens qualification in accordance with the procedures of have a tensile strength equal to or above the minimum w;nainsnIs
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44/ STRUCTURAL WELDING CODE g
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PQ* y **cg'u'asa 1/16 1.6 Typical fractures r.m.a..a pwe sera er.m ie I/4 6.4 In shank of stud Typical weld failures 2
$0.8 Fig. 4.31.7.2a-Bend testing device.
Fig. 4.31.7.2b-Suggested type ofdevicefor qualifica-tion testing of small studs.
4.31.7.2 Bend Tests. Twenty of the specimens weld-ed in accordance with 4.31.6.1 and twenty in accor.
4 31.9 Acceptance. For a manufacturer's stud base dance with 4.31.6.2 shall be bend tested by being bent and are shield combination to be qualified, each stud alternately 30 deg from their original axes in opposite of each group of 30 studs shall, by test or retest, j
directions until failure occurs. Studs shall be bent in a meet the requirements prescribed in 4.31.7. Qualifica.
bend-testing device as shown in Fig. 4.31.7.2a, except tion of a given diameter of stud base shall be con-that studs less than l/2 in. (12.7 mm) diam optional, sidered qualification for stud bases of the same ly, ma3 be bent using a device as shown in Fig.
nominal diameter (see 4.31.3), stud base geometry, 4.31.7.2b. A stud base shall be considered as qualified material, flux, and are shic!d.
if, on all test specimeris, fracture occurs in the plate 4.31.10 Manufacturer's Qualification Test Data. The material or shank of the stud and not in the weld or heat-affected zone.
data shall include the following:
4.31.10.1 Drawings that show shapes and dimen-4.31.8 Retests. If failure occurs in a weld or heat-sions with tolerances of studs, arc shields, arid if used, affected zone in any of the bend test groups of 4.31.7.2 sheet flux.
or at less than the specified minimum tensile strength 4.31.10.2 A complete description of materials used of the stud in any of the tension test groups of 4.31.7.1, in the studs, including the quantity and type of flux, a new test group (specified in 4.31.6.1 or 4.31.6.2 as and a description of the arc shields.
applicable) shall be prepared and retested. If such 4.31.10.3 Certified results of I.iboratory tests re.
failure repeats, the stud base shall fail to qualify.
quired by 4.31.
.-y-
.i '-
l
- 5. Qualification made in lieu f the, guided bend tests prescribed in Part A Parts C and D of this section.
General Requirements 5.4 Qualification Responsibility Each manufacturer or contractor shall conduct the 5.1 Approved Procedures tests required by this code to qualify the welding 5.1.1 Joint welding procedures that conform in all procedures and the welders, welding operators, ~and respects to the provisions of Section 2, Design of tackers who will apply these procedures.
Welded Connections: Section 3. Workmanship; Sec-tion 4. Technique, as well as pertinent provisions of Part 8 i
Section 8, Design of New Buildings: Section 9, Design of New Bridges: or Section 10, Design of New Procedure Qualificaflon" Tubular Structures, whichever are applicable, shall be deemed prequalified and are exempt from tests or 5.5 Limitation of Variables qualification.
5.5.1 When necessary to establish a welding 5.I.2 All prequalified j'oint welding procedures to be procedure by qualification as required by 5.2 or by used shall be prepared, by the manufacturer, fabricator, or contractor as written procedure contract specifications, the following rules apply and
(
specifications and shall be available to those author-the procedure shall be recorded by the, manufacturer or contractor as a procedure specification.
ized to examine them. A suggested form showing the 5.5.1.1 Qualification of a welding procedure es.
information required in the procedure specification tablishd with a base metal included in 10.2 and not is given in Appendix E' listed in 5 5.1.2, having a minimum specified yield point less th i 50 000 psi (345 MPa) shall qualify the 5.2 Other Procedures procedure for velding any other base metal or com-bination of thca base metals included in 10.2 that Except for the procedures exempted in 5.1, joint have a minimum >; 4ified yield point equal to or less i'
welding procedures which are to be employed in ex.
than that of the bas _ metal used in the test.
ecuting contract work under this code shall be 5.5.1.2 Qualificati n of a welding procedure es.
qualified prior to use, to the satisfaction of the tablished with ASTH. A242, A441, A537 Class 1.
Engineer, by tests as prescribed in Part B of this sec.
A572 Gr. 42 through 50, A588. API $LX Gr. 42, or tion. The Engineer, at his discretion, may accept ABS Gr. AH, DH, or EH shall be considered as evidence of previous qualification of thejoint welding procedure qualification for welding the other steels of procedures to be employed.88 this group, combinations of them, or with steels in.
cluded in 10.2 that have a lower minimum specified yield point 5.3 Welders, Welding Operators 5.5.I.3 dualification of a welding procedure es-and Tackers tablished with a base metalincluded in 10.2 having a minimum specified yield strength greater than 50 000 Psi (345 MPa) shall qualify the procedure for welding 5.3.1 All welders, welding operators and tackers to be nly base metals of the same material specifica, tion employed under this code shall have been qualified by and grade or type, having the same mimmum specified tests as prescribed in Parts C, D, and E of this section.
I! eld strength as the base metal tested, reduction in The Engineer, at his discretion, may accept evidence yield strength for increase in material thickness ex-of previous qualification of the welders, welding operators, and tackers to be employed.
5.3.2 Radiographic examination of a welder's or
Weldias procedures for procesus listed in 1.3 qualified la accor.
(*"y*;'. M]",l*q",ZP'"il,"*g",*",8 ',yhj'g',h[,3
[,'
welding operator's qualification test plate may be subject to the limitation of variables in 5.5 Any requalifications or previous quasihcation tests.
'quitements of this cas.aon.
45
~-
)<
.[
g 46/5TRtJCTtJRAL WELDING CODE cepted. For example, a ptocedure qualified with a 1 in.
(d) The omission, but not inclusion, of backing
(
(25.4 mm) thick 100 000 psi (690 MPa) yield strength material.
base metal also qualifies for a 3 in. (76.2 mm) thick (9) A decrease of more than 25 *F (13.9 *C)in the 90 000 psi (620 MPa) yield strength base metal of the minimum specified preheat or interpass temperature."
same material specification.
(10) In vertical welding, a change in the progres-5.5.I.4 Qualification of a welding procedure es-sion specified for any pass from upward to downward tablished with a combination of base metals included or vice versa.
in 10.2 of different minimum specified yield strengths, 5.5.2.2 Submerged Arc Welding one of which is greater than 50 000 psi (345 MPa)
(1) A change in electrode and flux combination shail qualify the procedure for welding that high yield not covered by AWS AS.17 or AS.23.
strength base metal to any other of those base metals (2) A change increasing filler metal strength level having a minimum specified yield strength equal to or (from Grade Fgo to Grade F90, for example, but not less than that of the lower strength base metal used in viceversa).
a th,e test.
(3) A change in electrode diameter when using an 5.5.1.5 in preparing the procedure specification the alloy flux."
manhfacturer or contractor shall report the specific (4) A change in the number of electrodes used.
values for the essential variables that are specified in (5) A change in the type of current (ac or dc) or 5.5. The suggested form for showing the information polarity when welding quenched and tempered steel or required in the procedure specification is given in Ap.
when using an alloy flux.
pendix E.
(6) A change of more than 10 reent above or below the specified mean amperage or each electrode 5.5.2 The changes set forth in 5.5.2.1 through 5.5.2.5 diameter used."
shall be considered essential changes in a welding (7) A change of more than 7 percent above or be, procedure and shall require establishing a new low the specified mean are voltage for each diameter procedure by qualification. When a combination of electrode used."
.c welding processes is used, the variables applicable to (8) A change of more than 15 percent above or
_ cach process shall apply.
below the specified mean travel speed."
$.S.2.1 Shielded Metal Are Welding (9) A change of more than 10 percent or 1/3 in.
(1) A change increasing filler metal strength level (3.2 mm), whichever is greater, in the longitudinal i-(a change from E70XX to E80XX, for example, but spacing of the arcs, not vice versa).
(10) A change of more than 10 percent, or 1/16 (2) A change from a low hydrogen type electrode in. (1.6 mm) whichever is greater, in the laters! spac-to a non low hydrogen type of electrbde, but not vice ing of the arcs.
versa.
(II) A change of more than
- 10 deg in the (3) An increase in the diameter of the electrode us-angular position of any parallet electrode.
ed, over that called for in the procedure specification.
(12) A change in the angle of electrodes in (4) A change of more than 15 percent above or machine or automatic welding of more than:
below thq specified mean are voltage and amperage (a)
- 3 deg in the direction of travel.
for each size electrode used."
(b)
- 5 des normal to the direction of travel.
(5) Fo a specified groove, a change of more than (13) For a specified groove, a change of more than
- 25 percent in the specified number of passes.,1f the
- 25 percent in the specified number of passes. If the area of the groove,s meressed, it is also permissible to area of the groove is increased, it is also permissible to i
increase the number of passes in proportion to the in-increase the number of passes in proportion to the in-creased area.
creased area.
(6) A change in position in which welding is done (14) A change in position in which welding is done as defined in 5.8-as defined in 5.8.
(7) A change in the type of groove (a change from a V to a U groove, for example).
(15) A change in the type of groove (a change l
(S) A change exceeding tolerances of 2.9,2.10, or from a V-to a U. groove, for example)..
10.13 in the shape of any one type of groove in-(16) A change, exceeding tolerances of 2.11,2.12, volving:
l (a) A decrease in the included angle of the groove.
(b) A decrease in the root opening of the groove,
,.The temperature may faH more thea 2$ 'F below the minimum l'
(c) An increase in the root face of the groove, specined. provided: (1) the provisions of u.7 and Table 4.2 are complied with, and (2) the work shall be at the speciGod minimum temperature at the time of subsequent weiding.
"When welding quenched and tempered steel any change within the I
hmitation of variables shall not increase the heat input beyond the "An alloy flus is defined as a flus upon which the alloy content of
,,,,s.wa.
-. ~ n u,,.
~
7-i t.
i 0-Procedure Qualification l47
(
and 3.3.4, in the shape of any one type of groove in-or 10.13 and 3.3.4 or 10.14.3 in the shape of any one volving-type of groove involving:
e
- i (a) A decrease in the included angle of the (a) A decrease in the included angle of the
- groove, groove, (b) A decrease in the root opening of a groove.
(b) A decrease in the root opening of a groove, (c) An increase in the root face of a groove, (c) An increase in the root face of a groove, (b) The omission, but not inclusion, of backing (d) The omission, but not inclusion, of backing material.
material.
(17) A decrease of more than 25 'F (13.9 *C)in (14) A decrease of more than 25 'F (13.9 *C)in the minimum specified preheat or interpass the minimum specified preheat or interpass L,
temperature."
temperature."
(18) An increase in the diameter of the electrode
' (15) In vertical welding, a change in the progres-
+
used, ever that called for in the procedure specifica.
sion speciGed for any pass from upward to downward tion.
or vice versa.
(19) The addition or deletion of supplemental (16) A change in type of welding current (ac or powdered or granular filler metal or cut wire.
de), polarity or mode of metal transfer across the arc.
j (20) An increase in the amount of supplemental 53.2.4 Flus Cered Are Weiding powdered or granular filler metal or cut wire.
(1) A change in electrode and method ofshie: ding (21) If the alloy content of the weld metalis large.
not covered by AWS A5.20.
ly dependent on the composition of supplemental (2) A change increasing filler metal strength level powdered filler metal, any change in any part of the (from Grade E70T to E80T, for example, but not vice joint welding procedure which would result in impor.
versa).
1 tant alloying elements in the weld metal not meeting (3) An increase in the diameter of electrode used l4 the chemical requirements. given in the welding over that called for in the procedure specification.
procedure specification.
(4) A change in the number of electrodes used.
t 5.5.2.3 Gas Metal Arc Welding (5) A change from a single gas to any other single (I) A change in electrode and method of shielding gas or to a mixture of gases or a change in specified r
not covered by AWS A5.18.
percentage composition of gas mixture not covered by from(2) A change increasing filler metal strength level AWS A5.20.
(
Grade E70S to Grade E80S, for example, but (6) A change of more than 10 percent above or i'
not vice versa.
below the specified mean amperage for each size elec.
(3) A change in electrode diameter.
trode used."
(4) A change in the number of electrodes used.
(7) A change of more than 7 percent above or (5) A change from a sing!c gas to any other single below the specined mean arc voltage for each size gas or to a mixture of gases or a change in specified electrode used."
percentage composition of gas mixture not covered by (8) A change of more than 10 percent above or AWS A$.18.
below the speciSed mean travel speed."
(6) A change of more than 10 percent above or (9) An increase of 25 percent or more or a below the specified mean amperage for each diameter decrease of 10 percent or more in the rate of How of 4
l electrode used."
shielding gas or mixture.
(7) A change of more than 7 percent above or (10) For a specified groove, a change of more than below the specified mean arc voltage for each 25 percent in the specified number of passes. If the diameter electrode used."
area of the groove is increased, it is also permissible to
(
(8) A change of more than 10 percent above or increase the number of passes in proportion to the in-l below the specified mean travel speed."
creased area.
(9) An increase of 25 percent or more or a decrease (II) A change in the position in which welding is l
of 10 percent or more in the rate of How of shielding done as denned in 5.8.
gas or mixture.
(12) A change in the type of groove (a change (10) For a specined groove, a change of more than from a V-to a U. groove, for example).
?
25 percent in the specified number of passes, if the (13) A change, exceeding tolerances in 2.13,2.14, area of the groove is increased,it is also permissible to or 10.13 and 3.3.4 or 10.14.3, in the shape of any one increase the number of passes in proportion to the in.
type of groove involving:
4 creased area.
(a) A decrease in the included ang'e of the (11) A change in the position in which welding is
- groove, done as denned in 5.8.
(b) A decrease in the root opening of a groove, (12) A change in the type of groove (a change (c) An increase in the root face of a groove,
(
from a V. to U. groove, for example).
(d) The, omission, but not inclusion, of backing (13) A change, exceeding tolerances in 2.13,2.14, material.
I 4
)
-_-m_.______._,m,._-
~
r I
48/STRtJCTURAL WELDING CODE (l
(14) A decrease of more than 25 'F (13.9 *C)in (4) A reduction in any cross-sectional dimension or the minimum specified preheat or interpass area of solid non-fusing shoe exceeding 25 percent.
temperature."
5.5.3.8 A change in welding position from vertical (15) In vertical welding. a change in the progres.
by more than 10 degrees.
sion specified for any pass from upward to downward 5.5.3.9 A change from a : to de or vice versa, or a or vice versa.
change in polarity for dire.ct current.
(16) A change in type of welding current (ac or de),
5.5.3.10 A change in welding power volt. ampere polarity or mode of metal transfer across the arc.
characteristics from constant voltage to constant 5.5.2.5 Electroslag and Electrogas Welding currert or vice versa.
(1) A significant change in filler metal or con.
5.5.3.11 A change in voltage exceeding 10 percent.
sumable guide metal composition.
5.5.3.12 A change exceeding 1/4 in. (6.4 mm) in (2) A change in consumable guide metal core square groove root opening.
5.5.3.13 A change in groove desi cross-sectional area exceeding 30 percent.
trode, external flux, etc.)
square groove, reducing groove cross gn other tha (3) A change in flux system (cored, magnetic elec.
sectional area.
5.5.3.14 A change in speed of venical travel,if not (4) A change in flux composition including con.
an automatic function of are length or deposition rate, sumable guide coating.'
exceeding 20 percent except as neceuary to compen-(5) A change in shielding gas composition of any sate for variation in joint opening.
one constituent of more than 5 percent of the tctal flow.
(6) A change in welding current exceeding 20 per.
5.6 Types of Tests and Purposes cent.
(7) A change in groove design, other than square groove, increasing groove cross-sectional area.
5.6.1 The types of tests outlined below are to deter.
(8) A change in joint thickness (T) outside the mine the mechanical properties and soundness of i
limits of 0.5 T to 1.1 T, where T is the thickness used welded joints made under a given procedure specifica-for the procedure qualification.
tion. The tests used are as follows:
(9) A change in number of electrodes.
5.6.1.1 For Groove Welds (10) A change from single pass to multipass or vice (1) Reduced-section tension test (for tensile versa.
strength)
(11) A change (2) Root bend test (for soundness) welding process or,to a combination with any other method.
(3) Face. bend test (for soundness)
(12) A change in postweld heat treatment.
(4) Side bend test (for soundness)
(5) All weld. metal test (for mechanical properties
- electroslag and electrogas) 5.5.3 The following changes in a qualified electroslag (6) Impact test (for toughness - when specified or electrogas procedure shall require requalification of for electroslag or c!cctrogas) the procedure by radiographic or ultrasonic testing on-5.6.1.2 For fillet welds, the macroctch test (for ly,in accordance with the requirements of Part B or C soundness) is used.
+
of Section 6.
5.5.3.1 A change exceeding 1/32 in. (0.8 mm) in filler metal diameter.
5.5.3.2 A change exceeding 10 ipm (4.2 mm/s)in 5.7 Base Metal and Its Preparation filler metal oscillation traverse speed.
5.5.3.3 A change in filler metal oscillation traverse The base metal and its preparation for welding shall dwell time exceeding 2, seconds,cxcept as necessary to comply with the procedure specification. For all types compensate for variation in joint opening.
of welded joints, the length of the weld and dimensions 5.5.3.4 A change in filler metal osc,illation traverse of the base metal shall provide sufficient material for length' which affects, by more than 1/3 in. (3.2 mm),
test specimens required by this code.
i the proximity of filler metal of the molding shoes.
5.5.3.5 A change in flus burden exceeding 30 per.
cent.
5.5.3.6 A change in shielding gas flow rate ex-5.8 Position of Test Welds ceeding 25 percent.
5.5.3.7 A change in design of molding shoes, either 5.8.1 All welds that will be encountered in actual con.
fixed or movable, as follows:
struction shall be classified as: (1) flat,(2) horizontal, (1) Non. fusing solid to water. cooled or vice versa.
(3) vertical, or (4) overhead, in accordance with the
(
(2) Metallic..to non.m.etallic or vice versa, definitions of we.lding positions, given in Figs. 5.8.la o u n...
e.
.., e....., u I
~..,. - -_
Procedure Qualification /d9
"*f,*in*!.*l 7,*d'd?"*
"** WPM IsSf'll'"*
= '.e=.1:!*!:=*:rn'** ::':'*.*
- = =
....a
- =;;;;,
g 1
,;;.;;g e
....,. !.,;ggsD.,
.r.::r. Tl'.": i.e g p,.,,
=
<- ~
1
.i i \\
i i
s i
i
\\l e!
l
,~
h:
i s
- N..
l
.s,
7..,
f.
3-
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D:
i f.'..).
e.*-
~;
.'.g.f,. / Yy
- N' g.. G d *_____...
~~~~
ds*-
Fig. 3.8.la-Positions ofgroove welds.
Fig. 3.8.lb-Positions offillet welds.
Note: The horizontal reference plane is taken to lie always below the weld under consideration.
Inclination of asis is measured from the horizontal reference plane toward the vemcal.
a-isems
. Angle of rotation of face is measured from a line perpendicular to the amis of the weld and lying in a vertical plane containing this asis. The reference position (0*) of rotation of the face invariably points in the direction opposite to that in which the axis angle in.
creases. The angle of rotation of the face weld is measured in a a - rest posmom to clockwise direction trom this reference position (0*) when looking
' s - rest posmos so at point P.
M
=*cs.
p=
ns.
m.
l manner stated below for each position for which it is to be qualified:
5.8.1.1 Groose Plate Test Welds (illustrated in Fig.
5.8.1.1). In making the tests to qualify groove welds, o - rest posmo.o test plates shall be welded in the following positions:
y,,,,,,,,,n,,,,,
(I) Position IG (Flat) - The test plates shall be t
, laced in an approximately horizontal plane and the fig. J.8.1.1-Positions of test platesfor groove welds.
p weld metal deoosited from the upper side (see Fig.
5.8. l.l A).
(2) Position 2G (Horizontal) - The test plates shall be placed in an approximately vertical plane with 5.8.1.2 Groose Pipe Test Welds (illustrated in Fig.
l the groose approximately horizontal (see Fig. 5.8.1.1 5.8.1.2). In making the tests to qualify groove welds, i
B).
test pipe shall be welded in the following positions:
(3) Position 3G (Vertical)-The test plates shall (1) Position IG (Pipe Horizontal Rolled)- The be placed in an approximately vertical plane with the test pipe shalk be placed with its axis horizontal and groove approximately vertical (see Fig. 5.8.1.1 C).
the groove approximately vertical. The pipe shall be (4) Position 4G (Overhead)- The test plates shall rotated during welding so the weld metalis deposited i
be placed in an approximately horizontal plane and from the upper side (see Fig. 5 8.l.2 A).
(2) Po pipe
.wlt k..sition 2G (Pipe Vertical) - The test.aio the wcid metal deposited from the under side (see Fig.
...a v.4. s s..,..,...;,.. I, na g h,.
ea+.~
i i
t l
50/ STRUCTURAL WELDING CODE f
A== TEST POSITION 10 ts.
fI Pw'pe hontonts and rotated-j l
eid ei.i e :iss oe,e,,
. is*
-J 9
mer el at or near V
8 - TEST Postil0N 20 Wood honaonte (11y).
kJ Md 15* 15' 15* iS*
q,..
3
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IS'
'3*
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- JQ )j 1
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C - Test PO$fff0N SG Pipe or tune nonzonts amed (115*). wesd nat. vertical, overneed.
Restnction nng feet wed.
45* 2 $*
d$8 * $*
=::p 0-TEST PostTson ga E -TESf POSITION 6GR(T,K.or Y Connections)
Pepe inchned flmed (4 $*2 $*) and not rotefed dunn9 ** ding Cie t t I ?_,hefeteer pt g e e e.. >...,..ge...
f
.e
.,---._y.
_.r.,
,,y-
-y- -.. _,,, __..,, _, _
Procedure Qualification /5l Assof weed Amisof weid Weentaa hormonts' p
7 of weed I
\\
a - NORI2oFIAL POSITION 27 A - FLAT POSITION 1F OF TEST OF TEST Fon FILLET WELo FoR FILLET WELo Amis of weed hormontal Amis of we'd vertical; paetes verhcal V
5
=
=
s
=
5 5
[
Y
=
\\-
s N.
I D - oVERMEAo PoSffloN 4F oF C - VEMTICAL Position 3F of TEST FoM FILLET WELo TEST FoA FILLET WELo Fig. 3.8.l.3-Positions of test plates forfillet welds.
groove approximately horizontal. The pipe shall not be welded in the positions outlined below; (1) Position IF (Flat)-The test plates shall be so be rotated during welding (see Fig. 5.8.l.2 B).
placed that each fillet weld is deposited with its axis (3) Position 50 (Pipe Horizontal Fixed) - The test pipe shall be placed with its axis horizontal and approximately horizontal and its throat approximate.
the groove approximately vertical. The pipe is not ly vertical (see Fig. 5.8.1.3 A).
(2) Position 2F (Horizontal) - The test plates rotated during welding (see Fig. 5.8.l.2 C).
shall be so placed that each fillet weld is deposited on (4) Position 6G (Pipe inclined Fixed)-The test pipe shall be inclined at 45 deg with the horizontal.
the upper side of the horizontal surface and against the The pipe is not rotated during welding (see Fig. 5.8.1.2 vertical surface (see Fig. 5.8.1.3 B).
(3) Position 3F (Vertical) - The test plates shall D).
be placed in an approximately vertical plane and each (5) Position 6GR (Test for completejoint penetra-tion groove welds of tubular T.,
K.
and Y-fillet weld deposited on the vertical surfaces (see Fig.
connections) - The test pipe shall be inclined at 45 5.8.1.3 C).
(4) Position 4 F (Overhead) - The test plates shall deg with the horizontal. The pipe or tube is not rotated be so placed that each fillet weld is deposited on the
(,
during welding (see Fig. 5.18.1.2 E).
under side of the horizontal surface and against the 4 A.81 '"let WeMs (i!!ustrated in Fig. 5.,8.1.3). In
.,.. :..... r.
<... c: e e g i i tu
..... a,
...4
i i
52/sTRucTURAt. WELDING CODE 5.9 Joint Welding Procedure 5.10.2.3 Ira joint welding procedure is not covered
(
by either 5.10.2.1 or 5.10.2.2, or if the welding The joint welding procedure shall comply in all parameters do not meet a prequalified status, or if respects with the procedure specification.
they have not been used and tested for a completejoint penetration butt weld. then a sample joint must be prepared and the first operation is to make a macroetch test specimen to determine the effective throat of the joint. Then, the excess material is 5.10 Test Specimens: Number, Type machined orr, on the bottom side of the joint, to the and Preparation thickness or the errective throat. Tension and bend test specimens shall be prepared and tests performed, as
~
5.10.1 Complete Joint Penetration Groo e Welds required for complete joint penetration groove welds 5.10.1.1 The type and number of specimens that (see 5.10.8).
must be tested to qualify a welding procedure are shown in Table 5.10.l.1. together with the range of 5.10.3 Fillet Welds. A T. test fillet weld, as shown in thickness that is qualified for use in construction. The Fig. 5.10.3, shall be made for each procedure and posi-tion to be used in construction. One test weld shall be range is based on the thickness of the test plate, pipe, or tubing used in making the qualification, the maximum size single pass fillet weld and one test weld shall be the minimum size multiple pass fillet 5.10.1.2 Test specimens for groove welds in T or weld used in construction. Three macroetch test corner joints shall be butt joints having the same specimens shall be cut from each weldment, as shown groove configuration as the T or corner joint to be in Fig. 5.10.3, and one cut face from each test used in construction.
specimen shall be tested in accordance with 5.11.2.,
5.10.lJ Procedure qualification test plates (Figs.
5.10.1.3a through 5.10.1.3c) shall be radiographically 5.10.4 When required by the filler metal specification or ultrasomcally tested for soundness before preparing applicable to weld metal being tested, test specimens the test specimens required.
may be aged at 200 to 220 *F(93 to 104 'C) for48 +
2 h 0""'
Radiographic or ultrasonic testing shall apply only to that portion of the weld between the discard strips.
5.10.5 Qualification on pipe shall also qualify for
(
as indicated in Figs. 5.10.1.3a through 5.10.1.3e, ex-plate, but nat vice versa, except qualification on plate cept that a minimum of 6 in. (152 mm) of effective m the IG (flat) or 2G (horizontal) positions shall weld length shall be tested. The welding procedure is qualify for welding pipe or tubing over 24 in. (610 unacceptable if the test plates do not conform to re.
mm) in diameter, quirements of 5.12.1.5 (1).
Test specimens shall be prepared by cutting the test plate, pipe, or tubing as shown in Figs. 5.10.1.3a through 5.10.1.3c, whichever is applicable. The specimens shall be prepared for testing in accordance with Figs. 5.10.l.3r through 5.10.1.3j as applicable.
5.11 Method of Testing Specimens -
5.10.2 Partial Joint Penetration Groove Welds. A sam.
5.11.1 Reduced-Section Tension Specimens. Before ple weld shall be made using the type of groove design testing, the least width and corresponding thickness and joint welding procedure to be used in construe.
of the reduced section shall be measured in inches. The tion, except the depth of groove need not exceed I in.
specimen shall be ruptured under tensile load, and the (25.4 mm). If the partialjoint penetration groove weld maximum load in pounds shall be determined. The is to be used for corner or T. joints, the butt joint shall cross sectional area shall be obtained by multiplying have a temporary restrictive plate in the plane of the the width by the thickness. The tensile strength in psi square face to simulate the T. joint configuration. The shall be obtained by dividing the maximum load by the sample welds shall be tested as follows:
cross sectional area.
5.10.2.1 For jomt welding procedures which con-form m all respects to Sections 3 and 4,3 macroctch 5.11.2 Macroetch Test. The weld test specimens shall cross section specimens shall be prepared to be prepared with a finish suitable for macroctch ex.
demonstrate that the designated effective throat (ob-am nation. A suitable solution shall be used for tamed from the requirements of the procedure etching to give a clear definition of the weld, specification) are met.
5.11.3 Root, Face, and Side-bend Specimens. Each 5.10.2.2 When a joint welding procedure has been specimen shall be bent in a jig having the contour qualified for a complete joint penetration groove weld shown in Fig. 5.27.1, and otherwise substantially in and is applied to the welding parameters of a partial accordance with that figure. Any convenient means
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joint penetration groove weld,3 macroetch cross sec-may be used to move the male member with relation tion test mcimem ne re& "
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- The specimen shall be placed on the female 5.12.1.4 All-Wald Metal Tension Test (elesereolag
?
member of the jig with the weld at midspan. Face-and electregas). The mechanical properties shall be no l
bend specimens shall be placed with the face of the less than those specified in the filler metal re. -
weld directed toward the gap. Root. bend and fillet-quirements.
weld-soundness specimens shall be placed with the 5.12.lJ NeedestreetNe Testing root of the weld directed toward the gap. Side. bend (1) For acceptable qualification, the weld, as specimens shall be placed with that side showing the revealed by radiographic or ultrasonic testing, shall i
greater discontinuity, if any, directed toward the gap.
conform to the requirements of 8.15,9.25, or 10.17 The plunger shall force the specimen into the die whichever is applicable.
until the specimen becomes U. shaped. The weld and (2) For acceptable qualification, a pips weld, best.affected zones shall be centered and completely when inspected visually, shall conform to the follow.
within the bent portion of the specimen after testing.
ing requirements:
- . o When using the wrap around jig, the specimen (a) The weld shall be free of cracks.
shall be firmly clamped on one end so that there is no (b) All craters shall be filled to the full cross sec.
sliding of the specimen during the bending operation.
tion of the weld.
The weld and heat.affected zones shall be completely (c) The face of the weld shall be at least flush with in the bent position of the specimen after testing. Test the outside surface of the pipe, and the weld shall
' specimens shall be removed from thejig when the out.
merge smoothly with the base metal. Undercut shall er roll has been moved 180 des from the starting point.
not exceed I/64 in. (0.4 mm). Weld reinforcement i
shall not exceed the following:
5.11.4 All. Weld. Metal Tension Test. Tbs test specimen shall be tested in accordance with ASTM A370 Mechanical Testing of Steel Products.
Pips wall thickness 3L'i" "*"",
I S.IlJ The radiographic procedure and technique shall be in accordance with the requirements of Part B of in. (mm) in. (mm)
.j Section 6 of this code.
3/3 (9.5) or less 3/32 (2.4)
S.11.6 The ultrasonic procedure and technique shall be over 3/s to 1/8 (3.2) 3/
[ I"'I-3/16 (4.8)
(
in accordance with the requirements of Part C of Sec.
tion 6 of this code.
there(d) The root of the weld shall be inspected, and
'sion, or inadequate joint penetration. A concave root 5,12 Test Results Required surface IS Permitted within the limits shown below, provided the total weld thickness is equal to or greater than that of the base metal, 5.12.1 The requirements for the test results shall be as (e) The maximum root surface concavity shall be roggo..'.
S.12.t.1 Reduced.Section Tension Test. The tensile I/16 in. (1.6 mm) and the maximum melt thru shall strength shall be no less than the minimum of the be I/8 in. (3.2 mm).
specified tensile range of the base metal used.
S.12.1.2 Reet., Face, and Side Band Teses. The con.
5*13 Records vex surface of the specimen shall be examined for the i
appearance of cracks or other open discontinuities.
i Any specimen li which a crack or other open discon.
Records of the test results shall be kept by the f
tinuity exceedilig 1/8 in. (3.2 mm) measured in any manufacturer or contractor and shall be available to direction is present after the bending, shall be con.
those authorized to examine them.
l sidered as having failed. Cracks occurring on the cor.
j nets of the speamen during Msting shall not be con.
5.14 Retests i
sidered.
5.12.1.3 Macreetch Tests. The specimens shall be examined for discontinuities and any which have dis.
If any one specimen of all those tested fails to meet the continuities prohibited by 8.15,9.25, or 10.17 which.
test requirements, two retests for that particular type j
ever is applicable, shall be considered as failed. The of test specimen may be performed with specimens cut j
specimens shall have the designated effective thioat from the same procedure qualification test material.
(
for partial joint penetration groove welds. Fillet weld The results of both retest specimens must most the test l
specimens shall show fusion to the root but not requirements. For material over 1 1/2 in. (38.1 mm) l
(
necessarily beyond, and both legs shall be equal to thick, failure.of a specimen shall require testing of all l
within 1/8 in. (3.2 mm). Convexity shell not exceed specimens of.the same type from two additional n.
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58/ STRUCTURAL WELDING CODE 5.16.1.6 A change from one diameter wall pipe
(
grouping shown in Table 5.26.1 to another shall re-quire requalification.
Part C 5.i6.1.7 When the plate is in the vertical position, or the pipe or tubing is in the $G or '3 position, a Walder Qualification change in the direction of welding stall require re-qualification.
5.16.l.3 The omission of backing materialin com-plete joint penetration welds welded from one side 5.15 General shah requin nquaHGcation.
5.17 Qu' lification Tests Required The qualification tests described in Part C are special-a
'ly devised tests to determine the welder's ability to produce sound welds. The qualineation tests are not 5.17.1 The welder qualification tests for manual and miended to be used as a guide for welding during ac.
semiautomatic welding shall be as follows:
tual construction. The latter stiall be performed in ac.
5.17.1.1 Groove weld qualification test for plate of cordance with the requirements of the procedure unlimited thickness.
specification.
5.17.1.2 Groove weld qualification test for plate of limited thickness.
5.17.1.3 Fillet weld qualification test for fillet welds 5.16 Limitation of Variables only. Option I or Option 2 - contractor's option.
5.17.2 The pipe or tubing qualification tests for 5.16.1 For the qualification of a welder the following
$io,
matk weg shah k u,
""* an sem au rules shall apply:
5.17.2.1 Groove weld qualification test for butt 5.16.1.1 Qualification established with any one of joints on pipe or square or rectangular tubing.
the steels permitted by this code shall be considered 5.17.2.2 Groove weld qualification test for T, K,
as qualification to weld or tack weld any of the other or Y-cc,nnections on pipe or square or rectangular tub-(
steels.
in8 5.16.l.2 A welder shall be qualified for each 5.17.2.3 Groove weld qualification test for butt process used.
Joints on square or rectangular tubing tested on flat 5.16.1.3 A welder qualified for shielded metal are plate welding with an electrode identified in the following 5.17.3 The welder who makes a complete joint table shall be considered qualified to weld or tack weld penetration plate groose weld procedure quailfication with any other electrode in the same group designation test that meets the requirements, is thereby qualified and with any e,lectrode listed in a numerically lower for that process and test position for plates, square or group designation:
rectangular tubing equal to or less than the thickness of the test plate welded. If the test plate is I in. (25.4 Group AWS mm) or greater in thickness, the. welder will be Designation Electrode Classification
- qualified for all thicknesses.
5.17.4 The welder who makes a complete joint F4 EXXI$, EXX16. EXX18 penetration groove weld pipe procedure qualification F3 EXX10. EXXil test, without backing strip, that meets the re-F2 EXX12. EXXI3. EXXI4 quirements is thereby qualified for that process. His FI EXX20. EXX24. EXX27. EXX28 qualification willinclude the test position for pipe hav-ing a wall thickness equal to or less than the wall
- The tenen -u" used in the clasuncation deursations m thi' thickness of the test pipe welded. If the test pipe weld-8 ' " ' ' '
No i$eI[d[m"e'tIl ed is 6 in. (152 mm) Sch. 80 or 8 in. (203 mm) Sch.120 pipe, he will be qualified for all thicknesses. If the diameter of the job-size pipe or tubing used in 5.16.l.4 A wcider qualified with an approved elec-qualification is 4 in. (102 mm) or less the qualification trode and shielding medium combination shall be con-is limited to, diameters 3/4 in. (19 mm) through 4 in, sidered qualified to weld or tack weld with any other (102 mm), inclusive. If the diameter is over 4 in. (102 approved electrode and shielding medium combina-mm), the qualification is limited to diameters over 1/2 tion for the process used in the qualification test, test diameter or 4 in. (102 mm), whichever is larger.
5.16.1.5 A change in the position of welding to one The wall thickness qualified and the number of test
(
for which the welder is not already qualified shall re-specimens required shall be the same at specified for I
.I Welder Qualification /59 8""*" r**as ll.]
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When radiogreony is used for testing.
1 no ine weise enan ne in ine int no tack wetos snell be in the test eru.
eres.
Fig. 3.18a-Test plate for unlimited thickne.*s-Fig. 3.18b-Optional test plate for unlimited thick.
welder qualification.
ness-horizontalposition-welder qualification.
5.18 Groove Weld Plate Qualification
!**55 3/8 in. by 3 in. (76.2 mm) if radiographic testing is used without removal of backing. It must be at least
(
Test for Plate of Unlimited 3/8 in. by 2 in. (50.8 mm) for mechanical testing or for Thickness radiographic testing after the backing is removed.
Minimum length oi' welding groove shall be 5 in. (127
- b The joint detail shall be as follows: 1 in. (25.4 mm) plate, single.% groove. 45 deg included angle,1/4 in.
(6.4 mm) root opening with backing (see Fig. 5.18a).
5.20 Groove Weld Qualification Test For horizontal position qualification, the joint detail for Butt Joints on Pi e or Square P
may, at the contractor s option, be as follows: single.
bevel. groove,45 deg groove angle,1/4 in root open-or Rectangular Tubing ing with backing (see Fig. 5.18b). Backing must be at least 3/8 in. (9.5 mm) by 3 in. (76.2 mm) if The joint detail shall be in accordance with a qualified radiographic testing is used without removal of back.
welding procedure specification for a single. welded ing. It must be at least 3/8 in. by 2 in. (50.8 mm) for pipe butt weld or shall be as follows: pipe diameter.
mechanical testing or for radiographic testing after wall thickness as required, single.% groove,60 deg in.
the backing is removed. Minimum length of welding cluded angle, I/8 in. (3.2 mm) max root face and root groove shall be 5 in. (127 mm).
opening without backing strip (see Fig. 5.20s), or single.Wgroove,60 deg included ang!c and suitable root opening with backing (see Fig. 5.20b).
5.19 Groote Weld Plate Qualification Test for Plate of Limited 5,21 Groove Weld Qualification Test Thickness for T, K, or Y-Connections on Pipe or Square or Rectangular The joint detail shall be as follows: 3/8 in (9.5 mm) plate, single.% groove 45 deg included angle,1/4 in.
Tubing (6.4 mm) toot opening with backing (see Fig. 5,19a).
For horizontal position qualification the joint detail Thejoint detail shall be as follows: single. bevel,37 t/2
{
may, at the contractor's option, be as follows: single.
deg included angle with bevel on pipe or tube at least bevel groove,45.deg groove angle,1/4 in, root open.
1/2 in, thick! the square edge pipe or tube shall be at ina with backingsee Fis. 5.19b). Backing must be at least 3/16 in. (4.8 mm) thicker than the beveled pipe t
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60/ STRUCTURAL WELDING CODE k
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Fig. 3.19a-Test plate for limited thickness-all positions-welder qualljication.
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l qualification-without backing.
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Sulta'ble qp see root opening All dimensions in incne..
l Fig. 3.19b-Optional test plate for limited Fig. 3.20b-Pipe test butt joint-welder qualifica.
thfrG=*ss-he*4 ontal nostrian-woldor none!Ipration tinn-whk knebl="
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c Welder Qualification /6I C
thickness; I/16 in. (1.6 mm) max root face and I/8 in.
5.22 Fillet Weld Qualification Test for (3.2 mm) root opening. A restriction ring shall be Fillet Welds Only placed on the thicker material, within 1/2 in. (12.7 mm) of the joint and shall extend at least 6 in. (152 mm) beyond the surface of the pipe or tube. (See Fig.
For Atlet weld qualifi:ation only, the welder shall weld 5.21.) Test specimens for side bends shall be taken as a test plate, according to Option I or Option 2, depen.
Indicated in Fig. 5.26.2 and machined to be standard ding on the contractor's choice, as follows:
specimens with parallel sides.
5.22.1 Option 1. Weld a T. test plate in accordance with Fig. 5.22.1.
5.22.2 Option 2. Weld a soundness test plate in ac.
c rdance with Fig. 5.22.2.
Restriction ring 5.23 Position of Test Welds
(
1/2 rnax (l
(See Table 5.23.)
5.23.1 Groove Plate Test Welds 5.23.1.1 Qualification in the IG (nat) position qualifies for flat position groove wc! ding of plate, pipe and tubing, Dat and horizontal position fillet welding 37 1/2 of plate. and flat position fillet welding of pipe and tubing.
5.23.1.2 Qualification in the 2G (horizont~al) posi.
1/8 tion qualifies for Oat and horizontal position groove and Hat and horizontal position fillet welding of plate, pipe and tubing.
(
3/16 min V
0 1/16 1/2 aninA Fig. 3.21-Test Joint for T. K. and Y connections on pipe or square or rectangular tubing-welder g4 qualification.
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Fig. 3.22.1-Fillet. weld. break and macroetch test Fig. 3.22.2= Fillet weld root. bend test plate-welder
,, ore.. r 4,.. oso.
o,,,.. e.*lon 1.
Qualification.~ option 2.
e AH dimenssons in Inenes.
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r 62/ STRUCTURAL WELDING CODE Table 5.23-Weider quellfication-type and poeltion limitations
(
Type of weld and position of welding qualified
- Qualification test Plate Pipe Plate or pipe Weld positions" Groove Fillet Groove Fillet Plate - groove IG F
F. H F
F
\\
20 F. H F. H F. H F. H 3G F H.V F,H.Y 4G F. OM F.H.OH 3G & 4G All A!!
Plate - fil!<t IF F
F 2F F. H FH 3F F.H.V 4F F H.OH 3F&4F All Pipe - groove IG F
F. H F
F 20 F. H F. H F. H F. H SG F. V. OH F. V. OH F. V, OH F.V OH 60 Note i Note i Note i Note I 2G&50 Note s Note i Note i Note i 6GR All All All All
- Positions or welding: F= Cat. H=horizontas. V= vertical. oH= overhead.
" See Fiss. 5 s.l l. s 8.t.2 and 5.81.3.
Note 1 - Qaahries ror ait but groove esids for T., Y and K connec teas.
5.23.IJ Qualification in the 3G (vertical) position groove T, K., or Y-connections and groove and fillet qualifies for llat, horizontal, and vertical position welding in all positions of pipe, tubing and plate.
groove and flat, horizontal, and vertical position fillet 5.23.3 Fillet Weld Test welding of plate.
,5.23.1.4 Qualification in the 4G (overhead) posi-5.23.3.1 Qualification in the IF (flat) position tion qualifies for flat and overhead position groove qualifies for flat position fillet welding of plate, pipe, and tubing.
and flat, horizontal, and overhead position fillet 5.23.3.2 Qualification in the 2F (horizontal) posi-welding of plate-tion qualifies for flat and horizontal position fillet 5.23.2 Groove Pipe Test Welds welding of plate, pipe and tubing.
5.23.2.I Qualification in the IG (pipe horizontal 5.23.3.3 Qualification in the 3F (vertical) position rolled) position qualifies for flat position groove qualifies for flat, horizont'al, and vertical position fillet welding of pipe, tubing and plate, flat position fillet welding of plate.
welding of pipe and tubing, and flat and horizontal 5.23.3.4 Qualification in the 4F (overhead) position position fillet welding of plate.
qualifies for flat, horizontal, and overhead position 5.23.2.2 Qualification in the 2G (pipe vertical) posi-fillet welding of plate.
tion qualifies for flat and horizontal position groove 5.23.4 Qualification on the groove plate test weld in i
and flat and horizontal position fillet welding cf pipe, IG (flat) or 2G (horizontal) position shall also qualify I
tubing, and plate.
for butt welding pipe with a backing in the same posi-5.23.2.3 Qualification in the SG (pipe horizontal tion qualified. If no backing is used in the groove plate fixed) position qualifies for flat, vertical, and overhead test weld, this shall also qualify for groove welding position groove and flat, vertical, and overhead posi.
Pipe with or without backing in the same position tion fillet welding of pipe, tubing, and plate.
qualified.
5.23.2.4 Qualification in the 6G (inclined fixed) position qualifies for all position groove and all posi.
5,24 Base Metal tion fillet weld.ng of pipe, tubing, and plate.
5.23.2.5 Qualification for T, K., or Y. connections The base metal used sha'.I comply with 10.2 or the in the 6GR (inclined fixed) position qualifies for procedure specification.
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Welder Qualification l63
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f-5.25 Joint Welding Procedure 5.16.2 Guided bend test specimens shall be prepared by cutting the test plate, pipe, or tubing as shown in The welder shall follow a joint welding procedure Figs. 5.18a, 5.18b, 5.19a, 5.19b, 5.22.2, or 5.26.2, specification applicable to the joint details given in whichever are aPF cable, to form specimens ap-li 5.18 or 5.19, vhichever is applicable. For complete proximately rectangular in cross section. The speci-joint penetratie.n groove welds, welded from one side, mens shall be prepared for testing in accordance with without backing, the welder shall follow a welding Figs. 5.10.1.3f through j, whichever is applicable, procedure specification applicable to the joint detail shown in Fig. 5.20a.
5.26.3 The fillet wc!d break and macroetch test specimens shall be cut from the tot joint as shown in 5.26 Test Specimens: Number, Type Fig. 5.22.1. The end of the m,acroctch test specimen shall be smooth for etching.
and Preparation 5.26.1 The type and number of test specimens that 5.26.4 If radiographic testing is used in lieu of the must be tested to qualify a welder by mechanical prescribed bend tests, the weld reinforcement need not testing are shown in Table 5.26.1 together with the be ground or otherwise smoothed for inspection unless range of thickness that is qualified for use in construc-its surface irregularities or juncture with the base tion by the thickness of the test plate, pipe, or tubing metal would cause objectionabic weld defects to be used in making the qualification. Radiographic testing obscured in the radiograph. If the backing is removed of the test weld may be used at the contractor's option for radiography, the root shall be ground flush (see in lieu of mechanical testing.
3.6.3) with the base metal.
^f 4
i Face bend g,ge gong f
L
+
4 Rootbend Side bend l
esp. wed al and und.r Pipe won over */4 SPECIMENS FOR 1G AND 2G POSITIONS Top of pipe for sG
. Top of pipe for s0 and 6G positions and 6G positions Sede band Side bend Rootbend Face bend 54e bend S6pe bend Root bend Face bend s
Pipe wen 3/8 and under p,pe wed over 3/8
,(
SPECIMENS FOR SG and 6G POSITIONS Fir $26.2 r ration of test specimens on wided test pipe % elder cualification.
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Table 5.26.1--Number and type of specimene and range of thicknees --
- I Qe welder quelNication y
a f*
Bend Tests ed Thickness, t, of Pipe or tube Plate, pipe, or tube Nu.nber of specimens E
Type of test plate or pipe sise qualified wall thickness Visual Inspection All Positions except SG A 6G Positions T
o7 weld as welded, in.
qualified, in.
5G & 6G Only Joint Macro-o sn.
min mas Dreak etch test Face Root Side Face Root Side en Plate Test Groove 3/8 (9.5 mm) 3/4 (19.0 mm)' man i
I
".sroove I or over (25.4 mmi Unlimited' 2
Fillet See Fig. 5.22 l' Unlimited 1
I fillet See Fis. 5.22.2' Unlimited 2
Pipe Test 3roove 2 in. Sch. 80 or Through 4 0'.063 0.674 3 in. Sch. 40 (102 mm)
(I.60 mm) (17.12 mm)
Yes i
I 2
2 6 in. Sch. 60 or 4 and over 0.187 8 in. Sch.120 (102 mm)
(4.75 mm) Unlimited Yes 2
4
- roove See Fig. 5.21 T. K, and Y Connections Unlimited Yes 4
heeon Ne l Opesen Ne_2 Also quahfies fee ec4&ng Glet welJs on matersal of nahnsited thickness.
Mete. Ra&cgraphic cianunahan of she eclJc or ecl&ng operator test ptase may be made is lies of the bend testj See 5.3.2.
4 i'
Welder Quahycation/65 5.27 Method of Testing Specimens 5.28.2 Fiitet weid Break Test 5.28.2.1 To pass the visual examination, the fillet
'4 5.27.1 Rooo, Face, ce Side-Band Speelmens. Each weld shall present a reasonably uniform appearance and shall be free of overlap, cracks, and excessive un-specimen shat! be bent in a jig having the contour dercut. There shall be no porosity visible on the sur-shown in Fig. 5.27.1 and otherwise substantially in ac.
face of the weld, cordance with that figure. Any convenient means may 5.28.2.2 The specimen shall pass the test ifit bends be used to move the male member with relation to the flat upon itself. If the fillet weld fractures, the frac.
female member.
tured surface shall show complete fusion to the root of
~;
The specimen shall be placed on the female member the jcint and shall exhibit no inclusion or porosity of the jig with the weld at midspan. Face bend larger than 3/32 in. (2.4 mm) in greatest dimension.
specimens shall be placed with the face of the weld The sum of the greatest dimensions of allinclusions directed toward the gap. Root bend and fillet weld and porosity shall not exceed 3/8 in. (9.5 mm)in the 6 l~
' soundness specimens shall be placed with the root of in. (152 mm) long specimen.
t the weld directed toward the gap. Side-bend specimens shall be placed with t, at side showing the greater 5.28.3 Macroetch Test. The specimen shall be exam-h discontinmty, if any, directed toward the gap.
Ined for discontinuities and if discontinuities
[
The plunger shall force the specimen into the die un-prohibited by 9.25 are found,it shall be considered as til the spec, men becomes U shaped. The weld and failed. The weld shall show fusion to the root but not i
heat affected zones shall be centered and proportioned necessarily beyond the root, and both less shall be completely within the bent portion of the specimen equal within i/8 in. (3.2 mm). Convexity shall not ex-after testing.
ceed the limits specilled in 3.6.1, e.g.,1/16 in. (1.6 When using a wrap around j..ig, the specimen shall mm) for a 5/16 in. (8.0 mm) test weld.
be firmly clamped on one end so that the specimen 5.28.4 Radiographic Test. To qualify the weld, as' does not slide during the bending operation. The weld revealed by the radiograph, shall conform to the re-and heat affected zones shall be completely within the bent portion of the specimen after testing. Test quirements of 9.25.
i specimens shall be remoed from the jig when the out-5.28.5 Visual Inspection. To qualify, the pipe wdd
(
er roil has been moved 180 deg from the starting point.
when exammed visually shall conform to the following 5.27.2 Fillet-Wald-Break Test. The entire length of the requirements:
fillet weld shall be examined visually and then the 6 in.
5.28'.5.1 The weld shall be free of cracks.
i.
(152 mm) long specimeu shall be loaded in such a way 5.28.5.2 All craters shall be filled to the full cross that the root of the we!d b in tension. The load shall be section of the weld.
steadily increased or repeated until the specimen frac" 5.28.5.3 The face of the weld shall be at least flush l
tures or bends flat upon itself.
with the outside surface of the pipe, and the weld shall 5.27.3 Macroetch Test. The test specimens shall be merge smoothly with the base metal. Undercut shall a finish suitable for macroetch not exceed I/64 in. (0.4 mm). Weld reinforcement prepared with examination. A suitable solution shall be used for shall not exceed the following:
etching to give a clear definition of the weld.
5.27.4 Radiographic Test. The radiographic procedure Pipe WallThickness.
Itcinforcement, mas.,
and technique shall be in accordance with the re-in. (mm) in.
mm quirements of Part B, Section 6. Only the center half of the length of the test plate or 50 percent of the test 3jg (9.5) or less 3/32 2.4 pipe shall be subject to testing.
Over 3/8 to 3/4 (19.0) incl.
1/8 3.2 Over 3/4 3/td 4.8 4
5.28 Test Results Required 5.28.1 Root, Face, and Side-Bend Tests. The convex 5.28.5.4 The root of the weld shall be inspected, and surface of the specimen shall be examined for the there shall be no evidence of cracks, incomplete fu-sion, or inadequate joint penetration. A concave root i
appearance of cracks or other open discontinuities.
surface is permitted within the limits of 5.28.5.5 Any specimen in which a crack or other open discontinuity exceeding 1/8 in. (3.2 mm) measured in provided the total weld thickness is equal to or greater any direction is present after the bending, shall be than that of the base metal.'
y L
considered as having failed. Cracks occurring on the 5.28.5.5 The maximum root surface concavity shall corners of the specimen during testing shall not be be !/16 in. (1.6 mm) and I/8 in. (3.2 mm) shall be the m n im. m.n it'hn.
i 4
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- Minemem sgueGed AN dimensions in inches.
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see speumen i
Fig.127 l--Jigs for guided-bend test.
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4 Welding Operator Qualification /67
(
5.29 Retests 5.33.i.2 A weiding operator qualified with an ap.
proved electrode and shielding medium combination i
5.29.1 in case a welder fails to meet the requirements shall be considered qualified to weld with any other of one or more test welds. a retest may be allowed un.
approved electrode and shielding medium combina-der the following conditions.
tion for the process used in the qualification test.
5.33.1.3 For other than electraslag or electrogas 5.29.1.1 An immediate retest may be made con.
sisting of two test welds of each type on which the welding. a welding operator qualified to weld with welder failed. All retest specimens shall meet all the multiple electrodes shall be qualified to weld with a single electrode. but not vice versa.
specified requirements.
5.29.1.2 A retest may be made provided there is
$33.l.4 An electroslag or electrogas welding evidence that the welder has had further training or operator qualified with an. approved electrode and practice in this case a complete retest shall be made.
shielding medium combination shall be considered qualified to weld with any other approved electrode and shielding medium combination for the process 530 Period of Effectiveness used in the qualification test.
5.33.1.5 A change in the position in which welding is j-The welder's qualification as specified in this code done as defined in 5.8 shall require requalification.
shall be considered as remaining in effect indefinitely unless (1) the welder is not engaged in a given process I ;
j of welding for which he is qualified for a period ex.
534 Qualification Tests Required
=
cceding six months or unless (2) there is some specific reason to question a welder's ability. In case (1). the 534.1 The welding operator qualification test.for requalification test need be made only in the 3/8 in, other than electroslag or electrogas welding shall have (9.5 mm) thickness.
a joint detail as follows: I in. (25.4 mm) plate, single '
1 V. groove,20 deg including groove angle,5/8 in.(15.9 mm) root opening with backing. Backing must be at 531 Records icast 3/8 by 3 in. (9.5 by 76.2 mm) ir radiography is used for testing without removal of backing, it must
, (
Records of the test results shall be kept by the be at least 3/8 in. by 1 1/2 in. (9.5 by 38.1 mm) for t
manufacturer or contractor and shall be available to mechanical testing or for radiographic testing after those authorized to examine them.
the backing is removed. Minimum length of welding groove shall be 15 in. (381 mm)(see Fig. 5.34.1). This test will qualify the welding operator for groove and fillet welding in materials of unlimited thickness.
534.2 The qualification test for an electroslag or elec.
Part D trosas 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 Welding Operator Qualification test weld need not exceed 1-1/2 in. (38.1 mm)(see Fig.
p 5.34.2). If a 1 1/2 in, thick test weld is made, no test need be made for lesser thicknesses. This test shall 532 General quatiry the welding operator for groove and filiet welds in material of unlim;ted thickness.
The qualification tests described in Part D are l
5.343 The welding operator who makes a complete specifically devised tests to determine the welding joint penetration groove weld procedure qualification operator's ability to produce sound welds. The test that meets the requirements is thereby qualified qualification tests are not intended to be used as a for that process and test position for plate of thickness l
guide for weldine during actual construction. The of the test plate welded. If the test plate is 1 1/2 in.
latter shall be performed in accordance with the re.
quirements of the procedure specification.
(38.1 mm) or over in thickness in electroslag or slec-trogas welding or I in. (25.4 mm) or over for all other processes, the welding operator will be qualified for all t
533 Limitation of Variables thicknesses.
5.34.3.1 A. welding operator qualified to weld pipe 5.33.I For the qualification of a welding operator, the shall also be qualified to weld plate, but not vice versa, following rules shall apply.
except as follows: qualification on plate in the IG
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5.33.1.1 Qualification established with any one of (llat), or 2G (horizontal) positions shall qualify the the steels permitted by this code shall be considered as operator for~ welding pipe or tubing over 24 in. (600 a..w ri--.%.., s.u....,.c,u. o,$.. o. 4
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68/ STRUCTURAL WELDING CODE 7-
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l' sis e m,n All d:monsions in inches.
L' fig. 3.34.1-Test plate for unlimited thickness-welding operator quahfication.
o.recien a r0=no 5
3EECEE 2C:='i.! IGE E--
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1r m,n Estensens need not De '
4 weed of p.ent is of suf.
l faccent longm to prowtOG TEM!92-ZEES E _.=3BNeCE-47 47 "em e
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men 6 men Art dimensions in inenes.
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11l006 00ening *ft* to be as Tomas to be welded en esteDhaned Dy procedure Cometructen Dwt need not 00Cshcab0n esteed 1 1/2 en.
Fig. 3.34.i-Butt jo. int for weld'ng operator qualification-electroslag
. s.1 m-c--
7:
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Welding Operator Qualification l69 l
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in inches.
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Fig. 3.34.4.1-Fillet weld-break and macroetch test
.L _.
plate-welding operator qualification-option I.
g' u.., _
5.34.4 For fillet weld qualification only, the welder 2 :"*.iT' ""
f shall weid a test plate according to Option 1 or Option
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N 2, depending on the contractor's choice, as follows:
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5.34.4.1 Option 1. Weld a T test plate in accor-5
.4 Opt 2.
e a soundness test plate in ac-
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f co,rdance with Fig. 5.34.4.2.
N
/
M dimenesons in inches.
k.
5.35 Base Metal Fig. 3.34.4.2-Fillet weld root. bend test plate-meld-ing operator qualification--option 2.
The base metal used shall comply with 10.2 or the procedure specification.
its surface irregularies or juncture with the base metal would cause objectionable weld discontinuities to be 5.36 Joint Welding Procedure obscured in the radiograph. If the backing is removed for radiographic testing, the root sha!! be ground flush with the base metal (see 3.6.3).
The welding operator shall follow the joint welding i
L procedure specified by the procedure specification.
5.37.3 The fillet weld break and macroetch test specimens shall be cut from the test joint as shown in Fig. 5.34.4.1. The end of the macroetch test specimen 5.37 Test Specimens: Number, Type shall be smooth for etching.
and. Preparation l
5.38 Method of Testing Specimens 5.37.1 For mechanical testing, guided bend test specimens shall be prepared by cutting the test plate as 5.38.1 Root-or Side-Bend Speciniens. Each specimen shown in Figs. 5.34.1. 5.34.2. or 5.34.4.2. whichever is shall be bent in a jig having the contour shown in Fig, applicable. to form specimens approximately rec-5.27.1 and otherwise substantially in accordance with tangular in cross s,ection. The specimens shall be that figure. Any convenient means may be used to prepared for testing m accordance with Figs. 5.10.1.3h move the male member with relation to the female or 5.10.1.3a-5.10.1.3, whichever are applicable.
J member. The specimen shall be placed on the female 5.37.1.1 At the contractor's option, radiographic member of the jig with the weld at midspan.
j tes, ting of the weld may be performed in lieu of the Side-bend specimens shall be placed with that side guided-bend test.
showing greater discontinuities. if any. directed
(
5.37.2 If radiographic testing is used in lieu of the toward the gap; root-bend (fillet weld soundness) presenbed bend tests, the weld reinforcement need not specimens shall be placed with the root of the weld j
be around nr otherwise smoothed for inspection unless directed toward the gap.
l-l L
L 70/STRUCTtJRAL WELDING CODE 5.38.2 The radiographic procedure and technique requirements of one or more test welds, a retest may
(
shall be in accordance with the requirements of Part be allowed under the following conditions:
B. Section 6. Only the center half of the length of the 5.40.1.1 An immediate retest may be made con-test plate shall be subject to testing.
sisting of two test welds of each type on which he 5.38.3 Fillet-Weld-Break Test. The entire length of failed. All specirnens shall meet all the require-the fillet weld shall be examined visually and then a 6 ments specified for such welds.
in. (152 mm) long specimen shall be loaded in such a 5.40.1.2 A retest may be made provided there is way that the root of the weld is in tension. The load evidence that the welding operator has had further shall be steadily increased or repeated until the training or practice. In this case a complete retest shall specimen fractures or bends flat upon itself.
be made.
5.38.4 Macroetch Test. The test specimens shall be 5.41 Per. d of Effectiveness prepared with a finish suitable for macroetch ex.
io
. amination. A suitable solution shall be used to give a c! car definition of the weld.
The welding operator's qualification specified in Part D shall be considered as remaining in effect indefinite-ly u'nless (1) the welding operator is not engaged in the 5.39 Test Results Required given process of welding for which he is qualified for a period exceeding six months: or unless (2) there is 5.39.1 Root-or Side-Bend Tests. The convex surface some specific reason to question the welding of the specimen shall be examined for the appearance operator's ability.
of cracks or other open discontinuities. Any specimen in which a crack or other open discontinuity, ex-ceeding 1/8 in. (3.2 mm) measured in any direction,is 5.42 Records present after bending, shall be considered as having failed. Cracks occuring on the corners of the speci-Records of the test results shall be kept by the.
men during testing shall not be considered.
manufacturer or contractor and shall be available to those authorized to examine them.
5.39.2 For acceptable qualification, the weld, as revealed by the radiograph, shall conform to the re-
{
quirements of 9.25.
5J9.3 Fillet-Weld-Break Test Part E 5.39.3.1 To pass the visual examination, the fillet -
weld shall present a reasonably uniform appearance Quall[icall0M Of Tackers and shall be free of overlap, cracks, and excessive un-dercut. There shall be no porosity visible on the sur-face of the weld.
5.43 General 5.39.3.2 The specimen shali pass the test ifit bends flat upon itself. If the fillet weld fractures, the frac-The qualification tests described in Part E are tured surface shall show complete fusion mto the root specially devised tests to determine the tacker's ability of the joint and shall exhibit no inclusion or porosity to produce sound welds. The qualification tests are not larger than 3/32 m. (2.4 mm)in the Freatest dimen-intended to be used as a guide for tack welding during sion. The sum of the greatest dimensions of a!! m-actual construction. The latter shall be performed in clusions and porosity shall not exceed 3/8 in.(9.5 mm) accordance with the requirements of the procedure m the 6 in. (152 mm) long specimen.
specification.
5.39.4 M acroetch Test. The test specimen shall be ex.
amined for discontinuities and if discontinuities 5.44 Limitation of Variables prohibited by 9.25 are found. it shall be considered as failed. The weld shall show fusion to the root but not 5.44.1 For the qualification of a tacke'r the following necessarily beyond the root and both legs shall be rules shall apply:
5.44.1.1 Qualification equal within 1/8 in. (3.2 mm). Convexity shall not ex-cced the limits specified in 3.6.1, e.g.,1/16 in. (1.6 the steels permitted by th, established with any on is code shall be considered as mm) for a $/I6 in. (8.0 mm) test weld.
qualification to tack weld any of the other steels.
5.44.1.2 A tacker qualified for shielded metal arc welding with an electrode identified in Table 5.44.1.2 5.40 Retests shall be considered qualified to tack weld with any other electrode in the same group designation and
(
with any electrode listed in a numerically lower group 5.40.1 If a v elding operator fails to meet the d@ nation
Qualification of Tackers /71
(~,
Table 5.44.1.2-Electrode classification groups 5.49.2 The fractured surface of the tack weld shall
-tacker qualification show fusion to the root but not necessarily beyond and Group AWS shall exhibit no incomplete fusion to the base metal Designation Electrode Classification
- nor any inclusion or porosity larger than 3/32 in. (2.4 mm) in greatest dimension.
F4 EXXI5. EXX16. EXX18 5.49.3 A tacker who passes the fillet-weld-break test F3 EXX10. EXXII shall be eligible to tack weld all types ofjoints for the F2 EXXI2. EXX13. EXX14 process and in the positions in which he has qualified.
FI EXX20. EXX24. EXX27, EXX28
'The letters "X X" used in the classification. designation in this table 5.50 Retests stand for the various strength levels (60. 70,80. 90.100,110. and
- **' d*'
In case of failure to pass the above test, the tacker may make one retest without additional training.
5.44.I.3 A tacker qualified with an approved elec-trode and shielding medium combination shall be con-4 1
4 2
sidered qualified to tack weld with any other approved electrode and shielding medium combination for the process used in'the qualification test.
ri g
5.44.1.4 A tacker shall be qualified for each process y
used.
2 5.44.1.5 A change in the position in which tacking 4
is done as defined in 5.8 shall require requalification.
5.45 QualificationTests Required A tacker shall be qualified by one test plate made in 1 _
cach position in which he is to tack weld.
2 C
Fig. 3.47-Fillet weld. break specimen-tacker 5.46 Base Metal 4"al'Ac"""-
t The base metal used shall comply with 10.2 or the procedure specification.
5.47 Test Specimens: Number, Type and Preparation The tacker shall make a 1/4 in. (6.4 mm) maximum size tack weld approximately 2 in. (50.8 mm)long on Fig. 3.48-Aferhod of rupturing specimen-tacker the fillet. weld. break spe:imen as shown in Fig. 5.47, qualipcation.
using a.*/32 in. (4.0 mm) diameter electrode.
5.51 Period of Effectiveness l
5A8 Method of Testing Specimens A tacker who passes the test just described shall be considered cligible to perform tack wc! ding indefinite-i l
A fcree shall be applied to the specimen as shown in ly in the positions and with the processes for which he n,,. 5.48 until rupture occurs. The force may be is qualified unless there is some specific reason to applied by any convenient means. The surface of question his ability, in such case, the tacker shall be the weld and of the fracture shall be examined visually required to demonstrate his ability to make sound j
for defects.
tack welds by again passing the prescribed tack welding test.
5.49 Test Results Required 5.52 Records l
5.49.1 The tack weld shall present a reasonably
(
uniform appearance and shall be free of overlap.
Records of the test results shall be kept by the cracks and excessive undercut. There shall be no manufacturer or contractor and shall be available to
t
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72/ STRUCTURAL WELDING CODE Metric (SI) Equivalents for Section 5 Figures
(
in.
mm in.
mm in.
mm in.
mm in.
mm in.
mm 0.003 0.08 t/4 6.4 1
25.4 13/4 44.5 3-7/8 98.4 8
203 0.005 0.13 5/i6 8.0 11/8 28.6 2
50.8 4
102 9
230 0.007 0.18 0.350 8.89 l 3/16 30.2 2-1/4 57.2 0.010 0.25 3/8 9.5 l 1/4 31.7 2-3/8
'60 3
'4-l/2 115 12 305 5
127 15 381 1/16 1.6 t/2 12.7 i.400 35.56 2-l/2 63.6 5-1/4 133 17 432 1/8 3.2 0.500 12.70 17/16 36.5 2-7/8 73.0 6
152 3/l6 4.8 3/4 19.0 i l/2 38.1 3
76.2 63/4 171 0.250 6.35 15/16 23.8 i 11/16 42.9 33/8 85.7 7-1/2 190 L
e 9
0 4
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- 6. Inspection part A demonstrated his qualification under other acceptabic supervision.N General Requirements 6.4.2 When the quality of a welder's, welding operator's,*or tacker's work appears to be below the requirements of this code, the Inspector may require a welder, welding operator, or tacker to demonstrate.
6.1 General his ability to produce sound welds by means of a sim-ple test, such as the fillet weld break test, or by requir-6.I.1 The Inspector" designated by the Engineer shall ing complete requalification in accordance with 5.3.
ascertain that all fabrication by welding is performed in accordance with the requirements of this code.
6.4.3 The inspector shall require requalification of any welder, welding operator, or tacker who has not 6.1.2 He shall be furnished with complete detail used the process for which he has been qualified for a drawings showing the size, length, type, and location period exceeding six months.
of all welds to be made.
6.1.3 He shall te notified, in advance, of the start or 6.5 Inspection of Work and Records any welding operations.
6.5.1 The Inspector shall make certain that the size, length, and location of all welds conform to the re-(
6.2 Inspection of Materials quirements or this code sad to the detail drawings, that no specified welds are omitted, and that no un-The Inspector shall make certain that only materials specified welds have been added without approval.
conforming to the requirements of this code are used.
6.5.2 The Inspector shall make certain that only w:! ding procedures that meet the provisions of 5.1 and sa are employed.
6.3 Inspection of Welding Procedure 6.5.3 The Inspector shall make certain that electrodes Qualification and Equ.ipment are used only in the positions and with the type of welding current and polarity for which they are 611' The Inspector shall make certain that all classified.
welding procedures are prequalified and covered by a 6.5.4 The Inspector shall, at suitable intervals, welding procedure specification or are qualified in ac-observe the technique and performance of each cordance with 5.2 of the code.
welder, welding operator, and tacker to make certain 6.3.2 He shall inspect the welding equipment to be that the applicable requirements of Section 4 are met.
used for the work to make certain that it conforms to 6.5.5 The Inspector shall examine the work to make F
the requirements of 3.1.2.
certain that it meets the requirements of Section 3 and 8.15,9.25, or 10.17 as applicable. Size and contour of I
welds shall be measured with suitable gages. Visualin-l 6A Inspection of Welder, Weld.ing spection for cracks in welds and base metal and other Operator, and Tacker discontinuities should be aided by a strong light, l
Qualifications
"$fII.' " ' ' ' " "
" "i ** **
e 6.4.1 The Inspector shall permit welding to be per.
6.5.6 The Inspector shall identify with a dis-formed only by welders, welding operators, and tinguishing mark all parts or joints that he has in-tackers who are qualified in accordance with the re-spected and accepted.
l quirements of 5.3, or shall make certain that each 6.5.7 The Inspector shall keep a record of welder, welding operator, or tacker has previously qualifications of all welders, welding operators, and rThe inspector is the duly designated Person who acs for and in tackers, all procedure qualifications or other tests that h4=ir r ihe o
,n,,, o,,n : -.+. --a #
-.m.n.4, he,.
are made ar'd sucff other information as may be re-ii o
r a..
j 73
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74/ STRUCTURAL WELDING CODE 6.6 Obligations of Contractor 6.7.5 When magnetic particle testing is used, the
(
procedure and technique shall be in accordance with 6.6.1 The contractor shall comply with a!! requests of ASTM Specification E109, and the standards of the Inspe aor to correct improper workmanship and to acceptance shall be in accordance with 8.15,9.25 or remove and replace, or correct as instructed, al welds 10.17 of this code, whichever is applicable.
found unacceptable or deficient.
6.7.6 For detecting' discontinuities that are open to 6.6.2 in the event that faulty welding, or its removal the surface, dye penetrant inspection may be used. The for rewelding, damages the base metal so that, in the standard methods set forth in ASTM Specification judgment of the Engineer,its retention is not in accor-E165 shall be used for dye penetrant inspection, and dance with the intent of the drawings and the standards of acceptance shall be in accordance specifications, the contractor shall remove and replace with 8.15, 9.25 or 10.17 of this code, whichever is the damaged base metal or shall compensate for the applicable.
deficiency in a manner approved by the Engineer.
6.7,7 Personnnel Qualifiestion. Personnel performing 6.6.3 The contractor shall be responsible for visual nondestructive testing shall be qualified in accordance examination and necessary correction of all welds in with the current edition of American Society for Non.
4 accordance with the requirements of 3.7 and 8.15.1, destructive Testing Recommended Practice No. SNT-9.25.1 or 10.17.1.
TC-I A." Only individuals qualified for NDT LEVEL 6.6.4 When nondestructive testing, other than visual I and working under the NDT LEVEL II, or indi-inspection, is specified in the information furnished to viduals qualified for NDT LEVEL Il may perform bidders it shall be the contractor's responsibility to in-nondestructive testmg.
sure that all specified welds meet the quality re-quirements of 8.15, 9.25 or 10.17, whichever is applicable.
6.6.5 If nondestructive testing, other than visual in-spection, is not specified in the original contract agree-Part B ment but is subsequently requested by the owner, the
/
contractor shall perform any requested testing or shall Radiographic Testing of Welds
(
permit any testing to be performed in accordance with 6.7. The owner shall be responsible for all associated costs including handling, surface preparation, non.
6.8 General destructive testing, and repair of discontinuities other than those listed in 8.15.1, 9.25.1 or 10.17.1, which-6.8.1 The procedure and standards set forth in Part B cver is applicable, at rates mutually agreeabic between are to govern radiographic testing of welds when owner and contractor. However, if such testing should such inspection is required by the stipulation of 6.7.
disclose an attempt to defraud or gross noncon-These procedures are entirely for testing groove welds formance to this code, repair work shall be done at the in butt joints.
contractor's expense.
6.8.2 Variation in testing procedure, equipment and acceptan.e standards not included in Part B may be used upon agreement with the Engineer. Such 6.7 NondestructiveTesting variations include the radiographic testing of fillet T, or corner welds; changes in source to film distances; 6.7.1 When nondestructive testing, other than visual, unusual application of film for unusual geometries; is to be required, it shall be so stated in information unusual penetrameter application; film types or den-furnished to the bidders. This information shall sities; and film exposure or development variations.
designate the welds to be examined, the extent of ex-amination of each weld, and the method of testing.
i 6.9 Extent of Testing l
6.7.2 Welds tested nondestructively that do not meet i
the requirements of this code shall be repaired by the 6.9.I Information furnished to the bidder shallclearly l
methods permitted by 3.7.
identify the extent of radiographic testing.
6.7.3 When radiographic testing is used, the 6.9.2 When complete testing is specified, the entire l
procedure and technique shall be in accordance with length of the weld in each designated joint shall be in-Part B of this section.
spected.
6.7.4 When ultrasonic testing is used,the procedure and technique shall be in accordance with Part C of 1.Avairable from the Amer'ican Society for Nendestructive Testine.
. v,.. n
Radiographic Testing of Weldsf75
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s Penetrameter on source see toad rum eeneticanon numi ors enen be oi.ced dereCDy over Ine fiumDers martled on tne men ser v. ourpee. os meanino Contract number. weed and teOncator identihcation inceiian ooi.onen Fig. 6.10.4-Radiograph identification and penetrameter location cn transition joints.
6.9.3 When spot testing is specified, the number of H&D Jensity of 1.5 minimum to 4.0 maximum, den-spots in each designated category of welded joint to be sities within the range of 2.5 to 3.5 are preferred.
radiographed in a stated length of weld shall be includ-Radiographs, except as modified by 6.10.4, shall ed in information furnished to the bidders. Each spot show:
radiograph shall show at least 4 in. (102 mm) of weld 6.10.1.1 The smallest hole in each penetrameter as length, if a spot radiograph shows discontinuities that
'specified by Fig. 6.10.5b.
require repair as defined in 6.11.1, two adjacent spots 6.10.1.2 The penetrameter identification number.
shall be inspected. If discontinuities requiring repair 6.10.1.3 The radiographic identification and loca.
are shown in either of these, the entire length of weld tion marks indicated in Figs. 6.10.4 and 6.10.5a and in that welded joint shall be tested radiographically.
required by 6.10.6.
6.10.2 Radiography shall be performed in accordance 6.10 Radiographic Procedure with all applicable safety requirements.
6.10.3 A weld that is to be radiographed need not be.
6.10.1 Radiographs shall be made by either x ray or ground or otherwise smoothed for purposes of isotope radiation methods. All radiographs shall radiographic testing unless its surface irregularities or determine quantitatively the size of discontinuities juncture with the base metal could cause objectionable having thickness equal to or greater than 2 percent' weld discontinuities to be obscured in the radiograph.
of the thickness of the thinner of the parts joined by the weld under examination. They shall be cican, free k
of film processing defects, and shall have an H&D" anc fum chacacteristic curve <sensiiometric curve) that empresses density of not less than 1.5 nor more than 4.0.
the relation between the exposure applied to photographic material Alth6 pph egy.gehe r g =' inele CImi er'e.r hgve mp pad
=.-m-.h..-'
W J.=d.,
76/ STRUCTURAL WELDING CODE Contract number and fabricator identification (location optional) 3/4 in. r.;n Penetrameter on
^
source side
/
/
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s
<y
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a/4 in. men
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f peneu. mete, on source side
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Lead film 6dentification numbers shall be placed directly over the numbers marked on the steel for the purpose of matching fsim to weld after processing Weld identification N
Fig. 6.10.Sa-Radiograph identification and penetrameter location on approximately equal thickness joints.
All dimensions in inches.
When weld reinforcement or backing is not removed.
cmp (=c==:
' ' " " * " " " " " * * ~
3 carbon steel shims shall be placed under the penetrameter so that the total thickness of steel p
3" ':" ~ ".':'"" "" * "*
- between the penetrameter and the film is at least equa!
l C-0 i ---
_ = _- ::
to the average thickness of the weld measured through n
i A
- .
- ;;: :t.::,,:: :'::::,,,,,,,::'
its reinforcement and backing.
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! y 6.10.4 When weld transitions in thickness are 4~
i radiographed, and the ratio of the thicker weld section L,
~ ~ ~ ~ ~ ' ~
to the thinner weld section is 3 or greater.
radiographs should be exposed to produce a density of E~--
,_"",,[~,,'""""
3.0 to 4.0 in the thinner section. When this is done.
~ ~ ' "
---,m
~ ~ ~
densities ofless than 1.5 will be accepted in the thicker Fig. 6.10.3b-Details ofpenetrameters.
section. Except for this condition, densities outside the maximum and minimum limits specified in 6.10.1 Penetrameters shall be placed on the side of the work shall be cause for rejection of the film. Penetrameters nearer the radiation source, as shown in Figs. 6.10.4 on transition joints shall be positioned as shown in and Fig. 6.10.5a,. Penetrameters shall conform to the Fig
- 6'10'4' details shown in Fig. 6.10.5b except that other penetrameters, such as ASME, may be used provided 6.10.5 Two or more penetrameters shall be used for they have identification numbers indicating each radiograph on a film 10 in. (254 mm) or more in penetrameter thickness in thousandths of an inch and
(
length. Only one penetrameter need be used for comply with all other conditions of this paragraph and
,,,1;n,,, ni... m. i.e.
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Ultrasonic Testing of Groove Welds /77
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be equal to or less than 2 percent of the thickness of tion of the work. The contractor's obligation to retain' the thinner.of the giarts joined by the weld under ex-radiographs shall cease: (1) upon delivery of this full amination, but need not be less than 0.005 in. (0.13 set to the owner, or (2) one full year after completion mm).
of the contractor's work, in the event that delivery is 6.10.5.1 Each penetrameter shall carry lead not made.
numbers which identify the minimum thickness of inaterial (to the nearest 0.05 in. [1.3 mm]) for which it may be used. The images of these identifying numbers shall appear clearly on the radiograph.
6.10.6 A radiograph identification mark and two location identification marks shall be placed on the steel at each radiograph location. A corresponding Part C radiograph identification mark, and a location iden-tification mark, both of which will show in the Ultrasonic Tesfing of Groove Welds radiograph. shall be superimposed on each of the loca-tion identification marks made on the steel to provide a means for matching the developed radiograph to the weld. Any additional information shall be preprinted 6.13 General no less than 3/4 in. (19.0 mm) from the edge of the weld, or shall be indicated by lead figures on steel.
6.13.1 The procedures and standards set forth in Part C are to govern the ultrasonic testing of groove welds 6.10.7 Radiographs shall be made with a single source between the thicknesses of 5/16 in. (8.0 mm) and 8 in.
of radiation approximately centered with respect to (203 mm) inclusive, when such testing is required by-the length of area being examined. The perpendicular 6.7 of this code. These procedures and standards are distance from the radiation source to the film shall be not to be used for testing tube to tube T, Y, or K con-no less than seven times the maximum thickness of the r.ections (see 10.17.4), or as a basis for rejection of the weld under examination, and the rays shall not base metal.
t r
penetrate the weld at an angle greater than 26-l/2 deg-6.13.2 Variat. ions in testing procedure, equipment,
(
from a line perpendicular to the weld surface. The film, during exposure, shall be as close to the surface and, acceptance standards not included in Part C of of the weld opposite the source of radiation as possi.
Section 6 may be, used upon agreement with the Engmeer. Such variations include other thicknesses, ble.
weld geometries, transducer sizes, frequencies, couplant, etc.
6.11 Acceptability of Welds 6.13.3 Spot radiography is suggested to supplement ultrasonic testing of electroslag and electrogas butt Welds, shown by radiographic testing to have welds in material 2 in. (50.8 mm) and over in thickness discontinuities prohibited by 8.15,9.25, or 10.17.2 to detect possible piping porosity.
. shall be corrected in accordance with 3.7.
6.12 Examination, Report and 6.14 Extent of Testing Disposition of Radiographs 6.14.1 Information furnished to the bidders shall clearly identify the extent of ultrasonic testing.
l 6.12.1 The contractor shall provide a suitable high in-6.14.2 When complete testing is specified, the entire tensity viewer with sufficient capacity to illuminate length of the weld in each ~ designated joint shall be radiographs with a density of 4.0 without difficulty. (It tested.
i l
is recommended that at least a two level or variable m-tensity illuminator be used.)
6.14.3 When spot testing is specified, the number of l
spots in each designated category of weld or the 6.12.2 Before a weld subject to radic8raE c testing number required to be made in a stated length of weld hi l
by the contractor for the owner is accepted, all ofits shall be included in the information furnished to the radiographs, including any that show unacceptable bidders. Each spot tested shall cover at least 4 in.
quality prior to repair, and a report interpreting them.
(102 mm) of.the weld length. When spot testing shall be submitted to the inspector.
reveals discontinuities that require repair, two adja.
6.12.3 A full set of radiographs for welds subject to cent spots shall be tested. If discontinuities requiring
{
radiographic testing by the contractor for the owner, repair are revealed in either of these, the entire length including any that show unacceptable quality prior to of the weld in that wc!ded joint shall be tested ul-
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d 78/ STRUCTURAL WELDING CODE 6.15 Ultrasonic Equipment 6.15.3 Test instruments shall include internal ii stabilization so that after warm up, no variation in 6.15.1 The ultrasonic test instrument shall be of the i
response greater than il db occurs with supply i'
pulse. echo type. lt shall generate, receive, and present voltage changes of +15 percent nominal or, in the on a cathode ray tube (CRT) screen pulses in the fre-case of battery powered instruments, over the battery quency range from one to six megahertz (MHz). The charge operating life. There shall be an alarm or meter presentation on the CRT screen shall be the " video" to signal a drop in battery voltage prior to instrument type, characterized by a clean, crisp trace.
shutoff due to battery exhaustion.
6.15.2 The horizontal linearity of the test instrument 6.15.4 The test instrument shall have a calibrated shall be within plus or minus 5 percent over the gain control (attenuator) adjustable in discrete I or 2 linear range which includes 90 percent of the sweep length presented on the CRT screen for the longest db steps over a range of at least 60 db. The accuracy of sound path to be used. The horizontallinearity shall the gain control settings shall be within plus or minus I decibel.
be measured by the techniques prescribed by Section 7.9 of ASTM E317 except that the results may be 6.15.5 The dynamic range of the instrument's CRT tabulated rather than graphically presented, display shall be such that a difference of I db of ampi tude can be easily detected on the CRT.
l 6.I5.6 Straight beam search unit transducers. hall n
have an active area of not less than 1/2 in.8(32? mm2) nor more than 1 in. (645 mm:).The transduor shall F=";
c-be round or square. Transducer frequency sbil be 2 to 2'
'$\\
2.5 MHz. Transducers shall be capable c,f resolving L
.I 9
the three reflections as described in 6.21.1.3.
Y 6.15.7 Angle beam search units shall consist of a Fig. 6./J.7.1-Transducer crpral.
transducer and an angic wedge. The unit may be com-prised of the two separate elements or may be an in-tegral unit.
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o 7ti Material. ASTM A36 or equwanent.
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Ille n Dumeter holes drdled at i ses 90 degrees to surface.
Depes lanes to be scnbod on sertace as shown.
All dimensione n mbers se te mencated on In inChee.
mar sce es shown.
a ins c*t. < se ? 9 r?... #.
Ultrasonic Testing of Groove Weldr/79 7._
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3 Meteriat ASTM A36 steet or equivalent Fig. 6.16.la-international institute of Welding l: ~
(llW) ultrasonic reference block.
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6.15.7.1 The transducer frequency shall be between
--.=.n 2 and 2.5 MHz, inclusive.
6.15.7.2 The transducer crystal may vary in size Fig. 6.16.lb-Other calibration blockr.
from 1/2 to I in. (12.7 to 25.4 mm)in width and from f reement shall not exceed the re,quirements of l
I/2 to 13/16 in. (12.7 to 20.6 mm)in height (see Fig.
6.21.2.6. The search unit shall be positioned for max-6.15.7.2)b The search unit shall produce a sound imum indication from the 0.06 in. (1.52 mm) di-6.15 ameter hole in the IIW calibration block.
beam m7 t
the matenal being tested withm. plus or minus 6.15.7.7 The combination of search unit and instru-
[
2 deg of the following proper angles: 70 deg,60 deg, or ment shall resolve three holes in the resolution test 1.
45 deg. as described in 6.22.2.2.
block shown in Fig. 6.15.7.7. The search unit position 6.15.7.4 Each search unit shall be marked to clearly is described in 6.21.2.5. The resolution shall be i
indicate the frequency of the transducer, nominal evaluated with the instrument controls set at riormal angle of refraction. and index point. The index point test settinas and with indications from the holes location procedure is described m 6.21.2.1.
brought to mid screen height. Resolution shall be suf-
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,.15.7.5 Internal reDections from
.t search unit.
Geien't to distinguish at least the peaks ofindications 6
l with a screen presentation higher than the horizontal from the three holes.
l reference line, appearing on the screen to the right of I
the sound entry point shall not occur beyond 1/2 in.
(12.7 mm) equivalent distance in steel when the sen-6.16 Calibration Standards sitivity is set as follows: 20 db more than that required to produce a maximized horizontal reference line 6.16.1 The International Institute of Welding's (!!W) height indication from the 0.06 in.(1.52 mm) diameter ultrasonic reference block, shown in Fig.6.16.la, shall hole in the International Institute of Welding (IIW) be the standard used for both distance and sensitivity
(
reference block (see Fig. 6.16.la).
calibration. More portable reference blocks of other 6.15.7.6 The dimensions of the search unit shall be design may be used provided they meet the require-such that the closeness of approach to the weld rein-ments of this specification and are referenced back to I
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a e
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3e 80/ STRUCTURAL WELDING CODE
'the llW block. Approved designs are shown in Fig.
6.18.3.2 With the unit adjusted to conform with the (
6.16.lb. See Fig. 6.21 for applications.
requirements of 6.15 the sensitivity shall be adjusted 6.16.2 Using a " corner" reflector for calibration pur-by the use of the gain control (attenuator) so that a
+-
poses is prohibited.
horizontal referenee level trace deflection results on the CRT screen with the maximum indication from the 0.06 in. (1.52 mm) diameter hole in the IIW block 6.17 Equipment Calibration or from the equivalent reference renector in other ac-ceptable calibration blocks. The search unit position is 6.17.1 The instrument's gain control (attenuator) described in 6.21.2.4. This basic sensitivity then shall meet the requirements of 6.15.5 and shall be becomes the zero reference level for discontinuity checked for correct calibration at two' month intervals evaluation and shall be recorded on the ultrasonic test in accordance with a procedure approved by the reports under reference level. See Appendia E for a manufacturer of the instrument.
sample ultrasome test report form.
6.17.2 Horizonta! linearity shall be checked by the techniques prescribed in 6.15.2 after each 40 hours4.62963e-4 days <br />0.0111 hours <br />6.613757e-5 weeks <br />1.522e-5 months <br /> of instrument use.
6.17.3 With the use of an approved calibration block, each angle beam search unit shall be checked 6.19 Testing' Procedure c
after each eight hours of use to determine that the con-tact face is nat, that the, sound entry point is correct, and that the beam angle is within the permitted plus or 6.19.1 A "Y" accompanied with a weld identification minus 2 deg tolerance. Search units which do not meet number shall be clearly marked on the base metal ad.
these requirements shall be. corrected or replaced.
jacent to the weld at the left end of each weld which is ultraconically tested. This identification number serves as an orientation direction for weld discontin-6.18 Calibration for Test,ng uity locatic : and as the report number on the report i
rorm. (See Appendix E for suggested report form.)
6.18.1 Calibration for sensitivity and horizontal 6.19.2 All surfaces to which a search unit is applied f.
sweep (distance) shall be made by the ultrasonic shall be free of weld spatter, dirt, grease, oil (other
(
operator just prior to and at the location of testing of than that used as a coup' ant), and loose scale, and i
each weld and at intervals of 30 min as testing shall have a contour permitting intimate couphng.
proceeds. Recalibration shall be made each time there Tight layers of paint need not be removed unless the 4
is a change of operators, when transducers are thickness exceeds 10 mils (0.25 mm).
changed. when new batteries are installed, or when -
6.19.3 A couplant shall be used between the search equipment operating from a !!0 volt source is con-unit and the metal. The couplant shall be either nected to a different power outlet.
glycerin with a wetting agent added. if needed, or a 6.18.2 Calibration for straight beam testing shall be cellulose gum and water mixture of a suitable con.
performed as follows:
sistency. Liitht machine oil or equivalent may be used 6.18.2.1 The horizontal sweep shall be adjusted for for couplar.t on calibration blocks.
distance calibration to present the equivalent of at least two plate thicknesses on the CRT screen.
6.19.4 The entire base metal through which ul-j
,6.18.2.2 The sensitivity shall be adjusted at a loca-trasound must travel to test the weld shall be tested for tion free ofindications so that the first back reflection laminar renectors using a straight beam search unit from the far side of the plate will be 50 to 75 percent of conforming to the requirements of 6.15.7 and full screen, height (6.21.1.2). For this purpose. the re-calibrated in accordance with 6.18.2. If any area of j
ject (clippmg) control shall be turned off.
base metal exhibits totalloss of back reflection and is located in a position that would interfere with the nor-6.18.3 Calibration for angle beam testing shall be per.
mal weld scanning procedure. the fol owing alternate formed as follows:
weld scanning procedure shall be used.
6.18.3.1 The horizontal sweep shall be adjusted to 6.19.4.1 The area of the laminar reflector and its represent the actual sound path distance by using depth from the surface shall be determined and acceptable distance calibration blocks shown in Figs.
reported on the ult' sonic test report.
i 6.16.la and 6.lo.lb. This distance calibration shall be 6.19.4.2 If part of a weld is inaccessible to testing in made using either the 5 in. (127 mm) scale or 10 in.
accordance with the requirements of Table 6.19.5.2, (254 mm) scale on the CRT screen, whichever is ap-due to laminar content recorded in accordance with propriate, unless joint configuration or thickness 6.19.4.1, the testing shall be conducted (1) using an i
prevents full examination of the weld at either of these alternate scanning pattern shown in Fig. 6.22, or (2)
(
settings The search unit position is described in by first grinding theweld s.urfaces flush to make total 4 3, 3,.
pt 1
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Ultrasonic Testing of Groove IVelds/81
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Table 8.19.5.2-Testing angle PROCEDURE CH ART Material thickness, in.
5ll6 M.l/2 n 3/4 WJ2
>31J2 M-l/2 M
M2 M
y,yg to to to to to to to to to type I l/2 13/4 2-l/2 31/2 4-l/2 5
6l/2 7
8 9
12 IG IG 6
8 Butt.
1 0
i F
or F
or F
or F
or F
or F
or F
12 F
4 5
7 10 11 13 F
F F
F F
F 12 F
T I
O I
or 4
or 5
or 7
or 10 or 11 or or or XF XF XF XF XF XF 13 XF F
IG F
IG F
6 F
8 F
9 F
13 F
Corner 1
0 I
or or or or or or or or or or or or or XF 4
XF 5
XF 7
XF 10 XF 11 XF I4 XF Electrogas IG IG PI 6
11 Il 11 11 I
O 1
0 or 1"
or or or P3 or P3 or P3 or P3 or P3 Electroslag 4
5 P3s 7
15 15 15 15 "
All examinations are to be made from Face "A" unless noted, and scanned from both sides of weld (on Face."A") where mechanically possible. All examinations are to be made in Leg I where possible, or Leg 11 only when necessary to test weld' areas made inaccessible by unground weld surface contour. A r"aximum of Leg III is to be used only where extra weld bead width prevents scanning of certain weld areas in Leg i or :.es II.
Face A Face A Face A F.Et.C.j LFute t } K /~',, }
'*** C
+
E
+
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~ geg_a N OTE'-
PROCEDURE LEGEND Procedure G. 6,8. 9.12.14 or 15 must be followed when testing welds which have been ground flush. The need for AREA OF WELD THICKNESS grinding may either be to satisfy contract reciuirements, or Top Middle Bottom at the option of the contractor to provide a more favorable N o.
quar *er half-quarter working condition. Face "A" on both connecting members I
70' 70' 70*
, must lie in a single plane.
2 60' 60' 60'
_.-.. EXA MPLE: Butt Weld in 4-i,n. base metal 3
45' 45' 45' No. 6 Procedure 4
60' 70' 70' l
Fece A Ground Flush Top Quarter-70 --
6 70*G A 70' 60' 7
60* B 70' 60*
u cai Heis-7a* --
sottom Quarter--dba,y-.
8 70'G A 60' 60' i
LEGEND 9
70*G A 60' 45' X - Check from Face "C". G - Grind Weld Face 10 60' B 60' 60*
(
Flush. O - Not Required.
11 45' B
70 * "
45' A Face - the face of the material from which the initial f:
70*G A 45' 70*G B scanning is done (on T and corner joints, follow above sketches).
13 45' B 45' 45'
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B Face - opposite the "A" Face (same plate).
14 7PG A 45' 45' C Face-the face opposite the weld on the connecting 15 70'G A 70*A B 70*G B member of a T or cornerjoint.
. - Required only where reference level indication of positioning - see sketch.) Amplitude calibration for l
discontinuity is noted in fusion zone while searching pitch and catch is normally made by calibrating a at scanning level with primary procedure selected single search unit. When switching to dual search from first column.
units for pitch and catch inspection, there should be a - Use 15 or 20 in, screen distance calibration.
assurance that this calibration does not change as a k'
P - Pitch and catch shall be conducted for further dis-result of instrument variables.
continuity evaluation in only the middla half of the F-Further evhluate fusion zone indications with t
transducers of equal specification. both facing weld.
sound path is nearest to being perpendicular to the (Transducers preferably held in a fixture to control suspected fusion surface.
3
82/STRL;CTURAL WELDING CODE 6.19.5 Welds snall be test'ed using an angle beam 6.19.7 Welds found unacceptable by ultrasonic testing
(
search unit conforming to the requirements of 6.15.7 shall be repaired by methods permitted by 3.7 of this with the instrument calibrated in accordance with code. Repaired welds shall be retested ultrasonically 6.18.3 using the angle as shown in Table 6.19.5.2.
and an additional report form completed.
Following calibration and during testing, the only in.
strument adjustment permitted is in the sensitivity level adjustment with the calibrated gain control or attenuator. Sensitivity shall be increased from the reference Icvel for weld scanning in accordance with 6.20 Preparation and Disposition of Table 8.15.3 or 9.25.3 as applicable.
Reports 6.19.5.1 If mechanically possible, all welds shall be 6.20.1 A report form which clearly identifies the work scanned from both sides on the sa,me face for and the area of inspection shall be completed by the longitudinal and transverse discontinuities. The applicable scanning pattern or patterns shown in Fig.
ultrasonic irtspector at the time of inspection. The 6.02 shall be used.
report form for welds which are acceptable need only 0.19.5.2 The testing angle shall be as shown in contain sufficient information to identify the weld, the Tarae 6.19.5.2, and the transducer size must conform inspector (signature), and the acceptability of the to 6.15.7.2.
weld. An example of such a form is shown in Appen.
dix E*
6.19.5.3 When a discontinuity indication appears on the screen, the maximum attainable indication 6.20.2 Before a weld subject to ultrasonic testing from the discontinuity shall be adjusted to produce a by the contractor for the owner is accepted, all report horizontal reference level trace deflection on the CRT forms penaining to the weld, including any that show screen. This adjustment shall be made with the cali, unacceptable quality prior to repair, shall be sub.
brated gain control or attenuator, and the instrument mitted to the Inspector.
reading, in decibels, shall be recorded on the ultra' 6.20.3 A full set of completed report forms of welds sonic test report under the heading Indication Level.
subject to ultrasonic testing by the contractor for 6.19.5.4 The " Attenuation Factor," "c," on the the owner, including any that show unacceptable i
j test report is attained by subtracting i in. (25.4 mm) quality prior to repair, shall be delivered to the owner
(
from the sound path distance and multiplying the upon completion of the work.The contractor's obliga-A remainder by two.
tion to retain ultrasonic reports shall cease:(1) upon 6.19.5.5 The " Indication Rating,""d," on the test delivery of this full set to the owner:(2) at the end of report is the difference between the " Reference Level" one full year after completion of the contractor's and the " Indication Level" after the " Indication work, in the event that delivery is not required.
Level" has been corrected by the " Attenuation Fac-tor."
Instruments with gain in db: a-b-c = d Instruments with attenuation in db: b-a-c = d 6.21 The Calibration of the Ultrasonic Unit with the IIW or Other Ap-6.19.5.6 The length of a discontinuity as entered Proved Calibration Blocks under " Indication Length" on the test report shall be determined by locating the points at each end at which (See Figs. 6.16.la, 6.16.lb and 6.21.)
the indication amplitude drops 6 db and measuring between the points from the center of the transducer at 6.21.I Longitudinal Mode 6.21.1.1 Distance Calibration one end to the center of the transducer at the other (1) Set the transducer in position G on the IIW
.'19.5.7 Each weld discontinuity shall be accepted fn DS b o k.
or rejected on the basis of its mdication rating and its length in accordance with Table 8.15.3 for buildings or (2) Adjust instrument to produce indications at I Table 9.25-3 for bridges, whichever.is applicable.Only in. (25.4 mm),2 in. (50.8 mm),3 in. (76.2 mm),4 in.
those discontinuities which are refectable need be (102 mm) etc. on the CRT.
recorded on the test report.
6.21.1.2 Amplitude (I) Set the transducer in position G on the llW 6.19.6 Each rejectable discontinuity shall be indicated block, position H on the DC block, or position M on the weld by a mark directly over the discontinuity on the DSC block.
for its entire length. The depth from the surface and (2) Adjust the gain until maximized indication
[.
type of discontinuity shall be noted on nearby base from first back reflection attains 50 to 75 percent A
metal.
screen height.
=.
.==,
i
. Ultrasonic T.: sting of Groove Welds /83
- g g
(3) Set the transducer in position K on DSC block.
=
for 45 deg through 70 deg.
/
(4) Set the transducer in position N on SC block
/
for 70 deg angle.
/
(5) Set the transduc..:in position O on SC block t/
for 45 deg angle.
q p
(6) Set the transducer in position P on SC block 4
gg for 60 deg angle.
(7) Move the transducer back and forth over the g
line indicative of the transducer angle until the signal from the radius is maximized. Compare the sound en-try point on the transducer with the angle mark on the calibration block (Tolerance:
- 2 des).
'~
I 6.21.2.3 Distance Calibration Procedure (1) Set the transducer in position D on the !!W p.;-Q block (an'y angle).
(2) Adjust the instrument to attain indications at 4 l-IN IN:
in. (102 mm) and 8 in. (204 mm) or 9 in. (230 mm) on
' 'L,.-
( '. -
the cathode ray tube (CRT),9 in. on Type I block or 8
/;
E. tee.
in. on Type 2 block.
(3) Set the transducer in position J or L on the cQ i ese m.
DSC block (any angle).
i l
q gg (4) Adjust the instrument to attain indications at I in. (25.4 mm), 5 in. (127 mm) and 9 in. (230 mm) on 7
p ',.
the CRT in the J position.
(5) Adjust the instrument to attain indications at 3 4,.
- f in. (76.2 mm) and 7 in. (177.8 mm) on the CRT in the
(
hfN L position.
t!
rd IN eX (6) Set the transducer in position I on the DC
.I F
N block (a.ny angle).
l' l
l /'.- l
/
(7) Adjust the instrument to attain indication at i N
in. (25.4 mm),2 in. (50.8 mm),3 in. (76.2 mm),4 in.
- * ~ '
(102 mm), etc., on the CRT.
Fig. 6.21-Transducer positions (typical).
6.11.2.4 Amplitude or Sensitielty Calibration Procedure 6.21.1.3 Resolution (1) Set the transducer in position A on the llW (1) Set the transducer in position F on the IIW block (any angle).
block (2) Adjust the maximized signal from the 0.06 in.
(2) Transducer and instrument should resolve all (I.52 mm) hole to attain a horizontal reference line three distances.
height indication.
(3) Set the transducer in position L on the DSC 6.21.2 Shear Wave Mode (Transverse) block (any angle).
6.21.2.1 Locate or check the transducer sound en-(4) Adjust the maximized signal from the 1/32 in.
try point (index point) by the following procedure:
(0.8 mm) slot to attain a horizontal reference line (1) Set the transducer in position D on the IlW height indication.
block, position J or L on the DSC block, or I on the (5) Set the transducer on the SC block, position N DC block.
for 70 deg angle, position O for 45 deg angle, or posi-(2) Move transducer until signal from the radius is tion P for 60 deg ar.gle.
maximized.
(6) Adjust the maximized signal from the I/16 in.
The point on the transducer which is in line with the (1.6 mm) hole to attain a horizontal reference line line on the calibration block is indicative of the point height indication.
of sound entry.
(7) The decibel reading obtained in (6) shall be 6.21.2.2 Check or determine the transducer sound used as the " Reference Level" "b" reading on the path angle by the following procedure:
" Test Report" sheet (Appendix E).
(1) Set the transducer in position B in !!W block 6.21.2.5 Resolution
{..
for angles 40 deg through 60 deg.
(1) Set the transducer on resolution block, position (2) S,et the transducer in po.sition C on Ilw block Q for 70 deg angle; position R for 60 des angle, or i
.~
84/ STRUCTURAL WE!. DING CODE (2) Transducer and instrument shall resolve the 6.22 Scanning Patterns
(
three test holes, at least to the extent of distinguishing (See Fig. 6.22) the peaks of the indications from the three holes.
6.22.1 Longitudinal Discontinuities 6.21.2.6 Approach Distance of Search Unit The minimum allowable distance, X, between the 6.22.1.1 Scanning Movement A ota
" j*
'g toe of the search unit and the edge ofIlw block shall
,2 g
te tB be as follows:
Scanning distance b shall be such that the for 70 deg transducer, X = 2 in. (50.8 mm) section of weld being tested is covered.
for 60 deg transducer, X = 15/8 in. (41.3 mm) 6.22.1.3 Scanning Movement C for 45 deg transducer, X = 1 in. (25.4 mm)
Progression distance c shall be approximately one.
N half the transducer width.
Note: Movements A, B. and C are combined into one scanning pattern.
6.22.2 Transverse Discontinuities 6.22.2.1 Scanning pattern D (when welds are ground Dush).
6.22.2.2 Scanning pattern E (when weld rem, force-2-- --(Dl l
lO T ~.,-- : -
A" ment is not ground Dush).
'"*"~0~
Scanning angle e = 15 deg max i
'4 r
- N-Note: Scanning pattern is to be such that full weld g
~
./
i~1. r
,i o section is covered.
6.22.3 Electroslag or Electrogas Welds (Additional,
mac*
- ."**a
.....j ;e' O i!TL.@._. gj CZ5.*.""."cw S:anning Patterni
- x. : __ ** ** "'" =
6.22.3.1 Scanning Pattern E u
ar e P=2 t.
n a...e m.
Search unit rotation angle angle e between 45 deg o
u.
-c-n i.n.
.a..
and 60 deg.
)
a,
- *'*a'-*~
Note: Scanning pattern shall be such that full weld
(
Fig. 6 22-Plan view of welded plate.
section is covered.
Metric (SI) Equivalents for Section 6 Figures in.
mm in.
mm in.
mm in.
mm in.
mm in.
mm 0.005 0.13 0.500 12.70 1.000 25.40 1.773 45.03 2.061 52.35 3.966 100.74 0.032 0.8 I 0.521 13.23 1.026 26.06 1.819 46.20 2.121 53.87 4.000 101.60 0.060 1.52 0.6 15.2 1.177 29.90 1.822 46.28 21/4 57.2 4
102 1/16 1.6 0.691 17.55 1.200 30.48 1.846 46.89 2.275 57.78 5.117 129.97 0.080 2.01 0.699 17.75 1.250 31.75 1.873 47.57 2.308 58.62 5.131 130.33 3/32 2.4 0.731 18.57 1.299 32.99 1.967 49.96 2.500 63.50 5.145 130.68.
0.125 3.18 0.750 19.05 1.334 33.88 1.450 36.83 21/2 63.6 6.000 152.40 0.250 6.35 0.771 19.58 1.344 34.14 1.555 39.50 2.533 64.34 6
152 0.375 9.52 0.804 20.42 1.402 35.61 1.656 42.0f 2.625 66.67 8
203 0.384 9.75 0.875 22.22 1.410 35.81 1.682 42.72 3
76.2 0.4 10.2 0.905 22.99 1.480 37.59 1.720 43.69 3.000 76.20 0.484 12.29 0.92 23.4 l-l/2 38.1 2.000 50.80 3.544 90.02 1/2.
12.7 1
25.4 1.500 38.10 2
50.8
(
(
- 7. Strengthening and Repairing Existing Structures 7.1 General surfaces, inside the areas cleaned for receiving welds, shall be given a protective coating if so specified.
All provisions of this code apply equally to the 7.4.2 Edges to be welded that have been reduced in strengthening and repairing of existing structures ex.
thickness to less than the size of weld specified shall be cept as modified in this section.
cut away or built up to provide a thickness equal to the size of the weld except for occasional short lengths where some reduction of weld size would not be 7.2 Maten,als detrimentai.
7.2.1 The types of base metal involved shall be deter.
7.4.3 Structural elements under stress shall not be mined before preparing the drawings and removed or reduced in section. except as specified by specifications covering strengthening or repair of ex.
the plans or Engineer.
isting structures.
7.2.2 Where different base metals are to be joined, 7.5 SpeClal special consideration must be given to the selection of filler metal and welding procedure.
member is permitted to carry live load stress while 7.3 Design welding or oxygen cutting is being performed on it, ta ng into consMeration the extent of eross section C
7.3.1 Before completing the design the following should be determined:
h, eating of the member which results from the opera.
tion that is being performed.
7.3.1.1 The character and extent of damage to the parts and connections that require repair or 7.5.2 If material is added to a member carrying a strengthening.
- dead load stress in excess of 3000 psi (20.7 MPa)it is 7.3.1.2 Whether the repairs should consist only of desirable to relieve the member of dead load stress or restoring corroded or otherwise damaged parts or of to prestress the material to be added. If neither is replacing members in entirety.
practicable. the new material to be added shall be 7.3.2 A complete study of stresses in the strt::ture proportioned for a, unit stress equal to the allowable shall be made if the design of strengthening goes un!t stress in the original member minus the dead load beyond the restoration of corroded or otherwise unit stress in the original member.
damaged members. Allowance should be made for 7.5.3 Where rivets or bolts are overstressed by the fatigue stresses which members may have sustained in total load, only dead load shall be assigned to them past service.
provided they are capable of supporting it without 7.3.3 Members subject to cyclical loading shall be overstress. In such cases. sufficient welding shall be designed for fatigue stresses of the general specifica.
provided to support alllive and imp!ct loads. If rivets tion. When previous loading histories are available for or bolts are overstressed by dead load alone then suf.
a structure. recognizance of it may be made to ficient welding shall be added to support the total equalize the anticipated lives of old and replaced load.
i elements of the structure.
7.5.4 In strengthening rr. embers by the addition of material, it is desirable to arrange the sequence of 7.4 Workmanship welding so as to maintain a symmetrical section at all times. This is of particular importance if live load is 7.4.1 Surfaces of old material which are to be covered permitted upon the structure while the member under by repair or reinforcing material shall be cleaned of c nsideration is being strengthened or repatred.
dirt. rust and other foreign matter except adherent 7.5.5 Particular care should be given to the sequence paint film. The portions of such surfaces that are to of welding in the apphcation of reinforcing plates on
(
receive welds shall be cleaned thoroughly of all foreign girder webs and to the treatment of welds in the end matter includi.ng paint. film for a distance,of 2 in. (50.8 joints..o.f such plates. whe.re they abut stiffener
,,,..r.-.
........u...
,...u.,.
...,....:.a 85
a.
(
GeneralRequirements 8.2.1.7 Specification ror High-Yield Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding (ASTM A514).
8.2.1.8 Specification for Pressure Vessel Plates, and PP ication Carbon St el. for Modnate and town Tempeatum 8.1 A 1
Service (ASTM A516).
8.I.1 This section supplements Sections 1 throug! 6 8.2.I.9 Specification for Pressure Vessel Plates, and is to be used in conjunction with the prescribed
^[{
*I, igh Strength, Quenched and Tempered 5 '
Building Code'" for the design and construction of steel structures.
8.2.1.10 Specification for Structural Steel with 42 000 psi Minimum Yield Point (1/2 in. maximum 8.1.2 Where fatigue loading would govern the propor-thickness) (ASTM A529).
tions of a member or its connection the provisions of 8.2.1.11 Specificatica for Hot Ro!!cd Carbon Steel Appendix B of the A!SC Specification for the Design, Sheets and Strip, Structura! Quality (ASTM A570, Fabrication and Erection of Structural Steel for
.1 Buildings should take precedence over the values tab.
8.2.1.12 Specification for High-Strength Low-ulated in this section.
Alloy Columbium Vanadium Steels of Structural Quality (ASTM A572).
(
8.2.1.13 Specification for High Strength Low-
\\
8,2 Base Metal Alloy Structural Steel with 50.000 psi Minimum Yield Point to 4 in. Thick (ASTM A588).
8.2.1 Steel base metal to be welded under this code 8.2.1.14 Specification for Steel Sheet and Strip, shall conform to the requirements of the latest edition Hot-ro!!ed and Cold-rolled, High Strength, Low of one of the specifications listed below. Combinations All y, w th Improved Corrosion Resistance (ASTM of any of the steel base metals specified may be welded A606. Types 2 and 4: Type 4 shall have properties together suitable for welding).
8.2.15 Specification for Structural Steel (ASTM 8.2.1.15 Specification for Steel Sheet and Strips, Hot rolled or Cold rolled High Strength. Low Alloy A36)'.l.2 Specification for Steel Pipe (ASTM A53 8.2 un m an r
anadum (N AM -
G B)
Grades 45,50 and 55).
8 1.3 Specification for High Strength Low-Alloy 2.1.M Spe&ahn kr WWoM Med ad Structural Steel (ASTM A242. with properties Seamless High Strength Low-Alloy Structural Tub-suitable for we,ldi.ng).
ing (ASTM A618, Grades II and 111; Grade I with 8.2.I.4 Specification for High Strength Low-Alloy properties suitable for welding).
t 8.2.1.5 Specification for Cold. Formed Welded and 8.2.1.17 Specification for Normalized High Scamless Carbon Steel Structural Tubing in Rounds Strength Low Alloy Structural Steel (ASTM A633).
and Shapes (ASTM A500).
8.2.1.18 Specification for Structural Steel for Bridges (ASTM A70%
j 8.2.1.6 Specification for Hot Formed Welded and Seamless Carbon Steel Structural Tubing (ASTM 8.2.2 When an ASTM A709 grade of structural steel t
A501).
is considered for use, its weldability shall be estab-lished by the steel producer, and the procedure for
- The term " Building Code." wheres er the expression occurs in this welding it shall be established by qualification in ac-code, refers to building law or specifications or other construction cordance with'the requirements of 5.2 and other such regulations in conjunction with which this code is applied. In the requirements as may be prescribed by the Engineer, absence of any locally applicable building law or specifications or other construction regulations it is recommended that the construc.
with the foyowing exception: if the grade supplied tion be required to compiv with the Specification for the Design.
meets the chemical and mechanicsl EroEerties of I%
Fabncation. and Erec, tion "of Structural Steel for Buildings of the ASTM A36,,A572 Gr. 50, A588,' or A514. 'he apph,-
4 l
I 86
_-__,__-,.7-
Structural Details /87
(
8.2.3 When a steel other than those listed in 8.2.1 is sponding increase shall be applied to the allowable approved under the provisions of the general building unit stress for welds.
code and such steel is proposed for welded construc-tion, the weldability of the steel and the procedure for welding it shall be established by qualification in ac-cordance with requirements of 5.2 and such other re-quirements as prescribed by the Engineer.
8.2.3.1 The responsibility for determining wc!dabil-ity, including the assumption of the additional testing Part C cost involved, is assigned to the party who either specifies a material other than listed in 8.2.1 or who str#ctural, Details proposes the use of a substitute material not listed in
~
8.2.1. The fabricator shall have the responsibility of establishing the welding procedure by qualification.
8.6 Combinations of Welds 8.2.4 Extension bars, run-off plates, and backing used in welding shall conform to the following re-If two or more of the general types of welds (groove, 9}I]"*"
fillet, plug, si t) are combined in a single joint, the gyhe used in welding with an approved steel listed in 8.2.1,it may be any of the steels listed in 8.2.1.
allowable capacity of each shall be separate,1y com-puted with reference to the axis of the group, m order (2) When used in welding with a steel qualified in t determine the allowable capacity of the com.
accordance with 8.2.3 it may be:
nation.
(a) The steel qualified, or (b) Any steel listed in 8.2.1.
Spacers used shall be of the same material as the 8.7 Welds in Combination with Rivets base metal.
and Bolts 8.2 5 The provisions of this code are not intended for use with steels having a minimum specified yield point Rivets or bolts used in bearing-type connections shall or yield strength over 100 000 psi (690 MPa).
not be considered as sharing the stress in combination with welds. Welds, if used, shall be provided to carry the entire stress in the connection. However, connec-tions that are welded to one member and riveted or bolted to the other member are permitted. High Part B strength bolts properly installed as a friction-type con-nection prior to welding may be considered as sharing Allowable unir stresses the stress with the weids.
8.3 Base Metal Stresses The base metal stresses shall be those specified in the 8 8.1 If longitudinal fillet welds are used alone in end I
applicable Building Code.
connections of flat bar tension members, the length of each fillet weld shall be no less than the perpendicular distance between them. The transverse spacing of 8.4 Unit Stresses in Welds I ngitudinal fillet welds used in end c nnecti ns shall not exceed 8 in. (203 mm), unless end transverse wc!ds r intermediate plug or slot welds are used.
8.4.1 Except as modified by 8.5. allowable unit stress in welds shall not exceed those listed in Table 8.4.1.
8.8.2 Intermittent lillet welds may be used to carry calculated stress.
l 8.4.2 Stress on the effective throat of fillet welds is considered as shear stress regardless af the direction of 8.8.3 For lap joints the minimum amount oflap shall l'
application.
be live times the thickness of the thinner part joined but not less than I in. (25.4 mm) (see Fig. 8.8.3).
8.5 Increased Unit Stresses 8.8.41.ap joints in parts carrying axial stress shall be double-fillet welded (see Fig. 8.8.3), except where de-Where the Building Code permits the use ofincreased flection of the joint is sufficiently restrained to pre-unit stresses in the base metal for any reason, a corre-vent it from opening under load.
-.z...
L D -
2 88/ STRUCTURAL WELDING CODE Table 8.4.1-Allowable stresses in welds
(
Stress in weld' Allowable stress Tension normal to the effec.
Matching weld metal must be tive area Same as base metal i
used. See Table 4.1.1
.5 Weld metal with a strength Compression normal to the level equal to or one cles.
2
- effective area Same as base metal sification (10 ksi) less j
than matciting weld metal y
may be used
.o{
lE Tension or.:ompression 4
Same as base metal Weld metal with a strength parallel to the axis of the weld level equal to or less than kg 0.30 nommal tensile strength matching weld metal may be E
of weld metal (ksi), except used d
Shear on the effective area shear stress on base metal shall i
not exceed 0.40 yield stress of 1
base metal 0.50 nominal tensile strength of i,
Compression Joint not weld metal (ksi), except stress normal to designed to on base metal shall not exceed effective area bear 0.60 yield stress of base metal Joint designed Same as base metal
- g to bear 1
Tension or compression Wald meal with a strength parallel to the axis of the weld' Same as base metal level equa! to or less than
(-
matching weld metal may be 1V 0.30 nominal tensile strength used i-lE!
of weld metal (ksi). except 3 **
Shear parallel to axis of weld shear stress on base metal shall y
not exceed 0.40 yield stress a.
of base :.etal 0.30 nominal tensile strength Tension normal to effective of weld metal (ksi), except shear stress on base metal shall area not exceed 0.60 yield stress
=
of base metal 0.30 nominal tensile strength l
of weld metal (ksi). cacept
[
'g Shear on effective area shear stress on base metal shall Weld metal with a strength I
a not exceed 0.40 yield stress level equal to or less j
3; of base metal than matching metal may be used
[-
j Tension or compression Same as base metal para!!ct to axis of we!d I
0.30 nominal tensile strength l
g.g Shear parallel to faying of weld metal (ksi). except Weld metal with a strength l
&*j shear stress on base metal shall level equal to or less than surfaces (on effective area) l Em not exceed 0.40 yield stress matching metal may be used g
f of base metal I
'For definition of effective area, see 2.3.
(
'For matching weld metal, see Table 4.1.1.
A 8 Fillet welds and twrtial icint ne~"* tion en ove welA joinine 'he comeohent -lements of huilt.
...-.<,a......
........$....m..A.
or compressive stress in these elements parallel to the axis of the welds.
1 i
, _... ~....,.. _,.. _ -.. _. - - _... _,,
..-l 1
Structural Details /89
'(
Interrupt weld at corner S
o
(
I t
1/
y
~
t H--
_ [,,,,
/// /// // /////// //
Fig. 8.8.3-Double-fillet welded lap joint.
.)
(
8.8.5 Fillet welds deposited on the opposite sides of a
')
(I
,')4 common plane of contact between two parts shall be g
J 3.;
interrupted at the corner common to both welds. (See Fig. 8.8.5).
- 8.8.6 Boxing (End Returns!
')
g.
8.8.6.1 Side or end fillet welds terminating at ends
/
or sides, respectively, of parts or mcmbers shall,
,A E.
wherever practicable, be returned continuously
<j f:
around the corners for a distance at least twice the q
7 nominal size of the weld except as provided in 8.8.5.
h This provision shall apply to side and top fillet welds connecting brackets, beam seats and similar connec-tions on the plane about which bending moments are h
computed.
8.8.6.2 End returns shall be indicated on the draw.
Fig. 8.8.5-Fillet welds on opposite sides of a com-ings.
mon plane.
l 8.9 Eccentricity 8.12 Connections of Components of In general, adequate provision shall be made for bend-Built-Up Members
{
ing stresses due to eccentriety, if any, in the disposi-tion and section of base metal parts and in the loca.
8.12.1 If two or more plates or rolled shapes are used tion and types of welded joints. The disposition of to build up a member, sufficient stitch welding (of the IIll t, plug, or slot type) shall be provided to make the f
fillet welds to balance the forces about the neutral axis or axes for end connections of single. angle, double-parts act in unison as follows, except where transfer or angle, and similar type members is not required; suct.
calculated stress between the parts joined requires weld arrangements at the heel and toe of angle mem, closer spacing:
bers may be distributed to conform to the length of the 8.12.1.1 The maximum longitudinal spacing of various available edges. Similarly, T or beams fram.
stitch welds connecting two or more rolled shapes in ing into chords of trusses, or similar joints, may be egntact with one another shall not exceed 24 in. (610 connected with unbalanced fillet welds.
mm).
8.12.1.2 in built up compression members, the longitudinal spacing of stitch welds connecting a plate I
8.10 Trans.t.i ion of Thicknesses or component to other components shall not exceed the Widths plate thickness times 4000/%or shallit exceed 12
. in. (305 mm)(F, = specified minimum yield point in Tension butt joints in axially aligned primary mem-psi of the type of steel being used). The unsupported bers or different material thicknesses or widths shall width of web. cover or diaphragm plates, between be made in such a manner that the slope through the adjacent lines of welds shall not exceed the plate transition zone does not exce:d 1 in 2-1/2. The transi-thickness times 8000 6 When the unsupported tion shall be accomplished by chamfering the thicker width exceeds this limit, bt$t a portion ofits width no part, tapering the wider part, sloping the weld metal, greater than 8000/[rtimes the thickness would or by any combination of these. (See Fig. 8.10).
satisfy the stress requirements, the member will be considered acceptable.
8.11 Beam End Connections 8.12.1.3 in< built in tension members, the lon-gitudinal spacing of stitch welds connecting a plate Welded beam end connections shall be designed in ac-component to other components or connecting two
(-
cordance with the assumptions about the degree of re-plate components to each other, shall not exceed 12 in.
straint involved in the designated type of con.
(305 mm) or 24 times the thickness of the thinner struction.
plate.
w
, x..
i. i I
a J.
90/ STRUCTURAL WELDING CODE
~,
A
' ~
1 1
21/2 2-1/2 y
g ip Transition by stoping weld surface
..m.
after welding e
Remove 1
1
[ after welding 2-1/2 2-1/2 hN()
o o
o 2-1/2
~J
(
'l i
I Transition by sloping weld surface and chamfering Chamfor before welding Chamfer 1
1 before welding 2-1/2 2-1/2
{]
(
(
a 2-1/2 Transition by chamfering thicker part Centerlire Alignment Offset Alignment (Particulaly applicable to web plates)
(Particularly applicable to Sange plates)
,y Groove may be of any pennitted or qualiSed type and detail.
- m-Transition slopes shown are the maximum permitted.
Transition of Butt Joints in Parts of Unequal Thickness 11 2-1/2 N
Butt joint 4 i
i Width of l
/
-Width of wider plate L-- narrower s
plate l
/
2-1/2 1I Transition of width Fig. 8.10-Transition of thicknesses of widths.
- _ i 8
o, Workmanship /9l
(
Table 4.15 3-Ultrasonic acceptance criteria MINIMUM ACCEPTANCE LEVELS (DECIBELS)
WELD THICKNESS (in.).~.ND TRANSDUCER ANGLE 5/16
> 3/4
>ll/2
>2 1/2
>4
>6 REFLECTOR to to to to to to SEVERITY 3/4 11/2 2-1/2 4
6 8
70' 70' 70' 60* 45' 70* 60* 45' 70' 60' 45' 70* 60* 45' Larne reDectors
+8
+3 1 +2 +4
-4
-l + 1
-7
-4 2
9
-6
-4 Smalt re9ectors
+9
+4
+-
+4 + 6
-2 +
+3 5
-2 0
-7
-4 2
Minor reflectors
+ 10
+5 W +6 +8 0 +3 +5
-3 0 +2 5
-2 0
LARGE REFLECTORS Any discontinuity. REGARDLESS OF LENGTH. having
+
a more serious rating (smaller number) than this level shall be rejected.
SMALL REFLECTORS Any discontinuity longer than 3/4 in. (19,0 mm) having a NOTES!
more serious rating (smaller number) than this level shall be (1) Discontinuities which have a more serious rating than rejected.
those of minor reflectors shall be separated by at least 2L. L being the length of the larger discontinuity. Discontinuitics MINOR REFLECTORS not separated by at least 2L are considered to be one discon-Only those discontinuities exceeding 2 in. (51 mm)in length tinuity whose length is determined by the combined length of and having a more serious rating (smaller number) than the discontinuities plus their separation distance.
this level shall be rejected.
(2) Discontinuities which have a mom serious rating than those of minor reflectors shall not begin at a distance SCANNING LEVELS smaller than-2L from weld ends carrying primary tensile stress. L being the discontinuity length.
Sound path (3) Discontinuities in the root. face areas of full penetra-distance Above zero tion double V-groove welds, double J-groove welds, double-mm reference.db in.
U. groove welds and double. bevel. groove welds detected at the scanning level shall be evaluated at an acceptance level 4 db more sensitive than prescribed by this table;i.e., add +4 to 2 I/2 63.5
+ 14 units to the number in the table.
> 21/2 to 5 63.5 127
+ 19 (4) Electroslag and Electrogas Welds - Discontinuities
> 5 to 10 127 254
+ 29 uhich exceed 2 in. (51 mm)in length and occur in the middle half of such welds are to be evaluated at an acceptance level
>10 to 15 254 - 381
+39 6 db more sensitive than the above levels.
Part D 8.13.1.2 Permis>Rle variations from" flatness of webs having a depth D and a thickness t in panels Workmanship bounded by stirreners or flanges or both whose least panel dimension is d shall not exceed the following:
8.13 DimensionalTolerances Loading 8.13.1 The dimensions of structural members shall be within the tolerances specified in 3.5. with the follow.
Intermediate stiffeners on both sides of web ing additional requirements:
where D/t <l50, maximum variation = d/Il5 d/100 8.13.1.1 Variation from flatness of girder webs shall where D/tbl50. maximum variation = d/92 d/80 Intermediate stiffeners on one side only of web be determined bY measurinI offsets from a straight where D/t<100, maximum variation = d/100 edge whose length is not less than the least dimension where D/t 4100, maximum variation = d/67 of any panel. The straight edge shall be placed in any No intermediate stiffeners position of maximum variation on the web with the maximum variation = D/150 ends of the straight edge adjacent to opposite panel
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se 4
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92/ STRUCTURAL WELDING CODE 8.13.I.3 Web distortions of twice the allowable 8.15.2 Nondestructive Inspection. Welds that are sub-(-
tolerances of 8.13.1.2 shall be satisfactory when oc-ject to raciographic or magnetic particle testing in curing at the end of a girder which has been drilled,or addition to visual inspection, shall be unacceptable if subpunched and teamed; cither during assembly or to the radiograph or mapetic particle inspection shows a template for a field bolted splice; provided, when the
- any of the types of discontinuities given in 8.15.2.1 or splice plates are bolted, the web assumes the proper 8.15.2.2.
dimensional tolerances.
8.15.2.1 Indindual discontinuities, having a great-8.13.I.4 If architectural considerations require est dimension of 3/32 in. (2.4 mm) or greater, if:
tolerances more restrictive than described in 8.33.1, (1) The greatest dimension of a discontinuity is specific reference must be included in the bid docu.
larger than 2/3 of the effective throat,2/3 the weld
- ments, size, or 3/4 in. (19.0 mm).
(2) The discontinuity is closer than three times its greatest dimension to the end of a groove weld subject t
8.14 Temporary Welds to primary tensile stresses.
(3) A group of such discontinuities is in line such Temporary welds shall be subject to the same welding that:
procedure requirements as final welds. They shall be (a) The sum of the greatest dimensions of all removed when required by the Engineer. When they such discontinuitics is larger than the effective throat are removed the surface shall be made flush with the or wc!d size in any length of six times the effective original surface.
throat or weld size. When the length of the weld being examined is less than six times the effective throat or weld size, the permissible sum of the greatest di-8*15 QualitIof Welds mensions shall be proportionally less t' nan the effec.
tive throat or weld size.
8.15.1 Visual Inspection. All welds shall be visually which are adj, space between two such discontinuities (b) The inspected. A weld shall be acceptable by visualinspec-acent is less than three times,the great.
tion if it shows that:
est, dimension of the larger of the discontmuities in the 8.15.1.1 The weld has no cracks.
b'i 8
.15.1.2 Th rough fusion exists between weld metal pakg5. 2 de ndent of the requirements,of (
8.15.2.1. discontinuities havmg a greatest dimension 8.15.I.3 All craters are filled to the full cross see-ofless than 3/32 in. (2.4 mm)if the sum of their great-tion of the welds.
est dimension exceeds 3/8 in. (9.5 mm) in any linear 8.15.1.4 Weld profiles are in accordance with 3.6.
inch of weld.
8.15.1.5 The sum of diameters of piping porosity does not exceed 3/8 in. (9.5 mm)in any linear inch of 8.15.3 Welds that are subject to ultrasonic testing, in weld and shall not exceed 3/4 in. (19.0 mm) in any 12 addition to visual inspection, shall be acceptable if in. (305 mm) length of weld.
they meet the requirements of Table 8.15.3.
8.15.1.6 Fillet welds in any single continuous weld Ultrasonically tested welds are evaluated on the basis shall be permitted to underrun the nominal fillet size of a discontinuity reflecting ultrasound in proportion required by 1/16 in. (1.6 mm) without correction pro-to its effect on the integrity of the weld.
vided that the undersize weld does not exceed 10 per-cent of the length of the weld. On web.to. flange welds 8.15.4 Welds that are subject to liquid penetrant test-on girders, no underrun is permitted at the ends for a ing in addition to visualinspection, shall be evaluated length equal to twice the width of the flange.
on the basis of the requirements for visual inspection.
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- 9. Design of New Bridges Part j 9.2.1.10 Specification for Normalized High.
Strength Low Alloy Structural Steel (ASTM A633).
General Requirements 9.2.11I Spacification for Stmewrat steen for Bridges (ASTM A709).
9.2.2 When an ASTM A709 Grade structural steelis' considered for use,its weldability shall be established by the steel producer and the procedure for welding it shall be established by qualification in accordance with the requirements of 5.2 and such other re-9.1 Application quirements as may be prescribed by the Engineer, 6
with the following exception: if the grade to be This section supplements Sections I through 6 and is supplied meets the ch'emical and mechanical proper.
to be used in conjunction with the prescribed standard ties of ASTM A36. A572 Gr. 50, A588, or A514, the specification for the design and construction of applicable prequalified procedures of this code shall highway or railroad bridges, as required.
apply.
9.2.3 When an ASTM A242 or A618, Grade I, low 9.2 Base Metal alloy $ teel is considered for use, its weldability shall be investigated by the Engineer, and the Engineer shall
(
9.2.1 Steel base metal to be welded under this code Specify all, pertinent material, design, and w rkmanship information not covered by this code.
shall conform to the requirements of the latest edition or one of the specifications listed below. Combinations 9.2.4 When a steel other than one listed in 9.2.1 is of any approved steel base metals may be welded approved under the provisions of the general bridge together.
specifications and such steel is proposed for welded 9.2.1.1 Specification for Structural Steel (ASTM construction, the weldability of the steel and the A36).
procedure for welding it shall be established by 9.2.1.2 Specification for High-Strength 1.ow Alloy qualification in accordance with the requirements of Structural Manganese Vanadium Steel (ASTM 5.2 and such other requirements as prescribed by the A441).
Engineer.
9.2.I.3 Specification for Cold Formed Welded and 9.2.4.1 The responsibility for determining Seamless Carbon Steel Structural Tubing in Rounds weldsbi!!!y, including the assumption of the additional and Shapes (ASTM A500).
testing costs involved, is assigned to the party who 9.2.1.4 Specification for Hot. Formed Welded and either specifies a material other than listed in 9.2.1 or Seamless Carbon Steel Structural Tubing (ASTM who proposes the use of a substitute material not listed A501).
in 9.2.1. The fabricator shall have the responsibility of 9.2.1.5 Specification for High Yield Strength, establishing the welding procedure by qualification.
Quenched and Tempered Alloy Steel Plate, Suitable 9.2.5 Extension bars, run-off plates and bacling used for Welding (ASTM A514).
in welding shall conforr-to the following re-9.2.1.6 Specification for Pressure Vessel Plates, quirements:
Carbon Steel, for Moderate and Lower-Temperature (1) When used in welding with an approved steel Service (ASTM A516).
listed in 9.2.1, it may be any of the steels listed in 9.2.1.
9.2.1.7 Specification for High-Strength Low Alloy (2) When used in welding with a steel qualified in ac-Columbium-Vanadium Steels of Structural Quahty cordance with 9.2.4 it may be:
-Grades 42,45, and 50 (ASTM A572).
(a) The steel qualified.
9.2.1.8 Specification for High-Strength Low-Alloy (b) Any steel listed in 9.2.1.
Structural Steel with 50.000 psi Minimum Yield Point Spacers shall be of the same material as the base to 4 in. thick (ASTM A588).
metal.
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9.2.1.9 Specification for Hot. Formed Welded and 9.2.6 The p.rovisions of this, code are n,ot intended for Seamless High-Strength.. Low Alloy Structural Tub.
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A e r. a g e e. c.-4. t ag use with steels having a mmarm" specified vield momt
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properties suitable for weiding).
93
94/ STRUCTURAL WELDING CODE Part B Allowable Unit Stresses Part C Structural Details
(
9.3 Unit Stresses in Welds '
9.7 General 2
In general, details shall minimize constraint against Note: The application of these stresses is modified by ductile behavior, avoid undue concentration of the requirements of 9.4.
welding, and afford ample access for depositing the 9.3.1 Except as modified by 9.4,9.5, and 9.6, allow-able unit stress in welds shall not exceed those listed 9.8 Noncontinuous Beams in Table 9.3.1,
~
9.3.2 Stress on the effective throat of fillet welds is The connections at the ends of noncontinuous beams cor;sidered as shear stress regardless of the direction of shall be designed with flexibility so as to avoid ex-app!!;ation.
cessive secondary stresses due to bending. Seated con-nections with a flexible or guiding device to prevent end twisting ara: recommended.
9.4 Fatigue Stress Provisions 9.9 Participation of Floor System The fatigue stress provisions shall, as applicable, com-Details of the floor system should be so designed as to ply with the Standard Specifications for Highway avoid, in so far as possible, unintended participation in Bridges as adopted by the American Association of the chord or flange stresses.
State Highway and Transportation Officials (AASHTO) or Specification for Steel Railway Bridges of the American Railway Engineering 9.10 Lap Jo, ts m
Association (AREA). For bridges subject to cyclic loading, other than highway or railway applications, 9.10.1 The minimum overlap of parts in stress-(
stress ranges may be obtained from Table 9.4 and carrying lap loints shall be five times the thickness of
(
Figs. 9.4a and 9.4b for appropriate general condition the thinner part. Unless lateral deflection of the parts and cycle life. The cycle life should be determined by is prevented, they shall be connected by at least two the Engineer to meet the planned life requirements of transverse lines of fillet, plug or slot welds, or by two the structure.
or more longtitudinal fillet or slot welds.
9.10.2 Iflongitudinal fillet welds are used alone in lap.
joints of end connections, the length of each fillet weld 9.5 Combined Unit Stresses shall be no less than the perpendicular distance between them. The transverse spacing of the welds shall not exceed 16 times the thickness of the con-In the case of axial stress combined with bending, the nected thinner part unless suitab!c provision is made allowable unit stress of each kind shall be governed by (as by intermediate plug or slot welds) to prevent the requirements of 9.3 and 9.4 and the maximum buckling or separation of the parts. The longitudinal combined unit stresses calculated therefrom shall be fillet welds may be either at the edges of the member limited in accordance with the requirements of the or in slots.
applicable general specifications.
9.10.3 When fillet welds in holes or slots are used, the clear distance from the edge of the hole or slot to the adjacent edge of the part containing it, measured 9.6 Increased Unit Stresses perpendicular to the direction of stress. shall be no ! css than five times the thickness of the part nor less than two times the width of the hole or slot. The strength of When the applicable general bridge specificatton per-the part shall be determined from the critical net sec-mits the use ofincreased unit stresses for combination tion of the base metal.
of loads or for secondary or erection stresses, cor-responding increases may be applied under this code.
9.11 Corner, and T Joints Corner and Tjoints that are to be subjected to bending a Unless specmed in the general specmcations. it is recommended about an axis _ parallel to the joint shall have their
(.
that the basic umt shear stress in the net section be 65 percent of the welds arranged to avoid concentration of tensile stress
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k' Structural Details l95
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Table 9.3.1-Allowable stresses in welds Required weld Type of Stress in weld' Allowable stress strength level 2 weld Tension normal to the Matching weld metal must be Same as base metal effective area used. See 'rable 4.1.1 Weld metal with a strength I'* *I '9"*I ' *"* 'I'*~
Compression normal to the Same as base metal sification (10 ksi), less
,g g7 g,,,,,,
.9,,3 than matching weld metal may be used k.2 y l!V Tension or compression parallel Same as base metal U { *{
Weld metal with a strength -
to the axis of the weld U.27 nominal tensile strength level equal to or less than of weld metal (ksi), except shear matching meld metal may bc Shear on the effective area stress on base metal shall not used exceed 0.36 yield strength of base metal 0.45 nominal tensile strength Compression Joint not of weld metal (ksi), except stress 1.
normal to designed to on base metal shall not exceed effective area bear 0.55 yield strength of base metal Joint designed to bear Same as base metal l
i Tension or compression parallel to Same as base metal j.)j
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'y the axis of the weld, Weld metal with a strength A
level equal to or less than
-@ j l 0.27 nominal tensile strength matching weld metal may be ggg of weld metal (ksi), except shear.
used Shear parallel to axis of weld stress on base metal shall not exceed 0.36 yield strength of base metal 0.27 nominal tensile strength '
of weld metal (ksi), except shear Tension normal to effective area stress on base metal shall not exceed 0.55 yield stress of base metal 0.27 nominal tensile strength of weld metal (ksi). except shear stress on base metal shall Weld metal with i strength Shear on effective area ti,.
not exceed 0.36 yield stress level equal to or less
]j of base metal than matching metal may be used Tension or compression parallel Same as base metal to axis of weld 0.27 nominal tensile strength 73 f weld metal (ksi). except shear Weld metal with a strength al Shear parallel to faying stress on base metal shall level equal to or less than Fw surfaces (on effective area) ig 3 not exceed 0.36 peld stress matching metal may be used of base metal
(
'For definition of effective area. see 2.3.
[
For matching weld metal, see Table 4.1.1.
' Fillet welds and partial ioint penetration groove welds joining the comp'onent elements of built.
o' compressive stress in t'hese elements parallel to the axis 'of the welds.
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96/ STRUCTURAL WELDING CODE TatWe 9.4-Fatigue strees provisions
(
Stress
?
category Exampic 2
General Situation Kind of (See Fig.
(See Fig.
condition -
stress 9.4) 9.4)
Plain Base metal with rolled or cleaned sur-T or Rev.
A
- 1. 2 material faces. Oxygen cut edges with ANSI smoothness of 1000 or less.
Built up Base metal and weld metalin mem-T or Rev.
B 3,4, 5,7 members bers without attachments, built-up ofplates or shapes connected by continuous complete or partialjoint penetration groove welds or by con-tinuous fi!!ct welds parallel to the direction of applied stress Calculated flexural stress at toe of T or Rev.
C 6
transverse stiffener welds on girder webs or flanges Base metal at end of partial length Tor Rev.
E 7
welded cover plates having square or tapered ends, with or without welds across the ends Groove Base metal and weld metal at com-T or Rev.
B 3,9,13 a
welds pletejoint penetration groove welded splices of rolled and welded sections having similar profiles when welds
(
are ground flush and weld sound-(
ness established by nondestructive inspection.
9.12 Prohibited Types of Joints (2) At least 25 percent of thejoint shall be welded.
i and Welds (3) Maximum clear spacing end to end of welds shall be twelve times the thickness of the thinner part but not more than 6 in. (152 mm).
9.12.1 The joints and welds listed in the following (4) An intermittent fillet weld shall have welds at paragraphs are prohibited:
c ch end of the joint.
9.12.1.1 Butt joints not fully welded throughout 9.12.I.5 Bevel-grooves and J grooves in butt joints their cross section.
for other than horizontal positions (see Figs. 2.9.I and 9.12.1.2 Groove welds made from one side only:
2.13.1).
(1) Without any backing (2) With backing, other than steel that has not been qualified in accordance with 5.2.
9.13 Comb.inat. ions of Welds These prohibitions for groove welds made from one side only shall not apply to:
If two or more weld types (groove, fillet, plug, slot) are (3) Secondary or non stress carrying members and combined in a r. ingle joint. the allowable capacity of for shoes, etc.
each shall be sepaht ly ecmpu::d, with ::f:rcr.c: to (4) Corner joints parallel to the direction of com-the axis of the group. in order to determine the l
puted. stress, between components for built-up allowable capacity of the combination.
members designed primarily for axial stress.
9.12.1.3 Intermittent groove welds.
9.14 Welds in Combination with Rivets 9.12.1.4 Intermittent Fillet Welds. This prohibition shallnot apply to intermittent fillet welds used to con.
and Bolts nect stiffeners to beams and girders that comply with the following requirements:
In new work, rivets or bolts in combination with welds
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(1) Minimum length of each weld shall be I-l/2 in.
sha!! not be considered as sharing the stress, and the b
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Structural Details l97
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Table 9,4, cont.-Fotigue stress provisions Stress ham e General Kind of category Situation g ee p g, condmon stress
(
ig.
9,4)
Groove Base metal and weld metalin or T or Rev.
B 10,11 welds adjaccat to completejoint penetration groove welded splices at transitions in width or thickness, with welds ground to provide slopes no steeper than I to 21/2.with grinding in the direction of applied stress, and weld soundness established by non.
destructiveinspection Base metal and weld metalin or ad.
Tor Rev.
O g,9,10,11 jacent to completejoint penetration 13 groove welded splices with or without transitions having slopes no greater than I to 21/2 when reinforcement is not removed and weld soundnessis established by nondestructive in-spection.
Base metal at details attached by T or Rev.
D 12,13 groove welds subject to transverse and/orlongitudinal loading when the detaillength, L, parallel to the line ofstressis between 2 in.(50 mm)
C and 12 times the plate thickness, but less than 4 in. (102 mm)
Base metal at details attached by T or Rev.
E 12,13 groove welds subject to transverse and or longitudinalloading when the detail length, L is greater than 12 times the plate thickness or greater than 4 in. (102 mm) long Base metal at intermittent fillet welds T or Rev.
E Film welded connections Base metal adjacent to fillet welded T or Rev.
C 13,14,15,16 attachments with length L in direction of stress less than 2 in. (50 mm) and stud. type shear connectors l
Base metal at details attached by fillet T or Rev.
D 13,14,15
(
welds with detail length L in direction of stress between 2 in. (50 mm) and 12 times the plate thickness but j
less than 4 in. (IO2 mm)
Base metal at attachment-<fetails T or Rev.
E 13,15 with detaillength L in direction of stress (length of fillet weld) greater than 12 times the plate thickness or greater than 4 in.(102 mm)
Fillet melds Shear stress on throat of fillet welds Shear F
8a Reprinted with permission of American Association of State Highway and Transportation Officials.
2
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i 98/STRUCTUP.AL WELDING CODE y
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9
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9 R=2 ft
\\
3
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7 12 \\
. Groove or O
,p fillet - p or E c
cm Reinforcement removed 3
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Diaphragm gusset l 6
Squared, tapered and E
C '90fy 8 wider than flange 14 Catego g
990ry 8 15 Catego,y y 7
16 8
Category g[_ ' % Catego,,,
'Cate9 'Y E Fig. 9.4a-Examples of various fatigue categories.
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n=:::
Note: Numbers below each example are referenced in Table 9.4.
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Structural Details l99
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60 50 N 40 N N
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DQl l l 'N Category A g Y
! DN I
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20 h
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N f
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E 3
2 1
105 5x105 10*
2x105 10' 4x10' CYCLE LIFE
' Transverse stiffener welds on girder webs or flanges Fig. 9Ab-Design stress range curvesfor categories A to F.
which the connection is designed. Bolts or rivets used parts and in the location and types of welded joints.
in assembly may be left in place if their removal is not 9.16.3 For members having symmetrical cross sec-specified. If bolts are to be removed, the plans should tions, the connection welds shall be arranged indicate whether or not holes should be filled and in symmetrically about the axis of the member, or what manner.
proper allowance shall be made for unsymmetrical di5ibuti a f 55'*55'5-9.15 Details of Fillet Welds 9.16A For axially. stressed angle members, the center' f gravity of the connecting welds shall iie between the Fillet welds which support a tensile force that is not line cf the center of gravity of the angic s cross section parallel to the axis of the weld shall not terminate at and the center line of the connected leg. If the center corners of parts or members, except as allowed by of gravity of the connecting weld hes outside of this 9.21.5.2(2), but shall be returned continuously, full z ne, the total stresses, including those due to the size around the corner for a length equal to twice the eccentricity from the center of gravity of the angle, weld size where such return can be made in the same shall not exceed those permitted by this code.
plane. Bosing shall be indicated on design and detail drawings.
9.16 Eccentricity of Connections 9.17 Connections or Splices-Tension and Compression Members 9.16.1 Eccentricity between intersecting parts and members shall be avoided in so far as practicable.
Connections or splices of tension or compression
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9.16.2 in designing welded joints, adequate provision members made by groove welds shall have complete shall be mad.e fo.:r bending stre.sses due to. eccentricity, joint penetration welds. Connections or splices made
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100/STRLlCTtJRAL WELDING CODE be designed for an average of the calculated stress and joints shall be made with smooth transitions of the
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the strength of the member, but not less than 75 per-type specified in 9.20.1.
cent of the strength of the member, or if there is repeated application ofload, the maximum stress or 9.203 Buttjoints between parts having unequalwidth and subject to tensile stress shall have a smooth transi-stress range in such connection or splice shall nr. ex-tion between offset edges at a slope orno more than I cced the fatigue stress permitted by the appikable in 21/2 with the edge of either part or shall be tran-general specification.
sitioned with a 2.0 ft (610 mm) radius tangent to the narrower part of the center of the butt joint. See Fig.
20 2 9.18 Connections or Splices in Com-pression Members with Milled 9.21 Girders and Beams Joints 9.21.1 Connections or splices in beams or girders If n e'mbers subject to compression only are spliced when made with groove welds shall have complete with full milled bearing, the splice material and its J0 nt penetration welds. Connections or splices made welding shall be arranged, unless otherwise stipulated with fillet or plug welds shall be designed for the by the applicable general specifications, to hold all average of the calculated stress and the strength of the parts in alignment and shall be proportioned to carry member, but no less than 75 percent of the member, or 50 percent of the computed stress in the member.
if there is repeated application of load, a maximum where such members are in full-milled bearing on stress or stress range in such connection or splace shall exceed the fatigue stress permitted by the base plates, there shall be sufficient welding to hold all not parts securely in place.
applicable general specification.
9.21.2 Splices between sections of rolled beams or built up girders shall preferably be made in a single 9.19 Connections of Components of transverse plane. Shop splices of webs and flanges Built-uP Members in built up girders, made before the webs and fla.nges are joined to each other, may be located in a single transverse plane or multiple transverse planes, but When a member is made of two or more pieces, the the fatigue stress provisions of the general specifica-pieces shall be connected along their longitudinal tion shall apply.
~
joints by sufficient continuous welds to make the pieces act in unison.
9.213 Stiffes 9.213.1 Stiffeners, if used, shall preferably be ar-ranged in pairs on opposite sides of the web. Stiffeners 9.20 Trans. tion of Thicknesses or may be welded to tension or compression flanges. The i
fatigue stress or stress ranges at the points of attach.
Widths at Butt Joints ment to the tension Hange or tension portions of the web shall comply with the fatigt:e requirements of the 9.20.1 Butt joints between parts having unequal general specification. Transverse fillet welds may be thicknesses and subject to tensile stress shall have a used for welding stiffeners to flanges.
smooth transition between the offset surfaces at a 9.2tJ.2 If stiffeners are used on only one side of slope of no more than I in 21/2 with the surface of the web, they shall be welded to the compress,on i
either part. The transition may be accomplished by dange.
sloping weld surfaces, by chamfering the thicker part, or 9.21.4 Girders (built-up I sections) shall preferably be by a combination of the two methods. See Fig. 9.20.1.
made with one plate in each flange,i.e., without cover 9.20.2 In butt joints between parts of unequal pl tes.The unsupported projection of a flange shall b-m re than permitted by the applicable genera, n
thickness that are subject only to shear or compressive stress, transition of thickness shall be accomplished as speci0 cation. The thickness and width of a Gange may specified in 9.20.1 when offset between surfaces at be varied by butt weldmg parts of different thickness either side of thejoint is greater than the thickness of r width with transitions conforming to the require.
the thinner part connected. When the offset is equal to ments of 9.20.
or less than the thickness of the thinner part con-9.21.5 Cover Plates nected, the face of the weld shall be sloped no more 9.21.11 Cover plates shall preferably be limited to than I in 21/2 from the strface of the thinner part or one on any Dange. The maximum thickr.ess of cover shall be sloped to the surface of the thicker part if this plates on a Harige (total thickness of all cover plates if requires a lesser slope with the following exception:
more than one is used) shall be no greater than 1 1/2 r,,,,,
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Structural Details /lol
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u n
e 1
Transition by sloping weld urface Remove after weichg Remove 1
1
[ after welding, 21/2 2-1/2 hW(J) o o
o 21/2
~
{
Transition by sloping weld surface and chamforing.
Chamfor before weldin9 Chamfer 1
1 before welding 2-1/2 2-1/2
()
}
n
.nn
(
2-1/2' Transition by chamfering thicker part Centerline Alignment Offset Alignment (Particularly applicable to web plates)
(Particularly applicable to Bange plates)
Croove may be of any permitted or qualified type and detail.
Transition slopes shown are the maximum permitted.
Fig. 9.20.1-Transition of thickness at buttjoints ofparts having unequal thickness.
11
[!
2-1/2 I
..ob_i -
N
,, j.
Butt joint-J
-w.,,...
{
l
_e
/
-Width of wider plate narrower plate
- QN VIEW sia 2-1/2 e n eaid, t
t II Transition of width ormt en cut oe Fig. 9.20.2-Transition of width at butt joints ofparts having unequal width.
v 102/ STRUCTURAL WELDING CODE plate is attached. The thickness and width of a cover development length" and in no case shall the welds be
(
plate may be varied by butt welding parts of different smaller than the minimum size permitted by 2.7.1.1.
thickness or width with transitions conforming to the requirements of 9.20. Such plates shall be assembled and welds ground smooth before attaching to the flange.The width of a cover plate, with recognition of dimensional tolerances allowed by ASTM Specifica.
tion A6, shall allow suitable space for a fillet weld along each edge of thejoint between the flange and the plate cover.
Part D 9.21.5.2 Any partial length cover plate shall extend beyond the theoretical end" by the terminal distance.
Workmasship or it shall extend to a section where the stress or stress range in the beam flange is equal to the allowable fatigue stress permitted by the applicable general specification whichever is greater. The theoretical end 9.22 Preparation of Maten. l a
of the cover plate is the section at which the stress'in the flange without that cover plate equals the 9.22.1 Edges of material thicker than specified in the allowable stress exclusive of fatigue considerations.
following list shall be trimmed if and as required to The terminal distance beyond the theoretical end shall produce a satisfactory welding edge wherever a weld be at least sufficient to allow terminal development in along the edge is to carry calculated stress:
one of the following manners:
Sheared edges of material (1) Preferably, terminal development shall be thicker than 1/2 in. (12.7 mm) made with the end of the cover plate cut square, with no reduction of width in the terminal development Rolled edges of plates
- length and with a continuous fillet weld across the end (other than universal mill plates) thicker than 3/8 in. (9.5 mm) and along both edges of the cover plate or flange to connect the cover plate to the flange. For this condi-Toes of angles or rolled shapes
/
tion, the terminal development length, measured from (other than wide flange sections)
(
the actual end of the cover plate. shall be 1 1/2 times thicker than 5/8 in. (15.9 mm) the width of the cover plate at its theoretical end.
(2) Alternatively, terminal development may be Universal mill plates or edges of made with no weld across the end of the cover plate flanges of wide flange sections provided that all of the following conditions are met:
thicker than I in. (25.4 mm)
(a) The terminal development length, measured from the actual end of the cover plate is twice the The form of edge preparation for butt joints shall width of the cover plate at its theoretical end.
conform to the requirements of 2.9 or 2.!! except as M ed h M (b) The width of the cover plate is symmetrically tapered to a width no greater than 1/3 the width at the 9.22.2 Steel and weld metal may by oxygen cut, theoretical end, but no less than 3 in. (76.2 mm).
provided a smooth and regular surface free from (c) There is a continuous fillet weld along both cracks and notches is secured, and provided that an edges of the plate in the tapered terminal development accurate profile is secured by the use of a mechanical length to connect it to the flange.
guide. Free. hand oxygen cutting shall be done only 9.21.5.3 Fillet wc!ds connecting a cover plate to the where approved by the Engineer.
flange in the region between terminal developments shall be continuous welds of sufficient size to transmit
,,g,,,,,g,,,,,,,,,
I the incremental longitudinal shear" between the M is the bendins moment at the inner end or the terminal develop-l cover plate and the flange. Fillet welds in each ter-meni length.
l minal development shall be of sufficient size to Q is the static moment of the coser plate at t e inner ed of the ter.
h develop the cover plate's portion of the stress in the m'nal development length. taken about the neutral aus of the beam or girder at the inner end of the terminal
, ;,",'heNmen o'f$ nema or the cover plated section at the inner end of the terminal deielopment length.
" Denned in AASHTO Standard Specifiestions for Highway Commonly the inner end of the terminal development length will be Bndges. (It is also called the " theoretical cut.cff point.")
at the theoretical end of the cover plate but, in the case of a cover i
" The incremental longitudinal shear is VQ/l. where:
plate extension beyand the theoretical end which is greater than the V is the vertical shear at the point of calculation, terminal development length, only the length specined in 9.21.5.2(l)
Q i the static moment of the cover plate at the point of calculation.
or 9.21.5.2(2), whichever is applicable. may be considered in f
t taken about the neutral asis of the coser. plated section.
' calculating the siae of the terminal development weMs. Failure to
(-
4 i
l is the moment ofinertia of the cover. plated section at the point of recognite this limi4ation, can result in welds that are too small to calculation, support the Gange.to. cover plate terminal transition stresses.
i
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.-,.m..,
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Table 9.25.3-Ultrasonic acceptance criteria MINIMUM ACCEPTANCE LEVELS (DECIBELS)
WELD THICKNESS (in.) AND TRANSDUCER ANGLE 5/I6
>3/4
>11/2
>21/2
>4
>6 REFLECTOR to to to to to to SEVERITY 3/4 11/2 21/2 4
6 8
70' 70*
70' 60* 45' 70' 60' 45' 70' 60* 45' 70' 60' 45'
'~
Larae Rellectors
+ 14
+9
+5
+8
+ 10
+2
+5
+7
-1
+2
+4
-3 0
+?
Small Reflectors
+15
+ 10
+7
.+ I0 + 42
+4
+7
+9
+1
+4
+6
-l
+2
+4 Mmor Reflectors tie til
+9
+ 12 + 44 to
+9
+ 11
+3
+6
+8
+1
+4
+6 LARGE REFLECTORS:
SCANNING LEVELS Any discontinuity. REGARDLESS OF LENGTH. hav.
ing a more serious rating (smaller number) than this level Sound path Above zero shall be rejected.
distance. in mm reference, db SMALL REFLECTORS:
Any discontinuity longer than 3/4 in. (19 mm) having a to 2 I/2 63.5
+ 20 more serious rating (smaller number) than this level shall be
> 21/2 to 5 615 - 127
+25 rejected.
> 5 to 10 127 - 234
+35 MINOR REFL'ECTORS:
> 10 to 15 254 - 381
+45 Any discontinuity longer than 2 in. ($1 mm) having a more serious rating (smaller number) than this level sha!!
be rejected.
NOTES:
(!) Discontinuities which have a more serious rating that (3) Discontinuities on the root face area of full penetra-those of " Minor Reucctors." shall be separated by at least tion double V welds, double J welds, double U-welds, and 2L. L being the length of the larger discontinuity. Discon.
double-bevel-welds detected at " Scanning Level" shall tinuities not separated by at least 2L are considered to be be evaluated at an acceptance level 4 db more sensitive than one continuous discontinuity whose length is determined by prescribed by this table; i.e., add +4 units to the number in the combined length of the discontinuities plus their separa-the table.
tion distance.
(4) Discontinuities which have a more serious rating than (2) Discontinuities which have a more serious rating than those of " Minor Renectors" and which have a length those of " Minor RcGectors" shall not begin at a distance greater than 3/4 in. (19 mm) and less than 2 in. ($1 mm) smaller than 2L from the end of the weld. L being the dis-are permitted in the middle half of the weld thickness.
continuity length.
laterm'dia 5'iff'""' a b 'h 'id'5 f **b 9.23 Dimensional Tolerances Interior girders-where D/tcl50 - maximum variation = d/Il5 where D/t>l50 - maximum variation = d/92 9.23.1 The dimensions of structural members shall be Fascia girders-within the tolerances speciGed in 3.5. In addition:
where D/tcI50 - maximum variation = d/130 9.23.1.1 Variations from the datness of girder webs where D/t>l50 - maximum variation = d/105 shall be determined by measuring offsets from a Intermediate stiffeners on one side only of web straight edge whose length is no less than the least Interior girders-dimension of any panel. The straight edge shall be where D/t<100 - maximum variation = d/100 placed in any position of maximum variation on the where D/t>100 - maximum vsriation = d/67 web with the ends of the straight edge adjacent to op.
Fascia girders-posite panel boundaries.
where D/tcl00 - maximum variation = d/120 9.23.1.2 Variation from datness of webs having a where D/t>100 - maximum variation = d/80 No intermediate stiffeners
{
depth D and a thickness t in panels bounded by
- masimunt variati n - D/150 stiffeners or danges or both whose least panel dimen.
- n le ta +.11 an* e.--,4 eh. retiwine-sc.,.
...,9, tora.4..i.ia. )
e.
104/ STRUCTURAL WELDING CODE gli 11/2 I
s i
i i
l l
- 1. To dete.mine the maximum size discontinuity 6
permitted in any joint or weld tivost:
il 1-1/4 g
project (A) honzontally to(B) 2 li. To determine the minimum clearance SN allowed between edges of discontinuities E.
1 e*
of any size.
6p6 protect (B) vertically to (C) ib
- - s,s*,
p f
In.
Y#i I
l 1/4 Ust '
l I
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0 1/2 1
11/2 2
21/2 3
31/2 4
4-1/2 C - Minimum clearance measured along the longitudinal axis of the weld All dimensions in inches, between edges of porosity odusionqpe disconbnuites, h (larger of adjacent discontinuities governs)
Note:
Adj.icent discontinuities, spaced less than the minimum spacing required by Fig. 9.25.2.1, shall be measured as one length, equal to the sum of the totallength of the discontinuities plus the length of the space between them. and evaluated as a single
(
discontinuity by Fig. 9.25.2.1
(
Fig. 9.23.2.1 Weld quality requirementsfor discontinuities occurring in tension welds (limitation ofporosity and fusion t}pe discontinuities).
9.23.l.3 Web distortions of twice the allowable 9.25 Quality of Welds tolerances of 9.23.1.2 shall be satisfactory when oc.
curing at the end of a girder which has been drilled, or subpunched and reamed; either during assembly or to 9.25.1 Visual Inspection. All welds shall be visual!Y a template for a field bolted splice; provided, when the
'"5P*cted. A weld shall be acceptable by visualinspec.
ti n if it shows that:
splice plates are bolted, the web assumes the proper dimensional tolerances.
9.25.1.1 The weld has no cracks.
9.25.1.2 Thorough fusion exists between weld metal 9.23.1.4 If architectural considerations require and base metal.
tolerances more restrictive than described above, 9.25.1.3 All craters are filled to the full cross sec-specific reference must be included in the bid tion of the weld.
documents.
9.25.1.4 Weld profi'es are in accordance with 3.6.
9.25.l.5 The, frequency of piping porosity in fillet 9.24 Temporary %, elds welds shall nut esceed one in each 4 in. (102 mm) of length and the maximum diameter shall not exceed 3/32 in. (2.4 mm). Eteeption: for fillet welds connec.
Temporary wc!ds shall be subject to the same weli!ing ting stiffeners to web the sum of the diameters of pip-procedure requirements as the final welds. They shall ing porosity shall not exceed 3/8 in. (9.5 mm)in any be removed unless otherwise permitted by the linear inch of wc!d and shall not exceed 3/4 in. (19.0 Engineer. When they are removed, the surface shall be mm) in an> 12 in. (305 mm) length of weld, made Aush with the original surface. There shall be no 9.25.I.6 A fillet weld in any single continuous weld temporary welds in tension zones of members made of shall be permitted to underrun the nominal fillet weld quenched and tempered steel except at locations more size required by 1/16 in. (l.6 mm) without correction, than I/6 of the depth of the web from tension flanges provided that the undersize weld does not exceed 10 of beams or girders. Temporary welds at other percent of the length of the weld. On web.to-Hange
{
locations shall be show n on shop drawings and shall be w elds on girders no underrun is permitted at ends for a aiade wi h F70XY low hvdroaen elec'res Ice ne 'o " vie ^- r*
'af**"~-
t e
e.
Workmanship l105 9'
i.t/2
- t. To oewmine ine me.mwn see et a.cononuity perm ned in any joint or weld throat' Og %
g protect (A) hort,onte#y to (5) 11/4 M. To.determ no th.e mensmum clea.rance sHowed tietween pt
.o of.. con nut.ee os.n,
.,e.
project (8) verticany to (c) ys.
I 1
--a e+
' p-a ai.
j#
vs o
e,,#
- I I'2 I
l j
s4 l
l l
l l
.I I
I I
I o
1/2 1
11/2 2
21/2 3
3 1/2 4
41/2 C - Minimum clearance measured along the sorigitudinal axis of the weld Detween edges of fusion type discontanustsee. in.
AH dimensions in inches.
(larger of adjacent discontinuities governs)
- The maximum size of a discontinuity located within this distance from an edge of plate shall be I/8 in. (3.2 mm), but a 1/8 in.
discontinuity must be 1/4 in. (6.4 mm) or more away from the edge. The sum of discontinuities less than I/8 in. in size and located within this distance from the edge shall not exceed 3/16 in. (4.8 mm). Discontinuities 1/16 in. to less than 1/8 in. will
(
not be restricted in other locations unless they are separated by less than 2L(L being the length of the larger discontinuity)in which case the discontinuities shall be ateasured as one length equal to the total length of the discontinuities and spaces and evaluated by Fig. 9.25.2.2.
Fig. 9.23.2.2 Weld quality requirementsfor discontinuities occurring in compression welds (limitations offusion.
t}pe discontinuities).
9.25.2 Nondestructhe Inspection. Welds that are sub-Fig. 9.25.2.2 for the size of discontinuity under ex-ject to radiographic or magnetic particle testing in ad-amination.
dition to visual inspection, sh.all be unacceptable if the 9.25.2.3 Independent of the requirements of radiographic or magnetic particle testing shows any of 9.25.2.1, discontinuities having a greatest dimension the types of discontinuities given in 9.25.2.1,9.25.2.2, of less than 1/16 in. (1.6 mm) if the sum of their 9.25.2.3. or 9.25.2.4 greatest dimension exceeds 3/8 in. (9.5 mm) in any 9.25.2.1 For welds subject to tensile stress under linear inch of weld.
any condition of loading, the greatest dimension of 9.2$.2.4 The limitations given by Figs. 9.25.2.1 and any porosity or fusion-type discontinuity that is 1/16 9.25.2.2 for 1 1/2 in. (38.1 mm) joint effective throat in. (I.6 mm)'or larger in greatest dimension shall not shall apply to all joints or effective throats of greater exceed the size, B. indicated in Fig. 9.25.2.1 for the ef-thickness.
fective throat or weld size involved. The distance from 9.25.2.5 Appendix F illustrates the application of any porosity or fusion type discontinuity described the requirements given in 9.25.2.1 and 9.25.2.2.
abose to another such discontinuity, to an edge or to any intersecting weld shall not be less than the min-9.25.3 Welds that are subject to altrasonic testing, in imum clearance allowed. C, indicated by Fig. 9.25.2.1 addition to visual inspection. are acceptable if they for the size of discontinuity under examination.
meet the requirements of Table 9.25.3. Ultra-9.25.2.2 For welds subject to compressive stress sonically tested welds are evaluated on the basis of a only and specifically indicated as such on the design discontinuity reflecting ultrasound in proportion to its drawings the greatest dimension of a fusion-type dis.
effect on the integrity of the weld.
continuity that is 1/16 in. (I.6 mm) or larger in 9.25.4 Welds that are subject to liquid penetrant
(
greatest dimension shall not exceed the size. B. nor testing. in addition to visual inspection, shall be shall t.he space betw een adjacent discontinuities be less evaluated on the basis of the requirements for visual
.i......ii,,,..q t i nrn M i,v s o...c. ;, n
.6
106/ STRUCTURAL WELDING CODE Metric (SI) Equivalents for Section 9 Figures
{
in.
mm in.
mm in.
mm in.
mm in.
mm in.
mm f/16 1.6 t/4 6.4 7/16 11.1 l-l/4 31.7 3
76.2 6
152 3/32 2.4 5/16 8.0 1/2 12.7 11/2 38.1 3-1/2 88.9 2 ft 610 1/8 3.2 II/32 8.7 3/4 19.0 2
30.8 4
102 3/16 4.8 3/8 9.5 1
25.4 21/2 63.6 4 l/2 115 4
e b
e 9
h D
1
(
- 10. Design of New Tubular 35 Structures la2.1.s Specilication for Electric. Fusion (Arc)-
Part A Welded Steel Pipe (Sizes 4 in, and Over) (ASTM General Requirements Al39, Grade B).
10.2.1.6 Specification for High Strength Low-10.1 Application Alloy Structural Steel (ASTM A242 with properties suitable for welding).
I E
- U " I '
- b^
.elded Steel 10.1.1 This section supplements Sections I through 6 E*
(^
and is to,bc used in conjunction with the prescribed 3g1 aeY3 specification for the design and construction of steel 10.2.1.8 Specifications for High. Strength Low-structures in which the loads are carried primarily by Alloy Structural Manganese Vanadium Steel (ASTM tubular members. It is not, intended to apply to A441).
pressure vessels or pressure piping.
10.2.1.9 Specification for Cold. Formed Welded and 10.1.2 Members in tubular structures shall be iden.
Seamless Carbon Steel Structural Tubing in Rounds
~
tified as shown in Fig.10.1.2.
and Shapes (ASTM A500).
10.2.1.10 Specification for Hot Formed Welded and Seamless Carbon Steel Structural Tubing 10.2 Base Metal (ASTM A501).
10.2.1.11 Specification for High Yield Strength,
(
10.2.1 Steel base metal to be used for welded tubular Quenched and Tempered Alloy Steel Plate, Suitable structures shall conform to the requirements of the for Welding (ASTM A514).
latest edition of any soecification listed below. Com.
10.2.1.12 Specification for Pressure Vessel Plates, binations of approved steel base metals may be welded Carbon Steel, for Moderate-and Lower-Temperature Service (ASTM A516).
together.
10.2.1.1 Specification for Structural Steel (ASTM 10.2.1.13 Specification for High-Strength Alloy Steel Plate Quenched and Tempered for Pressure A36).
10.2.1.2 Specification for Welded and Seamless Vessels (ASTM A517).
Steel Pipe (ASTM A53, Grade 11).
10.2.1.14 Specification for Seamless Carbon Steel 10.2.1.3 Specification for Scamless Carbon Steel Pipe for Process Piping (ASTM A524).
Pipe for High Temperature Service (ASTM A106, 10.2.I.15 Specification for Structural Steel with 42,000 psi Minimum Yield Point (1/2 in. Maximum Grade B).
10.2.1.4 Specification for Structural Steel for Ships Thickness)(ASTM A529).
10.2.1.16 Specification for Carbon Manganese-(ASTM A131).
Silicon Steel Plates Heat Treated for Pressure Vessels (ASTM A537).
10.2.1.17 Specification for Hot. Rolled Carbon
" Tubular products is a generic term for a family of hollow sections Steel Sheets and Strip, Structural Quality (ASTM of vanous crou uctional conn urations. The products dealt with in s
this section are made of steels listed in 10.2. The term pipe as used in A570, Grades D and E).
Section ! denotes cylindncal products to differentiate from square 10.2.1.18 Specification for High. Strength Low-E'
'- * * " ' ' * "* D'" 8 N NoYey'[inIca'i.'""
Alloy Columbium Vanadium Steels of Structural Quality (ASTM A572).
Users should note the AISC designations of tubular sections. t.g..
10.2.1.19 Specification for Structural Carbon Steel Plates of improved Toughness (ASTM A573, Grade TS D xt for ciredar tubes 65).
TS a x b x : for square and rectangut
10.2.1.20 Specification for High Strength Low.
INy a's bos1e' i Alloy Structural Stcel with 50,000 psi Minimum Yield erein Point to 4 in. Thick (ASTM A588).
{
10.2.1.21, Specification for Steel Tubes. Low.
Where. TS is the group symbol, t is the mall thickness. D is the Carbon. Tapered for Structural Use (ASTM A595).
-r), es n...oe wm and b the minor w,dth.
107
t 3
108/sTnucTURAL WELDING CODE C
I
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1 g
a arenen memoer N
h r.,
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10.2.1.32 Requirements for Higher Strength Hull' Fi.10./.2-Parts of a tubular connection.
Structural Steel (ABS Grades AH32, DH32, EH32, f
AH36, DH36, and EH36).
. y 10.2.2 When an ASTM A709gradeofstructuralsteel is considered for use, its weldability shall be establish-f 10.2.1.22 Specification for Steel Sheet and Strip, ed by the steel producer, and the procedure for
(
J Hot. Rolled and Cold Rolled, High Strength, Low-welding it shall be established by qualification in ac.
Alloy, with improved Corrosion Resistance (ASTM cordance with the requirements of 5.2 and other such A606 Types 2 and 4: Type 4 shall have properties requirements as prescribed by the Engineer with the suitable for welding).
- following exception: if the grade to be supplied will 10.2.1.23 Specification for Steel Sheet and Strip, meet the chemical and mechanical properties of Hot. Rolled or Cold Rolled, High. Strength Low-ASTM A36, A572 Grade 50, A588 or A514, the Alloy Columbium and/or Vanadium (ASTM A60,7 applicable prequalified procedures of this code shall Grades 45,50 and 55).
apply.
10.2.1.24 Specification for ' Hot Formed Welded 10.2.3 When a steel other tha h li 8Pproved, under the prov.n.t ose sted in 10 2.
and Seamless High Strength Low Alloy Structural isions of the general Tubing (ASTM A618, Grades 11 and 111; Grade I with specifications and is proposed for weld tion, the weldsbility of the steel and the j,ed constru properties suitable for welding).
oint welding 10.2.1.25 Specification for Normalized High.
Strength Low Alloy Structural Steel (ASTM A633 procedure shall be established by qualification in ac.
4 Grades A B, C, D, E).
cordance with the requirements of 5.2 and such other 10.2.1.26 Specification for Structural Steel for requirements as prescribed by the Engineer.
f Bridges (ASTM A709).
10.2.3.1 The responsibility for determ,n,ng i i 10.2.1.27 Specification for Line Pipe (API $L, weldability, including the assumption of additional i
Grade B) testing costs, is assigned to the party who either 10.2.1.28 Specification for High Test Line Pipe specifies a material not listed in 10.2.1 or who (API SLX, Grade X42)'
proposes the use of a substitute material not listed in 10.2.1.29 Specification for Fabricated Structural 10.2.1. The fabricator shall have the responsibility for Steel Pipe (API 2B) (when made from plate steel
'.stablishing the joint welding procedure by qualifica.
listed herein).
tion.
10.2.1.30 Specification for Carbon-Manganese 10.2.4 Extension bars, run off plates and backing Steel Plate for Offshore Platform Tubular Joints (API used in welding shall conform to the following re.
2H).
quirements:
10.2.1.31 Requirements for Ordinary. Strength (1) When used in welding with an approved steel
{'
Hull Structural Steel (ABS Grades A, B, D, E, DS listed in 10.2.1, they may be any of the steels listed in and CS).
10 7.1 I
GeneralRequirements/109
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9
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Il0/ STRUCTURAL WELDING CODE i
3 a
n J,Ctertap i
p d8 E8
/
Offset 4
/~
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[ Gap Through member C%
O v
(h) cevieteene from eencontree eenneettene I
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'd Fig.10.l.2, cont.-Parts of a tubular connection.
.-n
,-.,,--,.,,..-------,-,-,.-,n-
s t t
Allowable Unit Stranses/lIl
(-
(2) When used in welding with a steel qualified in such failure occurs depends not only upon the strength accordance with 10.2.3 they may be:
of the main member steel, but also on the geometry of (a) The steel qualified the connection. Such connections shall be propor-(b) Any steel listed in 10.2.1.
tioned so that the punching shear stress on the poten-Spacers shall be of the same material as the base tial failure surface (.ee Fig.10.5.1) as given by metal.
~
~
10.23 The provisions of this code are not intended for
- f. Sin #
f" use with steels having a specified minimum yield point acting V, = r K.
+ K.,
or yield strength over 100 000 psi (690 MPa).
does not exceed the allowable shear stress specified in the applicable design specification (e.g. 0.40F, ), nor a Part B reduced allowable V,. as given by Allowshlt UNlt StrtJJeg allowable V, = Qg Q, x (basic V,)
10.3 Base Metal Stresses M'""5 used in the f regoing equations are defined as v #and other parameters of connection geometry The base metal stresses shall be those specified in the dc "
'8 ap icabl ign specifications, with the following g '{',,e iaiand nding stresses'in branch member, respectively.
10.3.1 For circular sections having D/t greater than K., K, are relative length and section 3300/F,," the possibility of local buckling at axial factors as given in Fig.10.5.l(b) and 10.8.3 compressive stresses less than the yield strength shall (Basic V,) = Basic allowable punching sheer as be considered.
given in Table 10.5.1 Q(erm,,are geometry modiller and stress intera Q
(
10.3.2 Moments caused by s.igmficant deviation from respectively, also given in Table 10.5.1 concentric connections (see Fig.10.1.2h) shall be pro-vided for analysis and design.
i i
i 10.4 Unit Stresses in Welds l
l i
10.4.1 Except as modified in 10.5,10.6 and 10.7, the l
l l
allowable stresses in welds shall be as shown in i
L i
Table 10.4.1.
l l
t I
10.4.2 Fiber stresses due to bending shall not exceed the values prescribed for tension and compression, un-less the weld is proportioned to fully develop the strength of sections joined.
10.4.3 Plug or slot welds shall not be ascribed any value in resistance to stress other than shear in the l
plane of the faying surface.
anienes aissees I
(1) conneessen typee see mes seenene 10.5 Limitations of the Strength of rig. lo.t.2. cont.-rarrs of a tubular connection.
Welded Tubular Connections I
10.5.I.1 For MATCHED CONNECTIONS of 10.5.1 Local Failure. Where a STEPPED BOX or BOX SECTIONS (as defined in Fig.10.1.2[1]) al-CIRCULAR T Y., or K connection is made by towable static capacity for loads normal to the main simply welding the branch member to the main i
member, local stresses at a potential failure surface through the main member wall may limit the usable
For bendms about two sies (e s. y and :) the eft.ctive re.uii nt
/
strength of the welded joint. The shear stress at which bendins stress in CIRCULAR and SQUARE BOX SECTIONS
(
may be taken as.
- F. is yield strensth (ksi) of the base metal.
Is "Y I/. + Il.
ll2/ STRUCTURAL WELDING CODE
(
b
=
l
~
I
/
l I
-l.to l
M.-to l
I l
l
,to
_t_
T x
I I
l l
.----n 2
(f b
I*
e-te R
k O
P D
1 o
(m) Geometris peremeters p,,,,,,,,
Orquiar Boi sections sections 4
r,/ R b/D a, / D Y
see Fig.10.l.2(b) g, y
R/t, D/2t,
- f. -
/
f t,/l, t,/l, S
Angle between member centerlines r.
Local dihedral angle at given g
point on wc!ded joint v.
t.
t
, f_.
1, f
Fig.10.l.2, cont.-Parts of a tubular connection.
r r
1 i
o I
I
(
1 Fit: 10.3.1.a-Punching shen stress.
0
+
,m
Allowable Unit Stresses lll3
~
{
4-ggr pr MW) n
%?!
H EfAl M
MW Sl!
A4/
El MAY H
B; kVA M
18 2 ffAW M
2.0
(
nE d
$b?l W
i kV hA' k' x
i?
AY AV D
AGsvy e
_,n --
1.0 0
90' 60' 30' 0*
Brace intersection angle,O Solid curves are for circular and square tox sections naving srnall/3. Shaced areas in.
dicate higher values possible under 10.8. Note: Not prequalified for O<15' Fig.10.3.Ib-K factors for calculating punching shear stress.
e
r Il4/ STRUCTURAL WELDING CODE Tobis 10.4.1-Allowable stresses in welde
(
M" Type of Tubular Permissible nd of urns
""I weld application unit stress strength leveli.
Weld metal with a strength level ng tudina seam Tension or compression Same as for base metal, equal to or I,as parallel to asis of the weld than matching N
members weld metal may be used Weld metal with a strength level Compression normal to the Same as for base metal
'9"'I IO O' I"'
effectise area than matching Butt splices of
-kg tubular members weld metal may be used v
Y Tension or shear on effective Matching weld k
Same as for base metal metal must be us-area ed. See Table 4.1.1 Structural T., Y.
Tension, compression, or shear or K connections on base metal adjoining weld Matching weld in structures conforming to detail of Fig.
metal must be us-de:igned for 10.13.1.1 (tubular weld made ed. See Table 4.1.1 critical loading from outside only)
Same as base metal or as 1
such as fatigue, limited by connection geometry
[
which would nor-Tension, compression, or shear (see 10,5) mally call forcom-on effective area of groove Matching weld plete joint penetra-welds, made conventionally metal must be us-tion welds from both sides or with backing ed. See Table 4.1.1
'For maiching. eld metal see Table 4 4.1.
Em or torsional shear up to 0.Jo minimum specaried tensale strength or weld me*alis permistaa, encept that thest on adjoimns base metal shall not escoed 0 40F.
3
'Grooie and Gliet welds parallel to the longitudinal asis or tension and/or cornpression members, escept in connection areas, are not con-sidered as transferring stress and hence may take the same stress as that to the base fpstal, regardless or electrode (nller metal)classancation.
w here the proiisions or 10.3.1 are appl.ed, seams in the main member eithin the connection area shall be complete joint penetration groove r
1 melds with matching Glier metal, as de6ned in Table 4 f.I
'See 10.3.3.
i i
member shall be taken as the sum of F, and F, as Note: Q, shall be as shown in Table 10.5.1.
I I"**
(
10.5.1.2 For MATCHED CONNECTIONS of l
,1) Along the sides, web crippling capacity of the mam member BOX SECTIONS conforming to all of the re-quirements given below, the full static load capacity of j
F; = 2t,a. (0.60 Q, F,)
the branch members shall be assumed:
(1) Complete joint penetration groove weld con-(2) Along the heel and toe. punching shear (taken forming to Fig.10.13.1.l(b) and matching weld metal as single shear) in accordance with 10.5.1. except (Table 4.1.1)
Q = 1.25 (1 + 9 ) forn<l (2) For main member. D/t <22. and F, not less J
than that of branch mem' er o
Q = 2.5 for 9 ? I (3) f10.72 (or 7 $1.0 and main member U$0.44)
[
d (4)v 21.0 where Y = a,/D (see Fig.10.1.2b) 10.5.1.3 For STEPPED BOX CONNECTIONS
(
2t* b Q. Q '. F, hasing J > 0.8 or d > 9 or both, the allowable static Thus. F
=
r 2
d i
n..
can: citv for loath normal tr' tha m$in - * - that'
- r 7 --
.----.-,..r.,
y
.,..m.,
. ~ _, -,. ~ - - -... - - - -... _ - -
,__.._--.r-.w--.
.-.m.---
- - - -,..,, ~. - -,
- q
- o..
4
. Allowable Unit Strmesll\\$
.(.
TeMe 10.4.1e sent.-ANeweWe stresses in weMe Requimd weld Type of Tubular Permissible nd of stmss m
weld -
application
,,;g,,,,,,
Weld metal with a strength level equal to or less Tension or, compression Same as for base metal, parallel to axis of the weld;-
than matching weld metal may be used s,
6.50 m specified minimum ten-Weld metal with a Joint not sile strength of weld, except strength le I designed to that stress on adjoining base Butt splices of Compression 4
bear a,
tubular members normal to the metal shall not exceed 0.60F, 7,an na hing effective throat weld metal may be
,hj f,oi(des,gned i
Same as for base metal used g0y 1
"u j g 0.30 x specified minimum ten.
Weld metal with a 2 E tis sile strength of weld metal, ex.
strength level 4
[
Tension or shear on effective cept that stress on adjoining equal to or less.
throat base metal shall not exceed than matching 0.50F, for tension, nor 0.40F, weld metal may be for shear.
used Ii f
0.30 m specified minimum ten-(
sile strength of weld metal, or
,4 i
Structural T., Y,
as limited by connection Matching weld or K. connection in Load transfer across the weld geometry (see 10,5), escept, metal must be us-I ordinary struc-as stress on the effective throat that stress on adjoining base d See TN*I*I tures metal shall not escoed 0.60F, I
for tension and compression, i
nor 0A0Fj for shear.
Weld metal with a strength level equal to or im ngitud na seam Tension or co'npression Same as for base snetal, i
parallel to su,s of the weld than matching members weld metal may be used 0.30 x specified minimum ten.
Weld metal with a
- le strength of weld metal, or st reta gth level on ection in' Shear stress on effective throat as limited by connection equal to or less ordinary st re8ardless of direction of i
tures; lap sph.ruc-geometry (see 10.5), except that than matching ce of loading shear stress on adjoining base weld metal may be tubular members.
metal shall not exceed 0AOF,.
used.'
'For masching eld metal see Table 4 l.1.
'seem or torssonal shear up to 0.30 minimum specified teniale strength of eeld metalis permitted.encept that shear on adjoining base metal i
shalt not escoed o 40F_g l
' Groove and fillet metes parallel to the longitudinal asis or tensson and/or compression members, encept in connection areas. are not con.
sidered as transrerring stress and hence may take the same stress as that in the base nietal, regardless or electrode (filler metal) classification.
% here the provisions or to 3,4 are applied. seams an the main member within the connection area shall be complete joint penetrauen groove l
eelds enh matching niner metal, as denned 6n Table 4.1.1.
'See to.5J.
C 6
i l
Il6/ STRUCTURAL WELDING CODE Table 10.5.1-Terme for finding the ellowable punching sheer,4
(
Circular sections Stepped box connections" i
F.
F, Basic V, O 9 7 * *'
O.67 0.30 0.25 Geometry modifier for # >0.6 for # > 0.5*
Q, A (1 - 0.833 #)
A(I 4) 1.0 for A10.6 1.0 for A10.5 ter l 22 0.5U for U >0.44 g,
1.0 fcr U10.44 NOTES e
U is the utilization ratio (ratio of actual to allowable) for axial and bending stresses in the main member at the point under consideration. e.g.. U=(f,+f.)/0.6 F, with I/3 increase applicable
/
to denominator.
(
7.# are geometry parameters defined by Fig.10.1.2 m Fr = the specified minimum yield strength of the main member steel. but not more than 2/3 the tensi's strength.
'See 10.5.1.3 for#>0.8
" Higher capacities may be used for small size light gage tubes when justified by tests.
computed in u.cordance with 10.5.1. but shall not ex-l ceed the sum of F, + F, n
T '
r l
(1) Along the sides punching shear at the material limit: F' long the heel and toe. punching shear as
--f d'
= 2t.a.(0.4F,)
l
+
(2) A d
.4 defined in 10.5.l.l(b) t u
e. dr/\\
'[
4.
10.5.I.4 For STEPPED BOX CONNECTIONS
'. /
having a < 0.8. yield line analysis may be used in lieu
/ } '\\
Sectio'n A.A of the punching shear method of 10.5.1.
I 10.5.1.5 OVERLAPPING JOINTS. in which part of the load is transferred directiv from one branch I'
member to another through their common we!d. shall Througn
\\'L\\
include the following checks:
memeer (1) The allowable individual member load compo.
T/g.10 J.l.4-Detail of overlapping folnt.
nent. P. perpendicular to the main member axis shall t, = the lesser of the weld effective throat or the t
be taken as P = (V,11,) + (2V, t.I,) where V, is the thickness t of the thinner branch member i
allowable punching shear as defined in 10.5.1. and I, = the projected chord length (one side) of the t = the main member thickness overlapping weld, measured perpendicular to the main I,= actual weld length for that portion of the member branch member which contacts the main member These terms are illustrated in Fig.10.5.1.4.
{
V,= allowab.,le shear.s. tress fo.r. the weld between
.......The.a~llowa.ble com. bined lo.ad.. component.
(2)
-.e--
Allowable Unit Stresses /117
(
V, t,II., whereII,, is the s'um of the actual weld member carrying membrane stresses parallel to its lengths for all braces in contact with the main surface transfer ofload across the weld is highly non-member.
uniform, and local yiciding can be expected before the (3) The overlap shall preferably be proportioned connection reaches its design load. To prevent for at least.50 percent of the acting P. In no case progressive failure of the weld and insure ductile l
shall the bran..h member wall thickness exceed the behavior of the joint, the minimum welds provided in main member wall thickness.
simple T, Y, or K-connections shall be capable of (4) Where the branch members carry substantially developing, at their ultimate breaking strength, the different loads or one branch member is thicker than lesser of the brace member yield strength or local the other, or both, the heavier branch member shall strength (punching shear or web crippling) of the main preferably be the through membe with its full cir-member.*
cumference welded to the main member-10.5.3.1 This requirement may be presumed to be 10.5.1.6 Flared connections and tube size tran-met by the prequalified joint details of Figs.1113.1.1 J
sitions not excepted below shall be checked for local and 10.13.1.2 when matching materials (Tabic 4.1.1) stresses caused by the change in direction (angle T ) at are used.
the transition. using the following assumptions:
Unbalanced radial line load Q = t(f. + f.) tan T 10.5.4 Laminations and Lamellar Tearing. Where tubular joints introduce through thickness stresses.
0 the anisotropy of the material and the possibility of Actin 8 V* = 2t base metal separation should be recognized during Alic,wable V, = Q, x (basic V,.) where t is the both design and fabrication.
thickness of the member and other terms are as de-fined in 10.5.1.
10.6 Increased Unit Stresses Exception:
circular tubes having D/t less than 30 Where the applicable design specifications permit the box sections having D/t less than 20 use ofincreased unit stresses in the base metal for any And reason, a corresponding increase shall be applied to
(
transition slope is less than 1 : 21/2 the allowable unit stresses given herein, except for fatigue. The allowable stresses given herein are consis-Note: I is the supplementary angle to the local dihedral angle t ; see Fig.10.l.2(k).
ht with a nominal base metal working stress of p
10.5.1.7 For critical connections whose sole failure would be catastrophic. or for architectural 10*7 Fati ue E
applications where localized deformations in the con.
nections would be objectionable, it is recommended 10.7.1 Fatigue, as used herein, is defined as the that allowable punching shear stresses given in the damage that may result in fracture after a suf-foregoing sections of 10.5.1 should be reduced by one-Scient number of stress Ductuations. Stress range is third, except where higher loards are justified by tests.
defined as the peak-to-trough magnitude of th,ese flac.
10.5.2 General Collapse. Strength and stability of the tuations. In the case of stress reversal, stress range main member in a tubular connection acting as a shall be computed as the numerical sum (algebraic cylindrical shell (and any reinforcement) should be in-difference) of maximum repeated tensile and com-vestigated using availabic technology in accordance pressive stresses, or the sum of shearing stresses of op-with the applicable design code.
posite direction at a giv en point, resulting from chang-10.5.2.1. General collapse is particularly severe in ing conditions of load, cross connections and connections subjected to 10.7.2 in the des.ign of members and cont ections sub-crushing loads (see Fig.10.l.2j). Such connections m.av be reinforced by increasing the main member ject to repeated variations in live load stress con-thic"kness, or by the use of diaphragms, rings. or sideration shall be given to the number of stress cycles.
the espected range of stress, and type and location of
- collars, 10.5.2.2 For K. connections in which the main member or detail.
member thickness required to meet the local shear provisions of 10.5.1 estends at least D/4 beyond the connecting branch member welds, general collapse The stumais ereaking strength or title elds and partial joint need not be checked.
penetration groow weids snais de computed at 2.67 times the basic allowable stress far 60 hsi(414 MPa)er 70 kai(483 MPa) tensile
(
10.5.3 Uneien Distribution of Load. Due to strengih and 4e 2.2 times the basis allowable stress for hisher differences in the relative nexibilities of the main
,irengin ic,ei, r3e uti, mate ranchies their shall be taken as t.
mcmber loaded normal to its surface ar.d the branch times the a.%ble V, o( 10.3.1.
s
,,,c.
a
,,--,-e---
4 4
ll8/ STRUCTURAL. WELDING CODE Totte 14.7.3-Stroes setegories for type ensi leastion of motorial for elrouler aestleae
(
Stress Category Situation Kinds of stress' A
plain unweided pipe-TCBR Butt splices. nt, change in section, complete joint penetration 4
groove melds. ground flush. and inspected by RT or UT.
TCBR E
Pipe with longitudinal seam.
TCBR I
Butt splices, complete joint penetration groove meids, ground flush.
TCBR B
Members with continuously welded longitudinal stiffeners.
TCBR Butt sphces, complete joint penetration groove welds, as weld.
C TCBR
,D Members with transverse (ring) stiffeners, or miscellaneous at.
tachments such as clips. brackets, etc.
TCBR T and cruciform joints with complete joint penetration welds D
(except at tubular connections).
TCBR Connections designed as simple T, Y, or K connections with complete joint penetration groove welds conforming to Fig.
TCBR in. branch member-10.13.1.1 (including overlapping connections in which the main NOTE-mam member must be i,
member at each intersection meets punching shear re.
checked separately per quirements).
category K or T.
E Balanced T and cruciform joints with partial joint penetration TCBR in member; weld must groove welds or Allet welds (except at tubular connections).
also be checked per categrey G.
Members where doubler wrap, cover plates, longitudinal TCBR in member; weld must E
stiffeners, guiset plates, etc., terminate (except at tubular con.
also be checked per category G.
nections).
{
Simple T. Y, and K type tubular connections with partialjoint TCBR in branch member.
penetration groove welds or fillet welds; also, comptes tubular (NOTE - main member in
,E, connections in which the punching shear capacity of the main simple T Y, or K connections member cannot carry the entire load and load transfer is ac.
must be checked separately pu o
us al o mplis by overlap (negative eccentricity), gusset plates e e{
10.5.3).
7 End weld of cover plate or doubler wrap; welds on gusset plates, stiffeners ete Shear m. weld.
T and cruciform joints, loaded in tension or bending, having G
fille ial joint penetration groove welds (encept at tubular f;[;,I",
, din.
G.
Simple T Y, or K connection loaded m tension or bending.
Shear in weld (regardless of having fillet or partial joint penetration groove welds.
direction ofloading).
~
Total range of worst hot spot stress or strain on the outside surface ofintersecting members Intersecting members at simple T, Y, and K connections; any at the toe of the weld joining j(
connection whose adequacy is determined by testing an ac.
them - me,asured after curately scaled model, or by theoretical analysis (e.g., finite shakedown in model or element).
Pfotol)pe connection or calculated with best available theory.
s ress at angle X
Unreinforced cone-cylinder intersection.
,, ',,E.
Simple K type tubular connections in which gamma ratio R/t Punching shear on shear area of K,
of main member does not exceed 24.
i main member.8 T,
Simple T and Y tubular connections in which gamma ratio Punching sheat on shear arca of
{
rne be as deGned in R/t of main member does not exceed 24.
O 9
~
Allowable Unit Stresses ll19
{
Notes to Table 10.7.3
'T = tension, C = compression. B = bending, R = reversal - i.e., total range of nominal axial and bending stress.
' Empirical curves (Fig.10.7,4) based on " typical ** connection geometries: if actual stress concentration factors or hot spot strains are known, use of curve X is preferred.
' Empirical curves (Fig.10.7.4) based on tests with gamma ;R/t) of 18 to 24; curves on safe side for very heavy chord members (low R/t); for chord members (R/t greater than 24) redace allowable stress in proportion to Allowable fatigue stress
' 24 P' Stress from curve I or K "EIt j Where actual stress concentration factors or hot spot strains are snown, use of curve X is preferred.
- Stress concentration factor, SCF = h + l.17 % tant, Where T is angle change at transition.
- r.is radius thickness ratio of tube at transitio,n.
- Acting Vp =rsin$ f. + (2/Jf3f + (3/2f,,P where f., and fu are nominal stresses for in-plane and out-of. plane bending, respectively.
I e
X
~
g s
(
8 g
E' D'
A a
S B
a E
I A
q F %-
ga o ~,-
p N
k" B
~
ho
~%
~'
~% % ) %g.
~
s f
3
~
S N
g D
3 N
N G
S N
8-T g
s N
E a
5 D-g
- % g.
j s%g
~
N E'
l a
- .g s
I g
i I
I l
10' 10' 10*
10' 10*
10' W
Cycles of toad. N Fig.10 7 4-Allowablefatigue stress and strain ranges for stress categories (see Table in 7 3).
l
\\
9 120/ STRUCTURAL WELDING CODE
(
10.7J The type and location of material shall be I
categorized as shown in Table 10.7.3.
2 r sind 10.7.4 Where the applicable design specification has a fatigue requirement, the maximum stress shall not ex.
coed the basic allowable stress provided elsewhere, 33, and the range of stress at a given number of cycles y
=
3r 2,s, shall not exceed the values given in Fig.10.7.4.
10.7.4.1 The increase in allowable stress provided in 10.6 shall not apply to the stress range values used a
= the acute angle between the two member axes in fatigue.
r = the effective radius of the intersection (see 10.7.4.2 Where the fatigue environment involves go g,3) stress ranges of varying magnitude arid varying R = the outside radius of the main member l
numbers of applications, the cumulative fatigue damage ratio D, summed over all the various loads, 4 "2 R
shall not exceed unity," where Note: The follow.ing may be used as conservative ap-g, proximations:
I I+
i n = number of cycles applied at a given stress range sin 6 axial load i !
N = number of cycles for which the given stress range K, =
would be allowed in Fig.10.7.4 2
i 10,8 Effective Weld Areas, Lengths, and Throat i
ror punching 3+
i sin e shear or weld.
K* =
stress due to
/
10.8.1 Groove Walds. The effective area shall be in ac-4 sin 6 in. plane bending 4
cordance with 2.3.1 and the following: The effective i
length of groove welds in structural T., K., and Y-connections shall be computed in accordance with 10.8.4 or 10.8.5 using the mean radius or face dimen-3 I ' Pun ing sions of the branch member.
+
j d
10.8.2 Fillet Welds. The effective area shall be in ac-K* =
out of plane cordance with 2.3.2 and the folio-ing: The effective 4 sin 8 bending length of fillet welds in structural., Y, and K con-nections shall be computed in acco,Jance with 10.8.4 or 10.8.5, using the radius or face dimensions of the j
. branch member as measured to the center line of the 3
weld.
+
for weld stress sin 6 due to out of 10.8.3 Shear Area. The effective section for com-K, =
plane welding 4
puting punching shear stress in simple T, Y, and K.
connections shall be the main member thickness times the intersection length defined in 10.8.4 or 10.8.5, us*
10.8.5 Length of welds and intersection length in ing the effective radius or face dimensions of the BOX CONNECTIONS shall be determined as K, branch member as measured to the toe of the connec*
times the perimeter of the tube, where ting weld on the main member outside surface.
10.8.4 Length of welds and the intersection length in s, + b circular T., Y, and K-connections shall be deter.
K. =
axial load a+b mined.as 2rrK, where K, = x + y + 3 Vx' + y2 with a and b the face dimensions as defined in Fig.10.1.2(b)..
and
'*For critical members whose.. sole failure mode would be
~
a
_e
. a r,....i.ai.e te.s_.
a=
e.
3,.,m. o.s..
t
i i
Structural Details /l2l
(
10.8.5.1 For bending, the section modulus of the 10.10 Welds in Combination with actual intersection shall be taken as K. times the sec-Rivets and Bolts tion modulus of the tube, where
.3 7
3 Rivets or bolts used in bearing tspe connections shall ll cl[s.
not be considered as sharing the stress in combination I b with welds. Welds, if used, shall be provided to carry A
3 K, -
ss ue o I
the entire stress in the connection. However, connec-a
/l in plane bending a
b+
tions that are wc!ded to one member and* riveted or 3
bolted to the other member are permitted. High strength bolts (properly installed as a friction type connection prior to welding) may be considered as sharing the stress with the melds.
/
b a.(a,+
f for punching shear 10.11 Fillet Weld Details 3
K, =
due to out of plane
[a+
bending 10.11.1 Intermittent fillet welds may be used to carry a
3
(
j calculated stress.
10.11.2 For lap joints the minimum amount of lap shall be five times the thickness of the thinner part joined but not less than I in. (25.4 mm) (see Fig.
10.11.3).
b a, + 3 for weld stress due 10.11.3 Lap joints of telescoping tubes in which the K, -
to out of plane load is transferred via the weld" may be single fillet a+b bending welded in accordance with Fig.10.11.3.
10.11.4 The maximum size of fillet weld that may be
(
used along edges of material shall be equal to the thickness of the base metal.
g 10.11.5 Boxing shall be indicated on the drawings.
Structural Details 10.9 Combination of Welds 10.12 Transition of Thicknesses if two or more of the general types of welds (groove.
Tension butt joints in axially aligned primary fillet, plug. slot) are combined in a single joint, the members of different material thicknesses, or size allowable capacity of each shall be separately com-shall be made in such a manner that the slope through puted with reference to the axis of the group,in order to determine the allowable capacity of the combina-As opposed to as interference stip on joint as md in tapered tsor..
poles.
i O
7
\\
/
m A
)
{'
L st. mm (not was inan i m
~
' \\)
(
i V
(V w
Note: L= size as required
I 122/ STRUCTURAL WELDING CODE 2-1/2 m
s.
Transin by sloping weld surface Remove after welding Rmw I
1
[after welding 2-1/2 2-1/2
^
bY j{}
v a
v 2-1/2
~
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h l
j Transition by sloping weld surface and chamforing Chamfer before weldin9 Chamfer 1
1
/ before welding 2-1/2 2-1/2
/
()
{
.nn n
2-1/2' 1
Transition by chamfering thicker part Centerline Alignment OKset Alignment Croove may be of any permitted or quali6ed type and deta!!.
Transition slopes shown are the maximum permitted.
Transition of Butt Joints in Parts of UnequalThickness Fig.10.1.:a-Transizion of thicknesses of butt joints in parts of unequal thickness weldedfrom two sides.
C
...._.__.~m,--,
__m
_.._,.-__7.,,
.w,_.
Structural Details /l23
(
CD of tube
%l/
l N,/
4 Constant ID preferred 1/8 in. maximum difference in radali before taper weld B
\\
/
\\/
/
/' N Weld and gnnd slope of 21/2 taper and adjust bevel Groove may be of any permitted or qualified type before welding joint and detait. Transition slopes shown are maximum permitted.
C Treneition by taper weld g OD of tube g0,0 of tube
\\/
)
+
\\/
k x
x/
Y h
Machine. gnnd or oxygen cut 1i 2 1/2 smooth before welding 21/2 Machine before welding Groove may be of any permitted or qualified type Groove may be of any permitted or qualified type and detail. Transition slopes shown are maximum and detail. Transition slopes shown are maximum perm:tted.
permitted.
Trenoition by teper bore of thicker tube D
E i
21/2
'V I
~
/
Constant 10 preferred Transition by taper OD of thicker tube l
F C's, it) l'h Trne.rirlan of thirirnesses of butt joints in norts of unecyni thlMnns wold ' (mm ner eido t
.l
O 124/STRtJCTtJRAL wet. DING CODE the transiticn zone does not exceed I in 21/2. The (2) Complete joint penetration tubular groove
(
transition shall be accomplished by chamfering the welds made by shielded metal arc, gas metal arc, or thick part, sloping the weld metal, or by any combina-flux cored arc welding, which may be used without tion of these methods (see Fig.10.12).
performing joint welding procedure qualification tests prescribed by 5.2 are detailed in Fig.10.13.1.1 a and b and are subject to the limitation specified.
(3) The weld joint angles and dimensions shall not Part D deviate from the ranges detailed in Fig.10.13.1.1. The root face of the joints is zero unless dimensioned otherwise. lt may be detailed to exceed zero or the
~
Odisill5 G[ Wildid,[Clists specified dimension by not more than 1/16 in. (1.6 mm). It may not be detailed to less than the specified 10.13 Prequalified Tubular Joints dimension.
10.13.1.2 Partial joint penetration circular tubular 10.1.1.1 Welded joints shall be in accordance with 8,*ve welds made by shielded metal arc, gas metal Part C, Section 2 of this code and the following ar,c, and flux cored are welding, whic,h may be used with6ut performing the joint welding procedure qualification tests prescribed in 5.2, are shown in Figs.
i1 1.1 Complete Joint Penetration Tubular 10.13.1.2(a) and (b).
Groove Welds Made by Shielded Metal Arc Gas 10.13.1.3 Fillet welded circular-tubular connec-I.
Metal Arc," or Flus Cored Arc Welding.
(I) A complete joint penetration tubular groove tions made by shielded metal arc, gas metal arc, and weld made from one side only, without backing,is per-flux cored arc welding, which may be used without mitted where the size or configuration prevent access performing the, {oin) welding procedur,c qualificatiop w
.d*,*_P'."*"W^"*"""**"h"'*"'"_
to the root side of the weld. Special skillis required for 2o Noe P equa fi iflet el'd detail limited to P ete joint penetration i
bular weld 5.21).
- 5_1/3 for circular and #10.8 for box connections.
/
l Part E Workmanship is Q T
't"*-* Q _.-/
""' * - * ]
10.14 Assembly
'T;;;"
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0 j
10.14.1 The parts to bejoined by fillet welds shall be brought into the closest practicable contact, and in no m==2 event shall be separated by more than 3/16 in. (4.8 mm). If the separation is I/16 in. (1.6 mm) or greater, The applicable joint detail, A, B. C or D, for a particular the leg of the fillet weld shall be increased by the part of the connection is determined by the local dihedral amount of the separation. The separation between j
angle.+. which changes continuously in progressing around faying surfaces oflap joints and of butt joints landing the branch member. as follows:
on a backing shall not exceed 1/16 in. (1.6 mm).
I Detail Applicable range oflocal dihedral angle.
Where irregularities in rolled shapes, after straighten-l' ing, do not permit contact within the above limits, the A
180' to 135, B
150' to 50' P.'.cedure necessary to bring the material within these C
75' to 30'(not prequalified for groove angles limits shall be subject to the approval of the Engineer.
[
under 30')
The use of fillers is prohibited except as specified on D
40* to 15*(not prequalified for groove angles the drawings or as specially approved by the Engineer l
under 30')
and made in accordance with 2.4.
I NOTE: Angle and dimensional ranges given in details A. B.
10.14.2 Abutting parts to be j..omed by girth welds C or D include maximum allowable tolerances.
l shall be carefully aligned. No two girth welds shall be Fig.-10.13.1.lfa}--Complete joint penetration pre-located closer together than one pip,e diameter or 3 ft l
qualified circular tubularjoints for simple T. Y. or K-connections made by slutelded metal arc. gas metal
..s<< Note W or Fig. so.s 3.s.nta) tot resmctions on saa metal are
.-.-n..
.a w..
.w,..
wewr..
m,
g-
l Workmanship ll25 Build-up as required to maintain T-
,j
+
+
.~
4 180'-135' N
x.
\\
\\
y s
N R
L s
=
4
/
A E
4 Detail A
(
- min 45' End preparation:
max 90' (square cut)
Fit.up:
R For SMAW:'
For GMAW and FCAW:8 max 3/16 in, max 3/16 in.
min I/16 in.
min I/16 in.
(no min for e over 90')
(no min for
- over 120' Completed weld:
T - shall be not less than t 1.
- shall be not less than t/ sin t but need not exceed I.75t
' Detail for SMAW also applies to FCAW and GMAW for which the root pass is made by SMAW 8 Detail for GM AW and FCAW applies to GMAW short circuiting transfer procedures qualified in accordance with 5.2, and FCAW procedures which have been tested as follows:
(a) A sample of the type groove design to be used in construction shall be made and a macroetched cross section prepared to demonstrate the designated effective throat obtained (see 5.10.2).
(b) The specimen shall have been examined for discontinuities and any which have discontinuities prohibited by 10.17 as applicable, shall be considered as failed (see 5.12.1.3).
Fig.10.13.1.lfa). cont.-Complete joint penetration prequalified circular-tubular joints for simple T., Y, or K-connections made by shielded metal arc. gas metal arc, orflux cored arc welding, b
r-
-*y
'v-
-'~ - - ' -
-w-**m r
e -
r i-,
,-.w--
g g-.r s
126/ STRUCTURAL WELDING CODE
(
150*-90' e
(*
t 90*-50' Root face
,,_6 0 to 1/16 4
4 H
j I
Y Y
Y t
\\
\\
n a
g R
R T
[
[
2
(
Detail B End preparation:
_ min 10' (45' for + over 105')
=
max 90' (square cut) otherwise as needed to obtain required +
Fit.up:
e - min 371/2'(ifless use detail.C) max 60' for t up to 105' R
- For SMAW' For GMAW*and FCAW:8 min 1/16 in.
min I/16 in.
max I/4 ir.
max I/4 in. for + over 45' max 5/16 in. for + not over 45' Completed weld:
T - shall be not less than t fer + over 90' T - shall not be less than t/ sin + for + not over 90'
' Detail for SMAW also applies to FCAW and GMAW for which the root pass is madi by SMAW
' Detail for GMAW and FCAW applies to GMAW short circuiting transfer procedures qualified in accordance with 5.2, and FCAW procedures which have been tested as follows:
(a) A sample of the type groove design to be used in construction shall be made and a macroetched cross section prepared to demonstrate the designated effective throat obtained (see 5.10.2).
-(b) The specimen shall have been examined for discontinuities and any which have discontinuities prohibited by 10.17 as applicable. shall be considered as failed (see 5.12.1.3).
Fig.10.13.1.ila) cont.-Complete Joint penetration ovequahjied circular-tubularjoints for simple T., Y., or
2 Workmanship ll27 t
/
1
+
75'-30' Root face or inside
+
bevel optional N
\\
4 I
Back-up weld -
7
=
o o
made from outside T
/'
/'
Theoretical weld
(
1 Detail C End preparation:
= - as needed to obtain required e min 10' (approx.1:6 bevel)
Fit up:
4 min t/2 max 371/2* (if more, use detail B) rogt opening not to exceed # tabulated below I
Completed weld:
W -Back-up weld-initial passes discounted until width of groove W is sunflicient to assure sound welding.
For SM AW' For GMAW and FCAW' 8 W
1/8 in.
3/16 in.
I/8 in.
1/4 in.
3/8 in.
1/2 in.
vse 22-1/2' to 37-l/2' 15' to 22-1/2' 30' to 37-l/2' 25* 30' 20' 25' 15'-20*
T - not less than t/ sin +but need not exceed 1.75t (weld may be built-up to meet this requirement)
' Detail for SMAW also applies to FCAW and GMAW for which the root pass is made by SMAW.
8 Detail for GM AW and FCAW applies to GM A"! short circuiting transfer procedures qualified in accordance with 5.2, and FCAW procedures which have been tested as follows:
(a) A sample of the type groove design as the joint to be used in construction shall be made and a macroetched cross section prepared to demonstrate the designated effective throat obtained (5.10.2).
(b) The specimen shall have been examined for discontinuities and any which have discontinuities prohibited by 10.17 as applicable, shall be considered as failed (5.12.1.3).
'In details C and D, back up weld may be made by SMAW.
Fig.10.13.l.l(a), cont.-Complete joint penetration prequalified circular tubular joints for simple T., Y, or sr.
e
128/ STRUCTURAL WELDING CODE
~
(
e e
+ and +
40'-15' Back-up weld -
_ /t N"
U made from
--~ l outside T
=
=
Theoretical weld l :
(
Detail D End preparation:
no outside bevel;inside bevel optional; transition from in.
mm detail Cis to be gradual 5/16
8.0 Fit-up
root opening not to exceed W tabulated below 3/8 1/16 1.6 Completed weld:
Back-up weld-initial passes discounted until width of 1/8
. 3.2 6
groove W is sufficient to asure sound welding.
For SM AW' ForGMAWand FCAW' 8 W-1/8 in.
3/I6 in.
1/8 in..
1/4 in.
3/8 in.
1/2 in.
vse 221/2* to 37-l/2* 15' to 22-1/2* 30' to 371/2* 25* 30' 20'.25' 15'-20' T
not less than 2t
' Detail for SMAW also applies to FCAW and GMAW for which the root pass is made by SMAW.
8 Detail for GM AW and FCAW applies to GMAW short circuiting transfer procedures qualified in accordance with 5.2, and FCAW procedures which have been tested as follows:
(a) A sampic of the type groove design as the joint to be used in construction shall be made and a macroetched cross-section prepared to demonstrate the designated effective throat obtained (5.10.2).
(b) The specimen shall have been examined for discontinuities and any which have discontinuities prohibited by 10.17 as applicable. shall be considered as failed (5.12.1.3).
'In details C and D back up weld may be made by SMAW.
Fig.10.13.1.lfa), cont.-Complete joint penetration prequalified circular tubular joints for simple T, Y., or
(
K-connections made by shielded metal arc, gas metal arc, orflux cored arc welding.
k...
Workmanship ll29 l'oel detail B, C, or Root face Toe D Fig.10.13.1.~1(a.
0 to 0.10 detail A or B Fig.10.13.1.1 depending ont
</,// l ol 16[
Corner transition
[
o toftange m rner I
transition rf T 4
in line w.th inside of branch tube o
Alternate Detail B Side Detail B Fig 10.13.1.1(a)
(see afternate detail B for matched box connections)
Details A, B, C, and D and all notes from Fig. 10.13.1.1 apply, Note: Joint preparation for corner welds shall provide a smooth tranalbon from one e
' detail to another. Welding shall be carried continuously around corners, with all starts
(
and stops within flat faces, and corners fully built up.
Fig.10'!3.1.!(bl-Completejoint penetration prequalified box connections made by shielded metal arc, gas metal are orj!ux cored are welding.
/
NOTES
- 1. t=th6ckness of thinner section
- 2. d= depth of bevelat
- 3. Root openmg 0 to 3/16 6n. (4.8 mm) i
- 4. t=15* min (not prequenhed for under 30")
- 5. Ettective throated Toe zone zone
(
- w+
3 -
E l min '
I d
-+-
x 45 Ditt
/
45'
/
I k
I mm.
l
[
T t
/
I l
l I
N[
~
1 112 t min 80* > t a 30' Too Side Heel (stepped connections)
[%.
Fig.10.13.1.2a-Partialjoint penetration prequalified circular-tubularjoints made by shielded metal acc gas metal arc. or puz ce4 are wel.1ine.
l
\\
130/ STRUCTURAL WELDING CODE N--
Cut flush with face of main member Toe
[
g,,g
} } ) ))) ( l[(( kki f
Side C geS
\\
cot oo
/
W 11/2 t min
-i N
N g
Side (matched connections)
I/2 g thin d
(
o-o d
g
- S*inf thin j\\
/
i l
[
1 i
t i
i i
1-1/2 t min 1-1/2 t min 80* > t 2 30' Toe Side Heel (stepped connections)
NOTES
- 1. t= thickness of thinner section
- 2. d= depth of bevel =t
- 3. Root opening 0 to 3/16 in. (4.3 mm)
- 4. Not prequalified for t under 30'
- 5. Effective throat =0
- 6. Joint preparation for corner welds shall provide a smooth transttlon from one detail to another.
Welding shall be carried continuously around corners.w;th all starts and stops within flat faces and corners fully built up.
Fig.10.13.1.2b-Partialjoint penetration prequalified box connections made by shielded metal arc. gas metal arc.
orflux cored are welding.
k'
.i.
?
Workmanship /l31 j
(
i
/
o,
~
NOTES
- 1. totnickness of thinner part 0
de zone
- 2. L=mimmum size =t (see 10.5.3)
- 3. Root opening 0 to 3/16 in. (4.8 mm)
I
- 4. 4=19' min (not prequehfied for under 30')
l See 10.13.1.3 for limitations on# =D./D.
s dgto\\"
Edge may be cut back to fechtete p'
/
throat thickness L
L m,
)
s,
-s n.-
I Toonone Side zone HooiZone Fig.10.13.1.3-Fillet welded prequaliped circular-tubularjoints made by shielded metal arc. gar metal are and i
fux cored are welding.
i
--,---m
--n,
m 132/sTRt>cTtJRAL WELDING CODE
{
(0.9 m) whichever is less. There shall be no more than 10.17.1.1 The weld has no cracks.
two girth welds in any 10 ft (3 m) interval of pipe ex.
10.17.1.2 Thorough fusion exists between weld cept as may be agreed to by the owner and the con.
metal and base metal.
tractor. Radial offset of abutting edges of the girth 10.17.1J All craters are filled to the full cross sec-seams shall not exceed 20 percent of the wall thickness tion of the welds.
and the maximum allowable shall be 1/4 in. (6.4 mm) 10.17.1.4 Weld profiles are in accordance with 3.6.
provided that any offset exceeding 1/8 in. (3.2 mm)is 10.17.1.5 The sum of diameters of piping porosity welded from both sides. Longitudinal weld seams of
- does not exceed 3/8 in. (9.5 mm)in any linear inch of adjoining sections shall be staggered a minimum of 90 weld and does not exceed 3/4 in. (19.0 mm)in any 12 deg unless closer spacing is agreet an $y 'he owner in. (305 mm) length of weld.
and the fabricator' l'0.17.2 Nondestructive Inspecties. Welds that are 10.14.3 Variation in cross section dimensions of
- subject to radiographic or magnetic particle testang.in groove welded joints from those shown on the detail addition to visual inspection, shall be t===*eble if drawings shall be in accordance with those shown in the radiographic or magnetic particle inspection shows 3.3.4. In addition the following tolerances will apply discontinuities that exceed the following limitations:
to complete joint penetration tubular groove welds 10.17.2.1 Individual discontinuities, having a made from one side only without backing:
greatest dimension of 3/32 in. (2.4 mm) or greater. if:
(1) The greatest dimension of a discontinuity is Root opening larger than 2/3 of the effective throat,2/3 the weld j
Root face ofjoints without Groove angle size, or 3/4 in. (19.0 mm).
ofjoint steel backinga orjoint.
(2) The discontinuity is closer than three times its in.
mm in.
mm des greatest dimension to the end of a groove weld subject SMAW
- l/16. 1.6
- l/16 1.6
- 5 to primary tensile stresses.
GMAW *l/32 0.8
- l/16 1.6
- 5 (3) A group of such discontinuities is in line such 1,
FCAW *l/16 1.6
- l/16 1.6 15 that:
(a) The sum of the greatest dimensions of all I i such discontinuities is larger than the effective throat or weld size in any length of six times the effective
!3 10.15 Temporary Welds throat or weld size. When the length of the weld being examined is less than six times the effective throat or Temporary welds shall be subject to the same welding weld size. the, permissible sum of the greatest dimen-procedure requirements as the final welds. They shall sions shall be proportionally less than the effective l
be removed unless otherwise permitted by the throat or weld size.
Engineer. When they are removed. the surface shall be (b) The space between two such discontinuities made flusn with the original surface. There shall be no which are adjacent is less than three times the greatest temporary welds in tension zones of members made of dimension of the larger of the discontinuities in the quenched and tempered material. Temporary welds at pair being considered.
other locations shall be shown on shop drawings and 10.17.2.2 Independent of the requirements of shall be made with E70XX low hydrogen electrodes.
10.17.2.1. discontinuities having a greatest dimension of less than 3/32 in. (2.4 mm) if the sum of their -
greatest dimension exceeds 3/8 in. (9.5 mm) in any linear inch of weld.
10.16 DimensionalTolerances 10.17.3 Welds that are subject to liquid penetrant The dimensions of tubular members shall be wiihin testing in addition to visual, shall be evaluated on the basis of the requirements for visual inspection.
the tolerances specified in 3.5 wherein the term l
column is interpreted as compression tubular member.
10.17.4 When ultrasonic testing is required, the testing procedure and acceptance criteria shall be specified in the contract.
10.17 Quality of Welds l
10.17.1 Visual Inspection. All welds shall be visually inspected. A weld shall be acceptable by visualinspec-tion if it shows that:
" Root openings wider than permitted by the above tolerances but
(
f 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
i
-s
[
Appendix A:
Appendix B:
Plug and Slot Welds Effective Throat A1 In making plug welds the following technique may e-be used:
A1.1 For welds to be made in the flat position the arc is carried around the root of the joint and then Effective carried along a spiral path to the center of the hole, throat fusing and depositing a layer of weld metal in the root and bottom of thejoint. The arc is then carried to the periphery of the hole, and the procedure repeated, fus-ing and depositing successive layers to fill the hole to the depth required. The slag covering the weld metal J
t should be kept molten, or nearly so, until the weld is finished. If the arc is broken, except briefly for chang-ing electrodes, the slag must be allowed to cool and be r-completely removed before restarting the weld.
i A1.2 For welds to be made in the vertical position the arc is started at the root of thejoint, at the lower Effective side of the hole, and carried upward along a zig-zag i # throat path, depositing a layer about 3/16 in. (4.8 mm) thick on the exposed face of the inner plate and fused to it and to the side of the hole. After cleaning the slag
/,k from the weld, other layers should be similarly de-(
posited to fill the hole to the required depth.
y 1
AI.3 For welds to be made in the overhead position the procedure is the same as for flat position welding except that the slag should be allowed to cool and f-should be completely removed after depositis g each successive layer until the hole is filled to the required depth.
Effective A2 Slot welds may be made with a technique similar e
throat to that specified above for plug welds, except that if the length of the slot exceeds three times the diameter.
/
or if the slot extends to the edge of the part, the technique specified in AI.3 should be followed for I
welds made in the flat position.
The effective thvoat ofa weldis the minimum distance from the root of a weld t.o its face, less any rein-forcement. The three sketches above illustrate this concept.
9 L
133
l j
Appendix C:
Y Impact Strength Requirements for Electroslag and Electrogas Welding C1 General C2.3 If the value for more,than one of the three specimens is below the mmimum average require-Tlie impact test requirements and tett procedures in ment, or if the value for one of the three specim, ens is this appendix shall apply only when specified in the below the minimum value permitted on one specimen, contract drawings or specifications in accordance with a retest shall be made, and the value of all three 4.19.3 of this code.
specimens must equal or exceed the specified mmimum average value. Such a retest shall be per-mitted only when the average value of the' three C2 Impact Properties specimens equals or exceeds the minimum value per-mitted on one specimen.
C2.1 When computing the average value of the impact properties, the extreme lowest value and ex-treme highest value obtained with the five specimens C3 ImpactTest shall be disregarded.
C3.1 Five Charpy V notch impact test specimens C2.2 For material 3 in. (76.2) or less in thickness, the shall be machined from the same test weld assembly notched bar impact properties of the wc!d metal shall (Fig. 5.10.1.3c) made to determine weld joint proper-be no less than the values in Table C2.2 when tested ties.
at 0 *F (-18 *C).
/
C3.2 The impact specimens shall be machined and
(
Table C 2.2-Impact strength requirements for tested in accordance with ASTM Standard Methods electroslog and electrogas welding for Notched Bar Impact Testing of Metallic Minimum impact Minimum impact Materials, E23, for Type A Charpy (simple beam)im-value required value permitted pact spectmen.
Size of Specimen for average of on one specirnen three specimens, only in a set of C3.3 The longitudinal center h.ne of the specimens three specimens.
shall be transverse to the weld axis, and for material of thickness greater than 1/2 in. (12.7 mm) shall be located as near as practicable to a point midway ft.lb J ft-lb J
between the surface and the center of thickness. The 10.0 mm X 10.0 mm 15.0 20.3 10.0 13.6 base of the notch shall be perpendicular (cormal) to l
10.0 mm X 7.5 mm 12.5 17.0 8.5 11.5 the surface. The standard 10 mm x 10 mm specimen I.
mX shall be used where the thickness is 1/2 in. or greater, and for thinner material the largest possible sub stze specimen listed in Table C2.2 shall be used.
l l
L l
134 l
(
Appendix D:
'Short Circuiting Transfer Short circuiting transfer is a type of metal transfer in gas metal are welding in wiiich melted material from a consumable electrode is deposited during repeated short circuits. For ad-ditionalinformation, see Section 2 of the Sixth Edition of the WELDING HANDBOOK, page i
23.24.
Typical current ranges for short circuiting transfer gas metal are welding of steel Welding current. Amperes
- Electrode diam Flat position Vertical and overhead positions min max min max g
in.
mm 0.030 0.8 50 150 50 125 O.035 0.9 75 175 75 150 0.045 1.2 100 225 100 175
- Electrode posdive.
l I
i 1
L
s Appendix E: Sample Welding Forms This Appendix contains eight sample forms that the Structural Welding Committee has approved for the recording of procedure qualification, welder qualification, welding operator qualification, and tacker qualification data required by this code. Also included are laboratory report forms for recording the results of nondestructive examination of welds.
It is suggested that the qualification and NDT infor~ ation required by this code be' m
recorded on these forms or similar forms which have been prepared by the user. Variations of these forms to suit the users needs are permissible. These forms are available from AWS.
(
I i
L.
f
i
. Sample Forms /l37
(
PREQUALIFIED JOINTWELDING PROCEDURE PROCEDURE SPECIFICATION Material specification.....
Welding process...
Manual or machine...-
Position of welding Filler metai specification-Filler metal classification Flux Weld metal grade.......
Shielding gas...
.. ~.
~....... Flow Single or multiple pass.
Si ngl e or mu l ti p ie arc...........
..........._.....~....................
Welding current....
Polarity m.~...
~..................
Welding progression..
Root treatment.
Preheat and interpass temperature.....~
Postheat treatment..
......~.....
a i
WELDING PROCEDURE Pass Elect ode Wng Cunent Travel
(
Joint Detail no.
sire speed Amperes Volts t
This procedure may vary due to fabrication sequence. fit up, pass size. etc. within the limitation of variables given in 48, C, or D AWS D1.1. Structural Welding Code.
Manufacturer or Contractor.....
Authorized by............. -
Date.
,,7,_
9 4
138/ STRUCTURAL WELDING CODE WELDING PROCEDURE QUALIFICATION TEST RECORD PROCEDURE SPECIFICATION GROOVE WELD TEST RESULTS
'leduced-section tension test Material specification Tensile strength, poi:
Weld ing process..........................._.................
3 Manuai or machine...
2 Position of weIding.
Filler metal specification.....
Guided. bend test s'
Filler metal classification Root Face Weld metal grade j
j Shi iding gas
.. Flow.
t 2
2 Single or multiple pass....
Singfe or multiple arc.
Radiographic Ultrasonic Examination Welding current Fillet test results Welding progression..
Min Size Multiple Pass Max Size Single Pass Preheat temperature...
Macroetch Macroetch Postheat treatment.
Welder's name.....
1 3
1 3
2 2
Laboratory Test No.
+
WELDING PROCEDURE Weldine Current 4
Pass Elect.
Speed of Joint Detail no.
size Amperes Volts trmi 3
t l
t l
i We the undersigned, certify that the statements in this record are correct and that the test welds wers prepared,
(
welded and tested in accordance with the requirements of 5B of AWS D1.1, Structural Welding Code.
Manufacturer or Contractor........
Authori zed by.........~..............
o a te....._....
l i
I I
[
~
Sample Forms l139
(.
WELDING PROCEDURE QUALIFICATION TEST RECORD FOR ELECTROSLAG AND ELECTROGASWELDS PROCEDURE SPECIFICATION TEST RESULTS Material specification Radiographis-vitrer.nic Examination Welding process Reduced section tr.tsion test Tensile strength, psi 1
Position of welding....
Filler metal specification..
2 Filier metal classification.
All. weld. metal tension test Filler metal..
Tensile strength, psi Flux.
.y. d point, psi W
Shieldi.,g gas....
. Flow Elongation in 2 in., E Gas dew point...
......... ~.-.......
Thickness range this test qualifies......
Side bend tests Single or multiple pass.
1 3
Single or multiple are...
2 4
Welding current Preheat temperature Impact tests
.g.,
Postheat treatment.......
Size of specimen Temp Welder's name Ftlb: 1
')
'8 Avg l
High Low 1
Laboratory Test No.
WELDING PROCEDURE M ne h ent Pass Electrode Jo nt Detail No.
Site Amperes Volts Guide tube flux Guide tube composition Guide tube diameter Vertical rise spead Traverse length Traverse speed Dwell Type of molding snoe We the undersigned, certify that the statements in this record are correct and"that the test-welds were prepared.
welded and tested in accordance with the requirements of 4E and SB AWS D1.1, Struc.tural Welding Code.
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Manufacturer or Contractor...............-......
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140/ STRUCTURAL WELDING CODE 4
l O.
I WELDER AND WELDING OPERATOR QUALIFICATION TEST RECORD l
I Weider or welding operator's name Identificetion no..
'1 Welding process....
._... ManuaI.
.. Semiautomatic..
.. Mactine Posi ti on (Flat, horizontal, overhead or vertical -if vertical state whether upward or downward)
In accordance with Procedure Specification No.........
Material specification..........
Diameter and wall thickness (if pipe) otherwise joint thickness Thickness range this quelifies FILLER METAL Specification No....
Classification.
F No.
Describe filler metaI (if not covered by AWS specification)....
4 is backing strip used ?.
Filler metal diameter and trade name _
Flux for submerged arc or gas for gas metal arc or flux cored arc welding
....=...
Guided Bend Test Results t
j Type Result Type Result i
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Test conducted by...
Laboratory Test No.
per....................................
RADIOGRAPHIC TEST RESULTS i
Film Film identifi.
Results Remarks klontifi.
Results Romerks estion cation i
Test witnessed by Test no per We the undersigned, certify that the statements in this record are correct and that the welds were prepared and tested in accordance with the requirements of' 5C or D of AWS D1.1, Structural Welding Code.
Manufacturer or Contractor.......
Authorized by L
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Sample Forms /14I J
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a TACKER QUALIFICATION TEST RECORD Tacker's name Identificetion No..
WaMing [vrw met............................................................................................................
Position (Flat, horizontal, overhead or vertical -if vertical state whether upward or downward)
In accordance with procodure specification no.
Material specification..
Diameter and wa!! thickness (if pipe) otherwise joint thickness.
Filler Metal Specification No.....
.. Classification....
..... F No.
Describe filler metal (if not covered by AWS specification) t For Information Only Filler metaldiameter and trade name.
Flux for submerged arc or gas fer gas metal arc or ilux cored arc welding.
u.
c, Test Results b
Appearance
. ~ Fillet Size...
Fracture Test Root Penetration......
Sou nd ness (Describe the location, nature and size of any crack or tearing of the specimen.)
Test conducted by.
.... Laboratory and test no....
per.
We the undersigned certify that the statements in this record are correct and tested in accordance with the requirements of SE AWS D1.1, Structural Welding Code.
Manufacturer or Contractor Authorized by..................
Date b
o
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142/ STRUCTURAL WELDING CODE REPORT OF ULTRASONIC EXAMINATION OF WELDS PROJECT:.
Weld identification Material thickness Weld joint AWS X+
Welding Process y
Quality Requirements Section No.
Bemarks Plan View Decibels Defect Distance
'g
.h f
.h j
lI i
e e
f
- g ~
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F From From c}
Rah E
He a
a
<c.
X Y
s e
b c
d 1
2 3
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4 5
7 8
9 10 11 12 13 NOTES:
(1)
- use leg i or 18.see glossary of terms (2) in order to attain " Rating D"-
(A) With instruments with gain control, use the formula: a b. c = d (8) With instruments with attenuat,on control, use the formula: b a -c = d (C) A + OR S.gn must accompany the "D" figure unles:"D" is equal to zero (3)
Distance from X is used in describing the location of a werd discontinuity in a direction perpendicular to the weld reference line.
Unless this figure is rero. A + OR. Sqn must accompany it.
(4)
Distance from Y is t sed in describing the location of wetd discontinuity in a direction parallel to the we'd reference line. This figure is attained by measurms the distance from the "Y" end cf the wild to the beginning of said discontinusty.
(5)
Make separate report following repairs. (Suffix report No. with R1, R2. etc.)
We the undersigned, certify that the statements in this record are correct and that the welds were prepared and tested in accordance with the requirements of 6C of AWS DI.1, Structural Welding Code.
Manufacturer or Contractor...
Authorized by....
oate
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This Form Applicable to Sections 8 and 9 (Buildir,g and Bridges).
Do NOT use this form for Tubular Structures (Section 10).
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~i Sample Forms l343 4e REPORT OF RADIOGRAPHIC EXAMINATION OF WELDS 1
~ PROJECT:..
Quality Requirements: Section No.
Reported to:
WELD LOCATION AND IDENTIFICATION SKETCH TECHNIQUE Source Film to source Exposure time Screens Film type (Describe Length, Width, and Thickness of All Joints Radiographed) t Interpretation Repairs
. Date Weld identification Area Romerks
- Accept, fWect Accept.
Reject 4
p.
t A
I i
4 I
f I
We the undersigr$ed, certify that the statements in this record are correct and that the welds were prepared and tested in accordance with the requirements of the American Welding Society Structural Welding Code, AWS D1.t.
Manufacturer or Contractor.........
Authorized by -
Date............'.............
1 Radiographer (s).........
...... Interpreter......
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1 144/ STRUCTURAL WELDING CODE REPORT OF MAGNETIC PARTICLE EXAMINATION OF WELDS PROJECT-Quality Requirements. Section No.
Reported to:
5 WELD LDCATION AND IDENTIFICATION SKETCH l
,k i
4 Interpretation Repairs Date Wold identification Aree Romerks Accept.
Reject Accept.
Reject j
i 4
We the undersigned, certify that the statements in this record are correct and that the welds were prepared and tested in i
accordance with the requirements of the American Weiding Society Structural Welding Code, AWS D1.1.
l Insoector....
Manufacturer or Contractor.......
l-Date Authorized by.....
i L
O Dry 0 Wet O Residual O Continuous Date..........................
Type of Magnetizing Current O AC O DC D Half Wave l
J :.
t Appendix F: Weld Quality Requirements for i
{
Tension Joints in Bridges
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11$3 "l Xn Xn Xn Xn Xn Xr1 I 4l oi
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33 16 g
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21/4
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' Defect she indicated is assumed to be its greatest dimension.
l NOTES r
A - Minimum clear:nce allowed between edges of porosity or fusion-type discon.
tinuities 1/16 in. (1.6 mm) or larger. Larger of adjacent discontinuities governs.
l X - Largest permissible porosity or fusion type discontinuity for 3/4 in. (19.0 mm)
L i
joint thickness - Fig. 9.25.2.1.
X, X, X. - Porosity or fusion-type discontinuity 1/16 in. (1.6 mm) or larger, but 3
less than maximum permissM-for 3/4 its. (19.0 mm) joint thickness.
Xs, Xs - Porosity or fusien typ discontinuity less than 1/16 in.
INTERPRETATION
- 1. Porosity er fusion-type discontinuity X, not acceptabic as it is within the minimum clearance allowed between edges of such discontinuities,9.25.2.1 and Fig. 9.25.2.1.
- 2. Remainder of weld is acceptable, in.
mm in.
mm 1/32 0.8 3/4 19.0 1/16 1.6 11/8 28.6 1/4 6.4 21/4 57.1 l
5/8 15.9
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Appendix G: Flatness of Girder Webs - Buildings Flange plate.
A J6 d
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- e. -Stiffene, Web q
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L wn n.v., i. in.
t - dim.n.
D=deptn of web
.d=least panel dimension Intermediate stiffeners on both sides of web, dynamic loading Depth Least panel dimension. in.
k wel; weo 5/16 irs than 47 29 36 43 50 W ud over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 3/8 L.oxhan 56 29 36 43 50 58 ht aver 23 29 35 40 46 52 58 63 69 75 81 85 92 98 f
7/16 Leu R.n 66 29 36 43 50 58 65
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65 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 1/2 Less than 75 29 36 43 50 58 65 72 79 75 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 9/I6 Less than 84 29 36 43 50 58 65 72 79 86 84 and oser 23 29 35 40 46 52 58 63 69 75 81 86 92 98 5/',
Less than 94 29 36 43 50 58 65 72 79 86 93 94 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 Maximum permissible variation 1/4 5/16 3/8 7/16 1/2 9/16 5/811/163/413/167/815/161 11/16 Thick.
Depth or of Least panel dimension. SI units
- web" web 8.0 Less than 1.19 0.74 0.91 1.09 1.27 1.19 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 9.5 Less than I.42 0.74 0.91 1.09 1.27 1.47 1.42 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 11.1 Less than 1.68 0.74 0.91 1.09 1.27 1.47 1.65 1.68 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 I.60 1.75 I.90 2.06 2.18 2.34 2.49 12.7 Less than 1.90 0.74 0 91 1.09 1.27 1.47 1.65 1.83 2.00 1.90 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 14.3 Less than 2.13 0.74 0.91 1.09 1.27 1.47 1.65 1.83 2.00 2.18 2.13 and over 0 53 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 15.9 i.ess than 2.39 0.14 0.91 1.09 1.27 1.47 1.65 1.83 2.00 2.18 2.36 2.39 and over 0.58 0.78 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 Maumum permissible variation" 6.4 8.0 9.5 11.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 Note For actual dimensions not shown. use the neat highest figure.
'All dimensions v4 meters escept as noted.
- Dimens ons na mathmeters.
)46
Flatness of Girder Webs-Buildings /147
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Intermediate stiffeners on both eldes of web, static loading Thick.
Depth of of Least panel dimension, in.
Web Web 5/16 Less than 47 25 31 3'a 44 50 47 and Over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 3/8,
Less than 56 25 31 38 44 50 56 63 56 and Over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 7/16 Less than 66 25 31 38 44 50 56 63 69 66 and Over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 1/2 Less than 75 25 31 38 44 50 56 63 69 75 81 75 and Over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9/16 Less than 84 25 31 38 44 50 56 63 69 75 - 81 88 84 and Over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 5/8 Less than 94 25 31 38 44 50 56 63 69 75 81 88 94 94 and Over.
20 25 30 35 40 45 50 55 60 65 70 75 80 85 Maximum permissible variation 1/4 5/16 3/8 7/16 1/2 9/16 $/8 11/163/413/I67/815/161 1 1/16 Thick.
Depth of of Least panel dimension, SI units
- web" web 8.0 Less than 1.19 0.63 0.79 0.97 1.12 1.27 l.19 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 9.5 Less than 1.42 0.63 0.79 0.97 1.12 1.27 1.42 1.60 1.42 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 C
11.1 Less than t.68 0.63 0J19 0.97 1.12 1.27 1.42 1.60 1.75 1.68 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 12.7 Less than 1.90 0.63 0.79 0.97 1.12 1.27 1.42 1.60 1.75 1.90 2.06 1.90 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 I.40 1.52 1.65 1.78 1.90 2.03 2.16 14.3 Less than 2.13 0.63 0.79 0.97 1.12 1.27 1.42 1.60 1.75 1.90 2.06 2.24 2.13 and over 0.51 0.63 0.76 0.89 -1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 15.9 Less than 2.39 0.63 0.79 0.97 1.12 1.27 1.42 1.60 1.75 1.90 2.06 2.24 2.39 2.39 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 Maximum permissibic variation" 6.4 8.0 9.5 11.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 No Intermediate stiffeners, dynamic or static loading Thick.
of Depth of web, in.
Web Any 38 47 56 66 75 84 94 103 113 122 131 141 150 159 169 178 188 Maximum permissible vanation 1/45/163/8 7/16 1/2 9/16 5/811/163/413/167/815/I61 11/1611/81-3/1611/4 Thick.
Depth of of Depth of web, SI units
- web" web l,
Any 0.97 1.19 1.42 1.68 1.90 2.13 2.39 2.62 2.87 3.10 3.33 3.58 3.81 4.04 4.29 4.52 4.77 Maximum permissible variation" 6.4 8.0 9.5 I l.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 28.6 30.2 31.7 Naar For actual dimensions not shown, use the next highest figure.
'All dimensu.ns in meters encept as shown.
"DimensNma milkmeters.
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148/ STRUCTURAL WELDING CODE Intermodlate stiffeners on one side only of webs dynamic or static loading
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Thick.
Depth of.
of Least panel dimension, in.
Web Web
-5/16 Less than 31 25 31 31 and Over 17 '21 25 29 34 38 42 46 50 54 59 63 67 71 3/8-Less than 38 25 31 38 38 and Over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 7/16 Less than 44 25 31 38 44 44 and Over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 1/2 Less than 50 25 31 38 44 50 50 and Over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 9/16 Less than 56 25 31 38 44 50 56 56 and Over 17 21 25 29 34 38 42 46 50 54 59 63 67 71
$/8 Less than 63 25 31 38 44 50 56 63 63 and Over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 Maximum permissible variation 1/4 5/16 3/8 7/16 1/2 9/16 5/8 11/16 3/4 13/16 7/8 15/16 I ll/16 Thick.
Depth or or Least panel dimension, SI units
- web" web 8.0 Less than 0.78 0.63 0.79 0.79 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 l
9.5 Less than 0.97 0.63 0.79 0.97
(
0.97 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 11.1 Less than 1.12 0.63 0.79 0.97 1.12 l.12 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 I.80 12.7 Less than 1.27 0.63 0.79 0.97 1.12 1.27 1.27 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 14.3 Less than 1.42 0.63 0.79 0.97 1.12 1.27 1.42 1.42 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 I.37 1.50 1.60 1.70 1.80 15.9 Less than 1.60 0.63 0.79 0.97 1.12 1.27 1.42 1.60 1.60 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 Maximum permissible variation" 6.4 8.0 9.5 11.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.2 27.0 Nott For actual dimensions not shown, use the nest highest figure.
'All dimensions in meters encept as noted.
- Dimensaons in minimaters.
9 m
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Appendix H: Flatness of Girder Webs - Bridges
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- _stmene, Web g
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p Flenge plots whichever is the least panel dimension D= depth of web d=least panel dimension Intermediate stiffeners on both sides of web, interior girders Thick Depth of of Least panel dimensions, in.
Web Web 5/16 Less than 47 29 36 43 50 47 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98' 3/8 Less than 56 29 36 43 50 58 56 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 E8 J, '
7/16 Less than 66 29 36 43 50 58 65 66 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 1/2 Less than 75 29 36 43 50 58 65 72 79 75 and over 23 29 35 40 46 52 58 63 69
,75 81 86 92 98 9/16 Less than 84 29 36 43 50 58 65 72 79 86 84 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98
$/8 Less than 94 29 36 43 50 58 65 72 79 86 93 94 and over 23 29 35 40 46 52 58 63 69 75 81 86 92 98 Maximum permissible variation 1/4 5/16 3/8 7/16 1/2 9/16 5/8 11/16 3/4 13/167/8 15/16 1 111/16 Thick.
Depth of of Least panel dimension, SI units' web" web 8.0 Less than 1.19 0.74 0.91 1.09 1.27 1.19 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 9.5 Less than 1.42 0.74 0.91 1.09 1.27 1.47 1.42 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 11.1 less than t.68 0.74 0.9f 1.09 1.27 1.47 1.65 1.68 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 12.7 Less than 1.90 0.74 0.91 1.09 1.27 1.47 1.65 1.83 2.00 1.90 and over 0.53 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 14.3 Less than 2.13 0.74 0.91 1.09 1.7.7 1.47 1.65 1.83 2.00 2.18 2.13 and over 0.58 0.74 0.89 1.02 1.17 1.32 1.47 1.60 1.75 1.90 2.06 2.18 2.34 2.49 15.9 Less than 2.39 0.74 0 91 1.09 1.27 I.47 1.65 1.83 2.00 2.18 2.36 2.39 and over 0.58 0.74 0.89 1.02 1.17 I.32 1.47 1.60 1.15 1.90 2.06 2.18 2.34 2.49 Maximum permissible variation" 6.4 8.0 9.5 11.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0
/
Note-f or actual dunenssons not shown, use the nest highest ftgure.
(
'All dimensions in meters sacept as noted.
- Dimensions in mdlimeters.
150/STRUCTURAF. WELDING CODE Intermediate stiffeners on both sides of web, fascia girders
'{
Thick.
Depth or or Least panel dimensions, in.
web web-1 5/16 Less than 47 33 41 49 47 and over 26 33 39 46 53 59 66 72 79 85 92 98 105 112 3/8 Less than $6 33 41 49 57 56 and over 26 33 39 46 53 59 66 72 79 85 92 98 105 !!2 7/16 Less than 66 33 41 49 57 65 73 66 and over 26 33 39 47 53 59 66 72 79 85 92 98 105 112 1/2 Less than 75 33 41 49 57 65 73 81 75 and over 26 33 39 47 53 59 66 72 79 -85 92 98 105 112 9/16 Less than 84 33 41 49 57 65 73 81 89 84 and over 26 33 39 47 53 59 66 72 79 85 92 98 105 112 5/8 Less than 94 33 41 49 57 65 73 81' 89 98 94 and over 26 33 39 47 53 59 66 72 79 85 92 98 105 112 Maximum permissible variation 1/4 5/16 3/8 7/16I/2 9/165/8 11/16 3/4 13/I6 7/8 15/161 1.I/16 Thick.
Depth of of Least panel dimensions, SI units
- j web" web 8.0 Less than 1.19 0.84 1.04 't.24 I.19 and over 0.66 0.84 0.99 1.19 1.35 1.50 1.68 1.83 2.01 2.16 2.34 2.49 2.67 2.84 3
9.5 Less than 1.42 0.84 1.04 I.24 1.45 1.42 and over 0.66 0.84 0.99 1.19 1.35 1.50 1.68 1.83 2.01 2.16 2.34 2.49 2.67 2.84 11.1 Less than 1.68 0.84 1.04 1.24 1.45 1.65 I.85 1.68 and over 0.66 0.84. 0.99 1.19 1.35 1.50 I.68 1.83 2.01 2.16. 2.34 2.49 2.67 2.84 12.7 Less than 1.90 0.84 1.04 1.24 1.45 1.65 1.85 2.06 1.90 and over 0.66 0.84 0.99 1.19 1.35 1.50 1.68 1.83 2.01 2.16 2.34 2.49 2.67 2.c4 14.3 Less than 2.13 0.84 1.04 I.24 1.45 1.65 1.85 2.06 2.26 2.13 and over 0.66 0.84 0.99 1.19 I.35 I.50 1.68 1.83 2.01 2.16 2.34 2.49 2.67 2.84 t
15.9 Less than 2.39 0.84 1.04 I.24 1.45 1.65 1.85 2.06 2.26 2.49 2.39 and over 0.66 0.84 0.99 1.19 I.35 1.50 1.68 1.83 2.01 2.16 2.34 2.49 2.67 2.84 Maximum permissible variation" 6.4 8.0 9.5 11.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 No intermediate stiffeners, Interior or fascia girders Depth of web, in.
of web Any 38 47 56 66 75 84 94 103 113 122 131 141 150 159 169 178 188 Maximum permissible variation 1/4 5/l6 3/8 7/16 1/2 9/16 5/8 11/16 3/4 13/16 7/8 15/I6 11.I/1611/313/16l1/4 Thick.
Depth of web, SI units' of web Any 0.97 1.19 L42 1.68 I.90 2.13 2.39 2.62 2.87 3.10 3.33 3.58 3.81 4.04 4.29 4.52 4.77 Maximum permissible variation" 6.4 8.0 9.5 11.1 12.7 14.3 I5.9.17.5 19.0 20.6 22.2 23.8 25.4 27.0 28.6 30.2 3I.7 Nose-For actuel dimens ons not shown, use the nest highest Agure.
- AM dimennons e mdlerasters except as acted.
i
7 Flatness of Girder Webs-Bridges /l$l Intermediate stiffeners on one side only of web, interior girders Thick.
Depth of of Least panel dimensions, in.
web web 5/16 Less than 31 25 31 31 and over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 3/8 Less than 38 25 31 38 38 and over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 7/16 Less than 44 25 31 38 44 44 and over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 1/2 Less than 50 25 31 38 44 50 50 and over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 9/16 Less than 56 25 31 38 44 50 56 56 and over 17 21 25 29 34 38 42' 46 50 54 59 63 67 71 5/8 Less than 63 25 31 38 44 50 56 63 63 and over 17 21 25 29 34 38 42 46 50 54 59 63 67 71 Maximum permissible variation I/4 5/16 3/8 7/16 1/2 9/16 5/8 11/16 3/4 13/16 7/8 15/16 I 11/16 Thick.
- Depth or or Least panel dimensions. SI units
- 1 web" web 8.0 Less than 0.78 0.63 0.79 0.79 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80
(
9.5 Less than 0.97 0.63 0.79 0.97 4
(
0.97 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 11.1 Less than 1.12 0.63 0.79 0.97 1.12 1.12 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 12.7-Less than 1.27 0.63 0.79 0.97 1.12 1.27 1.27 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 14.3 Less than 1.42 0.63 0.79 0.97 1.12 1.27 1.42 1.42 and over 0.43 0.53 0.63 0.74 0.86 077 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 15.9 Less than 1.60 0.63 0.79 0.97 1.12 1.27 I.42 1.60 1.60 and over 0.43 0.53 0.63 0.74 0.86 0.97 1.07 1.17 1.27 1.37 1.50 1.60 1.70 1.80 Maximum permissible variation" 6.4 8.0 9.5 11.1 12.4 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 Note For actual dimensions not shoon, use the next highest figure.
'AH dimensions in meters escept as noted.
- Dimensions in milhmeiers.
l l
I l
l l
l i
~
152/ STRUCTURAL WELDING CODE Intermediate stiffeners on one side only of webs toscia girders
(
Thick.
Depth of of Least panel dimensions, in.
web web 5/16 Less than 31 30 38 31 and over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 3/8 Less than 38 30 38 38 and over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 7/16 Less than 44 30 38 45 44 and over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 1/2 Less than 50 30 38 45 53 50 and over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9/16 Less than 56 30 38 45 53 60 56 and over 20 25 30 35 40 45 50 55 60 65 70 75 80 85 5/8 Less than 63 30 38 45 53 60 68 63 and over 20 25 30 35 40 45 50 55 60 65 70 75 80, 83 Maximum permissible variation 1/4 5/16 3/8 7/l6 t/2 9/16 5/8 11/16 3/4 13/167/8 15/16 I l.1/16 Thick.
Depth or of Least panel dimensions. SI units
- web **
web 8.0 Less than 0.78 0.76 0.97 O.78 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 I.78 I.90 2.03 2.16 9.5 Less than 0.97 0.76 0.97
(
0.97 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16
\\
11.1 Less than t.12 0.76 0.97 1.14 1.12 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 12.7 Less than 1.27 0.76 0.97 1.14 f.35 1.27 and over 0.51 0.63 0.76 0.89 1.02 1.14 f.27 I.40 1.52 1.65 1.78 1.90 2.03 2.16 I4.3 Less than 1.42 0.76 0.97 1.14 1.35 1.52 1.42 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 15.9 Less than 1.60 0.76 0.97 1.14 1.35 1.52 1.73 1.60 and over 0.51 0.63 0.76 0.89 1.02 1.14 1.27 1.40 1.52 1.65 1.78 1.90 2.03 2.16 Maximum permissible variation **
- 6.4 8.0 9.5 I1.1 12.7 14.3 15.9 17.5 19.0 20.6 22.2 23.8 25.4 27.0 i
Nasc For actual dimsasions not shown, use the nest highest figure.
'All dimensions in meters sacept as noted.
- Dimenssons in mithmeters.
l l
1
___.y
,__._y-
l
(
Appendix I: Terms and Definitions The terms and definitions in this glossary are divided into.three categories: (1) general welding terms compiled by the AWS Committee on Definitions, Symbols, and Metric Practice; (2) terms, defined by the AWS Structural Welding Committee, which apply only to ultrasonic testing, designated by (UT) r llowing the term, and (3) other terms, preceded by asterisks, o
f which are defined as they relate to this code.
A B
all weld-metal test specimen. A test specimen 'wherein
(
the portion being tested is composed wholly of weld back gouging. The forming of a bevel or groove on the metal.
other side of a partially weldedjoint to assure com-angle of beiel. See preferred term bevel angle.
fr'o*r*: fh pn n pon subsequent wehg side amplitude length rejection level (UT). The maximum backing. Material (metal, weld metal, carbon, gran-length of discontinuity permitted by various indica-ular flux, gas, etc.) placed at the root of a weld tion ratings as associated with effective throat, as joint for the purpose of supporting molten weld indicated m Tables 8.15.3 and 9.25.3.
metal.
are gouging. An application of are cutting wherein a backing pass. A pass made to deposit a backing weld.
bevel or groove is formed.
backing ring. Backing in the form of a ring, generally as welded. The condition of weld metal, welded j..oints, used in the welding of piping.
and weldments after welding prior to any subse-quent aging, thermal, mechanical or chemical backing strap. See preferred term backing strip, treatments.
backing strip. Backing in the form of a strip.
attenuation (tJT). The loss in acoustic energy which backing weld. Backing in the form of a weld.
i occurs between any two points of travel. This loss l
may be due to absorption. reflection, etc. (In this
- back up weld (tubular structures). The initial closing code using shear wave pulse echo method of test-pass in a complete joint penetration groove weld, ing, the attenuation factor is 2 db per inch of sound made from one side only, which serves as a backing path distance after the first inch.)
for subsequent welding but is not considered as a automatic welding. Welding with equipment which hart of the theoretical weld (Fig. 10.13.1.1, C and
)*
I performs the entire welding operation without con.
i stant observation and adjustment of the controls by back weld. A weld deposited at the back of a single-a welding operator. The equipment may or may not groove weld.
perform the loading and unloading of the work. See base metal. The metal to be welded, soldered, or cut.
machine weldmg.
{
axis of a weld. A line through the length of a weld, per-bevel angle. The angle formed between the prepared pendicular to the cross section at its center of gravi-edge of a member and a plane perpendicular to the surface of the member.
gy, 153 t
I
154/ STRUCTURAL WELDING CODE boxing. The operation of continuing a fillet weld decibel rating (dbl (UT). See preferred term ladication
(
around a corner of a member as an extension of the rating.
4 principal weld.
- brece intersection angle. O (tubular structure). The
' defect. A discontinuity or discontinuities which by i
nature or accumulated effect render a part or 2 cute angle formed between brace centerlines.
product unable to meet minimum applicable ac.
butt joint. A joint between two members lying ap.
ceptance standards or specifications. This term proximately in the same plane.
designates rejectability.
butt weld. A weld in a butt joint.
defect lesel I UT). See preferred term, Indication leiel.
defect rating (UT). See preferred term. Indication rating.
C defective weld. A weld containing one or more de-con!pi te fusion. Fusion which has occurred over the fccts.
t entire base metal surfaces exposed for welding, and
- discontinuity. An interruption of the typical struc-between all layers and passes.
ture of a weldment, such as a lack of homogeneity
' complete joint penetration groose weld (buildings and in the mechanical or metallurgical or physical bridgesi. A groove weld which has been made from characteristics of the material or weldment. A dis-both sides or from one side on a backing having continuity is not necessarily a defect.
complete penetration and fusion of weld and base metal throughout the depth of the joint.
depth of fusion. The distance that fusion ext:nds into the base metal or previous pass from the surface
' complete joint penetration groote weld (tubular struc-melted during welding.
tures). A groove weld having complete penetration and fusion of weld and base metal throughout the
'dihedal angle. See local dihedal angle.
depth of thejoint or as detailed in Fig.10.13.!.l. A downhand. See preferred term flat position.
,f complete penetration tubular groove weld made from one side only. without backing, is permitted
(
i -
where the size and/or configuration prevern access to the root side of the weld.
complete penetration. See prcTerred term complete E
Joint penetration.
- edge angle. w (tubular structure). The acute angle complete joint penetration. Joint penetration in which
.between a bevel edge made in preparation for weld-the weld metal is fused to the base metal through.
ing. and a tangent to the member surface. measured out its total thickness.
locally in a plane perpendicular to the intersection
~
line. All bevels open to outside of brace.
consumable guide electrostag weiding. See electroslag melding.
effectise length of weld. The length of weld through-out which the correctly proportioned cross section continuous weld. A weld which extends continuously exists. In a curved weld,it shall be measured along from one end of a joint to the other. Where thejoint the centerline of the throat.
is essentially circular, it extend > completely around the joint.
electroslag welding ESW). A welding process wherein coalescence is prode:ed by molten slag which melts cornerjoint. A joint between two members located ap-the filler metal and the surfaces of the work to be proximately at right angles to each other in the welded. The weld pool is shielded by this slag which form of an L.
moves along the full cross section of the joint as CO: welding. See Preferred term gas metal are welding progresses. The conductive stag is main.
welding.
tained molten by its resistance to electric current
- ,assing between the electrode and the work.
crater. In are wc! ding, a depression at the termination coarumable guide electroslag welding - A of a weld bead or in the weld pool beneath the elec.
method of electroslag welding wherein filler trode.
metal is supplied by an electrode and its guiding inember. '
D
''c"as'5 " dias ^ method of gas metai are welding or flux cored arc wefding wherein molding
{^
decibel (UT). The logarithmic expression of a ratio of shoes confine the Inoiten weld metal for vertical
.e.......
.n..
-.+.
.m
.L
- 1 i
Terms and Definitions /l55
_F H.
. faying surface. That surface of a member which is in heat-affected none. That portion of the base metal contact or in close proximity with another mem-
- which has not been melted, but whose mechanical ber to which it is 'o be joined.
. properties or microstructure have been altered by filler metal. The metal to be added in making a weld.
the heat of welding, brazing, soldering or cutting.
ed brazed, or soldered joint. See electrode, welding horizontal fixed position.
rod, backing filler metal, bearing filler metal, diffe.
pipe welding - The position of a pipe joint sion aid, and solder in AWS A3.0.
wherein the axis of the pipe is approximately Iorizontal and the pipe is not rotated during
~9 flat posities. The position of welding wherein welding is perfornied from the upper side of the joint and welding. See Figs. 5.8.1,a, 5.8.Ib, and 5.8.1.2.
i the face of the w<ld is approximately horizontal.
g gg flux cored are welding (FCAW). An are welding fillet weld - The position of welding wherein process wherein coalescence is produced by heat-welding is performed on the upper side of an ap.
ing with an arc, between a continuous filler metal proximately horizontal surface and against an (consumable) electrode and the work. Shielding is approximately vertical surface. See Figs. 5.8.la, obtained from a flux contained within the elec-5.8.lb. and 5.8.1.3.
trode. Additional shielding may or may not be ob-groove weld - The position of welding wherein i
tained from an externally supplied gas or gas mix-the axis of the weld lies in an approximately ture.
horizontal plane and the face of the weld lies in
- fusion type discontinuity. Signifies slag inclusion, in-
'" appro i ate ical plane. See Figs.
8.l complete fusion, incomplete joint penetration, and H
similar discontinuities associated with fusion.
horisontal rolled position.
in t e Hat @osi.
a #Pe t
- "' "U fusion. The melting together of filler metal and base
[prein weyg is rm p
metal, or of base metal only, which results in 8 the pipe. See Figs. 5.8.la,
(
' fusion zone. The area of base metal melted as de-coalescence. See Depth of Fusion.
.8 Ib and 5. 1.2 horizontal reference line (UT). A horizontal line near j
termined on the cross section of a weld, the center of the ultrasonic test instrument scope to j
which all echoes are adjusted for db reading.
- bot spot strain (tubular structure). The cyclic total range of strain which would be measured at the l
gas metal are welding (GMAW). An arc welding point of highest stress concentration in a welded i
i
. process wherein coalescence is produced by heat.
connection. When measuring hot spot strain, the ing with an arc between a continuous filler metal strain gage should be sufficiently small to avoid 42 (consumabic) electrode and the work. Shielding is averaging high and low strains in the regions of obtained entirely from an externally supplied gas, steep gradien:s.
or gas mixture. Some methods of this process are called MIG or CO welding.
g gas pocket. A cavity caused by entrapped gas.
gouging. The forming of a bevel or groove by material indication (UT). The signal displayed on the oscil-removal. See also back gouging, are gouging, ox-loscope signifying the, presence of a sound wave ygen gouging.
reflect r in the part being tested.
[
groove angle. The total included angle of the groove I"dIC"'I ", level (UT). The calibrated gain or at-between parts to be joined by a groove weld.
tenuation control reading obtained from a refer-ence line height indication from a discontinuity.
,p, groove far* That surface of a member included in the inert-gas metal are welding. See preferred term gas groove.
antal are welding.
1 groove weld. A weld made in the groove between two intermittent weld. A weld wherein the continuity of the
___..-,,..,._.__,..__.__._..._,m..__..
.._,_.,.-_,_,_.m_
156/ STRUCTURAL WELDING CODE 1
^
laterpass temperature. In a multiple. pass weld, the N
'l temperature (minimum or maximum as specified) of the deposited weld before the next pass is started.
mode (UT). See preferred term, Leg.
J O
joint. The location where two or more members are to be joined.
overhead position. The position of welding wherein welding is performed from-the underside of the joint penetration. The mim.m,um depth a groove or flange weld extends from its face into a joint, ex-joint. See Figs 5.8 la. 5.8.lb,5.8.1.1, and 5.8.1.3.
clusive of reinforcement.
overlap. Protrusion of weld metal beyond the toe or root of the wcld.
Joint welding procedure. The materials, detailed methods and practices employed in the welding of a oxygen cutting (OC). A group of cutting processes particular joint.
wherein the severing or removing of metals is effected by means of the chemical reaction of ox.
b ygen with the base metal at elevated temperatures.
In the case of oxidation resistant metals the reac-tion is facilitated by the use of a chemical flux or lap joint. A joint between two overlapping members.
metal powder.
layer. A stratum of weld metal, consisting of one or oxygen gouging. An application of oxygen cutting more weld beads.
wherein a bevel or groove is formed.
les (UT). The path the shear wave travels in a straight i
line before being reflected by the surface of -
Fn l'
material being tested. See sketch for leg identifica-t tion. Note: Leg i plus leg 2 equals one V Path, partial joint penetration. Joint penetration which is
(
less than complete.
'gh pass. A sing!c longitudinal progression of a welding operation along a joint or weld deposit. The result a
o*
of a pass is a weld bead.
Ny peening. The mechanical working of metals by means of impact blows.
leg of a fillet weld. The distance from the root of the Plug weld. A circular weld made through a hole in one joint to the toe of the fillet weld, member of a lap or Tjoint joining that member to i
' local dihedral angle t(tubular structures). The angle, the other. The walls of the hole may or may not be measured in a plane perpendicular to the line of the parallel and the hole may be partially or com-weld, between tangents to the outside surfaces of pletely filled with weld metal. (A fillet. welded hele the tubes beingjomed at the weld. Wher,e one looks or a spot weld should not be construed as con-I at a localized section of the connection, such that forming to this definition.)
the intenecting surfaces may be treated as planes, porosity. Cavity type discontinuities formed by gas the exterior dihedral angle.
entrapment during solidification.
- piping porosity (general). Elongated porosity whose M
major dimension lies in a direction approximately normal to the weld surface. Frequently referred to as " pin holes" when the porosity extends to the machine welding. Welding with equipment which per-weld surface, forms,the welding operation under the constant ob-servation and control of an operator. The equip *
- piping porosity (electroslag and electrosas). Elongated ment may or may not r,erform the loading and un.
porosity whose major dimension lies in a direction
,pp,g3,,g,j parallel to the weld axis.
y loading of tne work. Lee automatic welding.
manual welding. Welding wherein the entire welding positioned weld. A weld made in ajoint which has been operation is performed and controlled by hand.See so placed as,to facilitate making the weld.
b automatic welding and machine weldine postweld heat treatment. The =lication of heat to an
];
Terms and Definitions ll$7 e
f
assembly after a welding, brazirig, soldering or cut-g A
ting operation.
preheating. The application of heat to the base metal scanning level. (UT). The db setting used during scan-immediately before welding, brazing, soldering. or ning as described in Tables 8.15.3 and 9.25.3.
I' nminutomatic are welding. Arc welding with equip-preheat temperature. The temperature specified that ment which controls only the filler metal feed. The the base metal must attain in the welding. brazing.
advance of the welding is manually controlled.
soldering. or cutting area immediately before these operations are performe.
procedure qualification. The demonstration that welds ing with an are between a covered metal electrode made by a specific procedure can meet prescribed and the work. Shielding is obtained from decom-i standards.
position of the electrode covering. Pressure is not used and filler metal is obtained from the elec-trode.
g
' shielding gas. Protective gas used to prevent at-mospheric contamination.
size of w d.
qualification. See preferred terms welder quelliication and procedure qualification, gro vt weld - The joint penetration (depth of 1
chamfering plus the root penetration when speci.
Ged).
For equalleg fillet welds. the leg length of the R
largest isosceles right-triangle which can be in-scribed within the fillet.wc!d cross section.
random sequence. See preferred term wandering se.
slot weld. A weld made i,n,an, elongated hole in one
,.(
q, c.,
member of a lap or TJoint joming that member to that portion of the surface of the other member reference level (UT). The decibel reading attained which is exposed through the hole. The hole may bc from s horizontai reference linc heightindication of open at one end and may be partially er com-a reference reficctor.
pletely filled with weld metal. (A fillet welded slot reference renector (UT). The reflector of known should not be construed as conforming to this geometry contained in the IIW Reference Block or definition.)
other approved blocks.
sound beam distance (UT). See preferred term, sound reinforcement of weld. Weld metal in excess of the Path distance.
specified weld size.
sound path distance (UT). The distance between the rejectable discontinuity. See preferred term, defect, search unit test materialinterface and the reflector as measured along the centerline of the sound resolution (UT). The ability of ultrasonic equipment to beam.
give separate indications from closely spaced reflectors.
spatter. In are and gas welding, the metal particles ex.
pe!!ed during welding and which do not form a part root face. That portion of the groove face adjacent to of the weld.
the root of the joint, root gap. See preferred term root opening.
stringer bend. A type of weld bead made without ap-preciable transverse oscillation.
root of joint. That portion of a joint to be welded where the members approach closest to each other.
stud base. The stud tip at the welding end, including In cross section the root of the joint may be either a Ilux and container and I/8 in. of the body of the point, a line or an area.
stud adjacent to tl e tip-rat of weld. The points, as shown in cross section, at stud welding (SW). An arc welding process wherein which the back of the weld intersects the base metal coalescence is produced by heating with an arc surfaces
- drawn between a metal stud, or similar part, and the other work part until the surfaces to bejoined
(_
root opening. The separation between the members to are properly heated, when they are orought to-
~
be joined, et the roo' of the joint.
rether under a-e6ure. Pertial ehieldine m=" '- ah-t i
~
158/ STRUCTURAL WELDING CODE tained by the use of a ceramic ferrule surrounding
- tubular connection. A connection in the portion of a
('
the stud. Shielding gas or flux may or may not be tubular structure which contains two or more inter-used.
secting tubular members.
submerged are welding (SAW). An are welding stubular joint. A joint in the interface created by one process wherein coalescence is produced by heat-tubular member in :rsecting another, ing with an arc or arcs between a bare metal elec.
trode or electrodes and the work. The arc is shielded by a blanket of granular, fusible material on the U
work. Pressure is not used and filler metal is ob-tained from the electrode and sometimes from a sup-undercut. A groove melted into the base metal adja.
piementary welding rod.
- single electrode means one, electrode con-cent to the toe or root of a we!d and left unfilled by weld metal.
nected exclusively to one power source which may consist of one or more power units.
u
- paral /c/ c/cerrode means two electrodes con-T
- r. eted electrically in parallel exclusively to the same power source. Both electrodes are usually fed by means of a single electrode feeder. Weld-vertical position. The position of welding wherein the ing current. when specified, is the total for the axis of the weld is approximately vertical. See Figs.
~
5.8.la. 5.8.lb, 5.8.1.1, and 5.3.1.3.
two electrodes.
- ertical position pipe welding. The position of a pipe joint wherein welding is performed in the horizontal.
T po,sition and the pipe shall not be rotated during weiding. See rigs. 5.8.ia, 5.8.ib, and 5.8.i.2.
I
% path (UT) The distance a shear wave sound beam tack weld. A weld made to hold parts of a weldment in travels from the search unit test materialinterface proper alignment until the final welds are made.
to the other face of the test material and back to the f
I
- tacker. One who, under the direction of a fitter, or is original surface.
(
a fitter, ta'ck welds parts of a weldment to hold them in proper alignment until the final welds are
- made, g
- tandem. Refers to a geometrical arrangement of ciec-trodes in which a line through the arcs is parallel to the direction of weldmg.
wandering sequence. A longitudinal sequence wherein the we'd bead increments are deposited at random.
T Joint., A joint between two members located ap-proximately at right angles to each other ir. the weave bend. A type of weld bead made with trans-form of a T.
verse osc llation.
temporary weld. A weld made to attach a piece or veld. A localized coalescence of metal wherein C alescence 88 Produced either by heatmg to pieces to a weldment for temporary use in handling, I
shipping or working on the weldment.
suitabic temperatures, with or without the applica-tion of pressure, or by the application of pressure throat of a fillet weld.
alone. and with or without the use of filler metal.
theoretical - The distance from the beginning The filler metal either has a melting point ap-of the root of the joint perpendicular to the hy-proximately the same as the base rretals or has a potenuse of the largest right triangle that can be melting point below that of the base metals but l
inscribed within the fillet. weld cross section.
above 800 *F (4U 'C).
actual-The shortest distance from the root of a fillet weld to its face.
weld bend. A weld deposit resulting from a pass. See stringer bend and weave bead.
l throst of a groote weld. See preferred term size of weld.
weldability. The capacity of a metal to be welded un-der the fabrication conditions imposed into a
~
toe of weld. The junction between the face of a weld specific, suitably designed structure and to per-and the base metal.
form satisfactorily in the intended service.
- transverse discontinuity. A weld discontinuity whose welder. One who is capabic of performing a manual or
{
l major dimension is in a direction perpendicular to semiautomatic welding operation. (Sometimes er-the weld evie "Y" see w-di-c
-m A d "
l i
. ~
Terms and Definitions ll59 C
welder certification. Certilbation in writing that a welding operator. One who operates machine or welder has produced welds meeting prescribed stan-automatic welding equipnient.
dards.
welding procedure. The detailed methods and prac-welder qualification. The demonstration of a welder's tices including all joint welding procedures in-ability to produce welds meeting prescribed stan-volved in the production of a weldme it. See joint dards.
welding procedure, welding (noun). The metal joining process used in welding sequence. The order of making the welds in a making welds. (See the Master Chart of Welding weldment.
Processes AWS A3.1).
weldment. An assembly whose component parts are welding anschine. Equipment used te perform the joined by welding.
welding operation. For example, spot welding ma-chine, are welding machine, scam welling ma.
chine, etc.
4 6
t D
L
c
+
ec
(-
INDEX A
- Bearing structural details,94102 points of ic. ding, 25 T and corner joints,94
. Air carbon arc process stiffeners, 24 thnporary welds,104 cutting, 23
,teistances, 25 tension members,99 scaging,33, 27, 37 Bearing joints, tolerances, 23
. transition of thickness or Alignment, 23 Bidders, 74,75,77 width in butt joints
' butt welds,23
- Bolts, 87,97,121 compressive stresses,100 piis and fintures for,24 Boning, 89,121 shear stresses,100 olfset,23 '
Brackets, 89 tensile stresses,100 i-tolerances,23 Bridges (new) undercut. 26
',!^
All weld-metal test. 37,48,57 allowable stresses,94 welds, rivets, and bolts,97 Ambient temperature. 21, 29, 41 unit stresses,94 workmanship, 102 104 Application, 86, 93 lincking,104 Building code,85,86 Approved procedures, 86, 93, 107 base metal,93 Building commissioner, I Arc shield, 39 weldability,93 Buildings (new)
Arc strikes,31 beams base metals,86-87
~ Assembly, 23 cover plates,100 backing, extensions, runoff r
Atmospheric corrosion resistance splices,100 bars, 87 base metals for,29 stiffeners,100 spacers, 87 i,
electrodes for,29 combination of welds,97 weldsbility 86,87 combined stresses,94 beam end connections,69
- 4 g
compression members,99,100 cotrbinations of welds,87
(
dienensional tolerances,103 connections for builtup t
Back souging,23,34 flatness of girder webs,103 members, 89
- (
sir carbon arc,23 web distortions,104 dimensional tolerances,91 chipping, 23 eccentricity of connections,99 eccentricity, 89 grinding, 23 fatigue stress,94,100 fatigue loading, 86 machining,23 fillet welds,99,100,102 fillet weld details,87 oxygen gouging,23 fillet weld details,99 boxing, 89 Backing, 23, 31, 34, 37, 86, 87 floor systems,94 intermittent, 87 Backing material. 23, 34, 37 girders lap joints, 87, 89 Base metal, I, 21, 48, 62, 69, 71, 86, cover plates,100 longitudinal, 87 93,107 splices in,100 increased unit stresses,87 edges, 21
<tiffeners in,100 quality of welds,92 inspection,21 web Ilatness,149 Nondestructive inspection 4
osygen cutting,21,23 increased unit stresses,94 liquid penetrant testing,92 preparation, 21, 48 inspection,104 magnetic particle testing,92 removal, 21 lap joints,94 radiographic testing,92 repair, 21, 23 material preparation,102 ultrasonic testing,92 specifications, 86, 93, 107 noncontinuous beams,94 acceptance criteria,92 l
surfaces, 21 plug welds,99 structural details, 87, 89 thickness, 21 prohibited welds,97 temporary welds,92 weldability, 86,87,93,Ill quality of welds, 104, 145 transition of thicknesses,89 Beams acceptance criteria, 104,105 transition of widths,89 built up edges,23 nondestructive inspection,104, undercut. 26 i
camber, 25 105 unit stresses 4
cover plates,100 liquid penetrant testing,105 base metals,87 depth, 25 magnetic particle testing,105 welds, 87 l
splices,100 radiographic testing,105 welds, rivets, boits,87
~
a straightness, 24 ultrasonic testing,105 web flatness, girders,149 temporary welds,92 visual inspection,104 workmanship,89 92 tilt 25 splices,99,100 Built up members,89,92 warpage, 25 stiffeners,100 Bursts, 40
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C acc8Ptance criteria,21,77,92,105, Electroslag welding 36,37 132 all weid metal tension test. 37 dimensions, 92,105,132 mechanical properties, 38 3
Calibration, ultrasonic repair, 21,27,75,77 electrodes, 38 equipment, 78, 79 Definitions. I nux. 38 block (IIW), 79 Dew point,37,38 guide tubes,38 Camber, 23,24,25 Dimensional tolerances, 23, 24, 91, impact strength,134 beams, 25 103, 132 impact tests,37,134 girders, 25 Disposition of radiographs,77 joint details,37 quenched and tempered steel,23 Distortion, 24, 27 -
previous qualifications,38 tubular members,24,25 straightening, 27 procedures, 38 Caulking, 31 control, 24 procedure specification,37 Chipping, 23,37 Drawings, 2,5,12,16,37,44,73,85, procedure test record form,136 Cleaning, 28,31,85 97,99 qualification 37 Columns, variation from Drying quenched and tempered steels,37 straightness, 24 electrodes 31 End retu.ns, See Boxing Combination of welds,87,'97 -
flux 34,38 Engineer, I, 21, 22, 23, 24, :rT, 31, 33, Cc.npression members ovens,31 34,35,36,37,38,40,41,42,43,45, i
acceptance, 21 Dye penetrant testing,74 73, 74, 85, 87, 92, 93, 102, 104, built up, I,89 108, 124, 132 repair, 21 Equipment splices, 99,100 ultrasonic testing,78 stresses. 21,22,23 welding, 21,39,41,73 l
Concavity, 25, 27, 35 F'
Essential variables, Contractor, 24, 27, 33, 34, 36, 37, 31, for electrogas welding,3,38,45 40,41,43,45,46,57,61,67,69,70, for flux cored are welding,3,37,45 71,74 Eccentricity. 89, 99 for gas metal arc welding,2,37,45 obligations of,74 Effective throat, 2, 52, 57, 92, 105, for shielded metal arc welding, convexity, 25,27,65,70 120, 132, 133 2,33,45 Cope holes,23 Effective weld ares,2,120 for submerged are welding,2,34, f
Corner joints, 5,12,16,94 Effective weld length,2,120 35,45 i
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Corner reflector,30 Electrodes, 29,31,46,47,48,58,67, for tacker qualification,70 Corrections for 70 for welder qualification,58 cracks in welds or base metals,27 drying, 31 for welding operator craters, 27 electrogas, 37 qualification 67 excessive cor. cavity,27 electroslag, 37 limitation of,45-48 excessive weld porosity 27 flux cored arc, 29,35,37 Existing structures,85 excessive weld convexity,27 for at,mospheric corrosion design, 85 excessi.e slag inclusions,27 resistance, 29 fatigue stresses,85 incoriplete fusion,27 gas metal are, 29,35,37 live loads, 85
_ members distorted during low hydrogen, 23, 29, 31, 34, 35, materials, 85 welding, 27 37, 41, 42, 46, 104, 132 repair, 85 undercut welds,27 manufacturers certification,33 rivets or bolts, loads on,85 undersize welds,27 shielded metal arc,31,35 strengthening, 85 Cover plates storage, 29, 31 workmanship, 85 beams,100 submerged arc,29,35 Extension bars, 31,87,93,108 fillet welds on,100 usage, 31, 34, 36 girders,100 welder qualification, groups,67,70 partial length,102 Electrogas welding, J6,37 terminal development,102 all-weld-metal tension test 37 tarminal distance,102 mechanical properties. 38 thickness,102 electrodes, 37, 48 E
width,102 impact strength,134 Cracks, 24, 27, 92, 104, 132 impact tests,37,134 Craters, 24, 27, 92, 104, 132 joint details, 37 Fabricator, 34, 36, 40, 57, 87, 93,108 previous qualifications,33 Face bend test, 48,52,65 procedures, 38 Fatigue, 85,89,94 procedure test record form,139 loading, 85
"'ses 85, 94, i17 D
P' c'dur' 9"*'i'ic',ti "-
essential variables 25 tubular structures,117 procedure specification 37 Faying surfaces, 23, 34, 111 Dead load. 85 qualification, 37 Fiber stresses,111 Field welds,2
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Discontinuities, 21, 24, 25, 39, 41, 52, quenched and tempered steels,37-Filler metals,29 65,69,70,71,74,75,77,82,84,92, protection, 38 105 shielding gas,38 cut wire. 46
J 162/ STRUCTURAL WELDING CODE electrodes, 29 essential variables, 37 effect of interpass temperature
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electrodes-fluxes, 29 procedure qualification 45 on,35,45 granular,47 essential variable,45 offect of preheat on,35,45 powdered. 46, 47 propertief of electrodes for,36 grinding prior to testing for,35,45 matching requirements, 29,87,94, protection, 37 heat affected zones,35,45 liI shielding gas, 37, 38 Heat affected zones storage, 23, 29 short circuiting transfer,3,16,124 failure in, 44 Fillers, 3,124 General collapse, til hardness of,35 Fillet weld break test, 65, 69, 70 General provisions, I, 85 testing of,35 Fillet melded studs, di Girders Heat treatment,27 Fillet welds
\\
camber, 25 Hermetic containers,31 assembly tolerances,23 cover plates,100 concavity, 25 depth, 25 convexity 25 splices,100 l
curved, effective length, 2 stiffeners,100 Impact strength, 30,36,37 details, 4,87,99,121 straightness, 24 Impact test,48,134 effective length, 2 tilt, 25 Inadequate joint penetration, 57, 65 effective throat,2 warpage, 25 incomplete fusion,26 in holes,4 web flatness,25,103 Isotope radiation,75 in lap joints, 87 Grinding, 23 Inspection in slots,4 Groove pipe test welds, 52,58,59 dye penetrant,74 intermittent, 87,121 Groove welds equipment, 73 longitudinal, 87 assembly tolerances,23 general, 42, 73 macroetch test for,48 angle, 5,12,16,132 liquid penetrant,92,105,132 masimum size,121 backing, 31 magnetic partic!c, 74, 92, 105, 132-minimum size,4,29 bevel,5,7,10,13,15,17,20,59,60, nond:structive testing, 74,92,105, opposite sides ofcommon planc,87 61,67 132 prequalified, 4,124 complete joint penetration, 5,12, of materials,73 profiles, 26 13,16,17,33,52,58,124 radiographic, 74-77, 92, 105 skew joints 4 cross sections of,132 ultrasonic, 74, 77 84, 92, 105, 132 test plates, 52,61,67,71 depth, 5,12,16 visual, 42, 92, 93, 104, 132
[
i undersize,92 details,7,10,13,15,17, 20,57, 59, welding procedure qualification,73 A
i Floor system 94 67 work, 73 Flux, 33, 34, 38 dimensions, 3, 5, 12, 16 Inspector,42, 73, 74 condition 34,38 dimensional tolerances, 23
. I nterpass temperature, 24, 29, 32, 35, drying, 34, 38 double-groove, 5, 12, 16, 59, 67 46,47 electrode combination, 33 double J. 5,12,16,59,67 Ir:tersection length,120 electrostag welding,38 double U, 5,12,16,59,67 fused, 34 double V, 7, 10, 13, 15, 17, 20 packaging, 34, 38 effective length, 2,120 J
storage, 34, 38 effective throat 2,5, II,12,15,16 submerged are *elding,34 20,120 Joint welding procedures,45 Flus cored are welding, I,3,16, partial joint penetration, 3, 5,11, prequalified, 45 36-38, 46, 124, 132 12, 15, 16, 20, 52, 124 Procedure qualification,45-47 backing, 37 prequalified, 3, 5, 12, 16, 124 limitation of vanables,45 electrodes, 35, 36 profiles, 25 qualification tests,52 57 prequalified procedures, 36, 37 root face, 5,12,16,124 qualification records essential variable, 37 root opening. 5, 12, 16, 132 prequalified procedure record procedure qualification,45 single groove, 7, 10, 15, 17, 20 form,137 essential vs:: ables. 47 single-J. 5, 11, 12. 15, 16, 17, 20 procedure qualification by properties of electrodes for,36 single U,3,12,16 tests,138,139 protection, 37 single V, 7,10,13.15,17,20 Joints shiciding gas, 37, 38 square, 7, 10, 13, 15, 17 butt. 25, 97,100 termination, 31 corner, 5, 12, 16, 94 thickness, 5,12 details, 5,11,12,16 Q
Groove weld test plate, 52,59,67 groove angle,512,16 Guided bend test jig, 65,69,124 overlapping, 5, 12, 16, 116 Guide tubes 38 prequalified, 5, 12, 16, 124 Galvanizing, 28 qualification, 45 Gamma ray,76 root face, 5,12,16,132 Gas metal arcwelding, I,3. I6,36 37 H
P'"i"g, 5, i2, is, i32 47,124 root radius,5,12,16 backing, 37 f
electrodes, 30,35,36 Hardness, 35, 45 T,4,94
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preoualified procedurn % 37 A ermiwim R M
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K Oxygen gouging. 21, 23, 27, 31, 102 Q
metal removal, 27 K. connection,117 on quenched and tempered Qualification,45-67 steels, 23, 27 general requirements,45 prequalified procedures,45 L,
previously qualified procedures, 45 Lamellar tearing, i17 procedures, 45,52,63 Lap joints. 87,89,94,121 P
records, 57,67,70,7 Live load, 85 retests, 57,67,70,71 Laminar content,80 Paint, removal of, 21,80,85 tackers, 45,70,71 Laminar reflector,80 Painting, 28 welders, 45, 58, 67 Liquid penetrant testing, 74,92,105, Parallel electrodes, 33, 35 Qual.iding operators.
45, 67, 70 132 Peening, 27 ity of welds, 92, 104, 132 Live load 85 Penetrameters, 75, 76 Load Personnel qualification for NDT,74 dead. 85 Pipe welds live, 85 position, 49 R
uneven distribution of, ll7 procedure qualification Local failure, III test specimens,52 Radiographic tests,45,52,57,65,69, Low hydrogen electrodes, 21,29,30, visual inspection, 57 31, 34, 41, 42, 99, 104 welder qualification 74-77'anc'e,105,132 92
,ce,pt 57,65.70,92,105,132 storage 31 tests required,58 complete testing,74 conditioning 31 test specimens, 60,61,63 disposition of radiographs,77 visual inspection, 65 extent of testing,74 Piping porosity, 77, 92, 105, 132 procedure, 57, 75 M
Plug welds, 2,87,99,11I report forms,143 cle.ning 31 reports, 77 Machining, 23, 27 effective area,3 spot testing,75 Macroetch test,48, 52, 57, 65, 69, 70 in quenched and tempered stee!;,4 Radiographs, 57, 63, 65, 69, 75, 77, i
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Macroetch test specimen, 52,57,61, size, 4 92, 105, 132 65,69,70,132 spacing 4 Radiography, 21, 57, 63, 67, 69, 75, Magnetic particle testing,74,92,105 strenes, til 92, 105, 132 test report form,144 techniqbe for making,133 Records, 57,67,70,71 Manufacturer, 45, 57, 67, 70, 71 thickness 4 Reduced section tension test,48 of electrodes, 33,24,36 Porosity, 27, 92, 104, 132 test specimens,52,57 of shielding gas,37,38 Position. 48,49,51,61,67,71 Reentrant corners,23 of studs, 40,43,44 Preheat, 24,29,32,35,41 r
Ree t block, ultrasonic testing of ultrasonic equipment,80 effect on hardness,35 Melt thru,57,65 Prequalified joints,4, 5, 9, I 1,12,15.
other' 79 g y,'
approved design,79 Melting through, 23,34,37 16, 17, 20, 124 Reinforcement 57,65 Method of testing. 52,65,69,71 Procedure qualification,45-57 removal of, 25 Mill scale, 21,28,38,41,80 limitation of variables Repair, 82 Misalignment, 23 electroslag and electrogas of existing structures,85 Multiple arc, 29, 35 welding, 48 Multiple pass,24,37 flux cored are welding,47 of plate 21 Report forms,136 gas metal arc welding. 47 Retests, 57,67,70,71 shielded metal are welding,46 Rivets 94 N
submerged are welding. 46 Rooi.3,nd test,48, 52, 57, 65, 69, 70
$ f'p',*n'in, ),' 12,16 Noncontinuous beams,94 t st specimens,52 Nondestructive testing. 39,57,74 method of testing, $2 build-up of. 23 personnel qualification, 74 preparation of, 52, 54, 55, 56 Run-off plates, 87,93,108 test welds positions, 48, 49 O
welding procedure,52 results required,57 Offset, 23, 25 re:ords, 57 0
Overlap. 27 specific values required 46 Owner, l. 25,34,73,74,82 retests, 57 Sample report forms,136 Oxygen cutting,21,23 Procedure specification,46,137 Safety, I
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plate preparation,21,102 Profiles, weld, 25,92,132 Sequence,24 repair 23 Protective coatings, 28, 85, 104 Shear area,120 rouhness, il Paa-We thes* stress lli,117 cKe. emiae,t e-40 48 e,
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164/ STRUCTURAL. WEl. DING CODE Shielded metal are welding, I,4,5, cooling, 27 heat input 33
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23,29,31,33,41,42,46,58,70,104, heating 27 interpass temperature,35 124, 132 quenched and tempered layer thickness,35 electrodes, 29, 31 steels, 27 macroetch test specimens,34,35 layer thickness,33 temperature, 27 maximum current 35 maximum fille weld siae,29 Structural details. 87 89, 94 100, 121 multsple arcs,35 prequalified p.ocedures, 31 33, 45 beams,100 multiple electrodes. 33, 34 essential variables, 33 beam end connections,89 parallet electrodes,33,35 4
procedure qualification,45 57 built.up members,89,100 pass cross section,35' essential variable 46 combination of welds, 87, 97, 121 preheat, 35 4
procedures, 33 eccentricity, 89, 99 prequalified procedures,34 35
+
root pass, 12,33,37 fillet welds, 87,94,97,121 essential variables, 34, 35 ShielJing gas,37,38 girders.100 procedure i us'ification,45 l
dew point,37,38 lap joints, 94 essential variables, 61 electrogas welding,38 noncontinuous beams,94 root penetration,34 Aux cored arc welding,37 participation of Goor system. 94 sample joint, 34 gas metal are welding,37 prequalified tubular joints,124 single electrodes,34 manufacturer 37,38 T and corner joints,94 tack welds,34 1.
1,rotection, 37 transition of thickness,89,121 Surface preparation,21 Shop splices,24 transition of vidth,89,100 Surface roughness,21,25 Shop welds,2 welds, rivets, and bolts,87,97,121 Shrinkage, 24 Studs due to cutting,23 acceptance, 44 due to welding,23 anchor, 39, 41
~
Side bend test, 48,52,57,65,67,69 base qualification 40,43 I
Slag, 28, 31
. bend tests, di Slag inclusion, 27 certification, 40 Tacker qualification,70 71
'Short circuiting transfer, 3, 16, 124, design, 39 limitation of variables,70 135 finish, 40 method of testing specimens,71 Slot welds,3, lil length of studs,39,42 period of effectiveness,45 cleaning, 31 manufacturers, 40, 43 records, 71
(
effective area,3 materials, 40 test report form,141
(
ends,4 mechanical requirements,40 retests, 71 in quenched and tempered retests, 44 tests, 71 steels, 4 shear connectors,40,41 test specimens,71 length, 4 tensilerequirements 40 test results,71 size, 4 tensile muirements,40 Tackers, 21, 45, 70 71 spacing 4 test demes,44 Tack welds,34 stresses,111 Stud welding discontinuities 24 technique for making,133 are shields, 39 in final weld,24 thickness, 4 automatically timed welding preheat, 24 Spacers, 22, 93, IP equipment, 39, 41 multiple pass,24 Spot radiography,75 certification, 40 quality, 24 Square or rectangular tubing,,
fillet welded studs, di size, 34
. welder's qualification on,58,93 electrode diameters,41 T joints, 94 Steels low hydrogen electrodes, di Temporary welds, 92,104,132 approved, 86,107 minimum size,41 Tensiert test fixture,40
'weldability of, 86,87,93,107,108 preheat requirements, di Tension members,87 Steels, quenched and tempered, shielded metal are welding. 41 acceptance,145 23,27,31 flux, 39 built.up, 89 camber correction, 23 general requirements, 39 repair, 21 heat input control. 23. 31 inspection, 42 splices, 99 i
oxygen gouging of,23,31
!cngth of studs 39,42 stresses, 87, 94, t il Stiffeners qualification, 43 Terms,153 beams,100 crr'ity control. 41 Testing agency,43 bearing, 24, 25
, 42 Test results, 5,7,65,67.71 fit, 25 tests, 42 Test specimens, 52,53,59,69 girders,100 w.d fillets,42 Test welds positions,48 intermediate, 25 workmanship, 41 Tolerances straightness, 25 Submerged are welding, 12, 29, 33, alignment, 23, 25 Stitch welds,89 124 camber, 24 Strengthening of existing electrode diameter,33 variation from straightness,24 structures, 85 electrodes and flutes 33,34 dimension !,23,25
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Stress relief,27 general requirements,33 fla,tness, 25, 95; 103 q.,,,...,,,,,r.-
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warpage, 25 stress ca;egories,119 indicatbn !ength, 82 web distortion,92,104 stress cycles, l17 laminar reflector,80 Torque testing. 42 stress flucuations,117 longitudinal mode,82 Transducer, 78, 52 fiber stresses,111 amplitude, 82 Transitions of thickness or fillet melds distance calibration,62 widths, 89,100,121 boxing,121 resolution, 83 Tubular connections, 107,121 details, 120, 121 personnel qualification, 74 limitations on strength of, til intermittent,121 procedure,57 -
Tubular joints, lap joints, 121,124 reference blocks complete joint penetration,114,124 maximum size,121 IIW, 79 fillet welded,124 flared connections,117 other approved blocks,79 overlapping,116 groove welds,120 report forms,142 partial joint penetration,124 increased unit stresses,117 reports, 80, 82 prequalified, 117, 124 inspection scanning patterns,84 Tubular structures (new) nondestructivt testing lengitudinal discontinuities, 84 allowable unit stresses, lit acceptance criteria,132 electroslag and electrogas allowable stresses in welds,111 liquid penetrant testing,132 welds, 84 fiber stresses, lit magnetic particle testing,132 transverse discontinuities. 84 1
plug and slot welds,111 radiography,132 search unit,78,82 allowable shear stress, til ultrasonic testing,132 shear wave mode,83 i
allowable load components,116 visual,132 amplitude or sensitivity,83 assembly,124 K joints,117 approach distance of search base metals,107 length of welds,120 unit. 84 backing,108 local yielding,117 distance calibration,83 extension bars,108 main member, Ill, 116, 117, 120 resolution, 83 runoff plates,108 projected chord length,116 testing procedure,80 spacers,108 punching shear stress, Ill 117 weld identification, 80 weldability,108 acting V,,117 Undercut. 24, 26, 27, 35, 65, 67 bending allowable V,, 111, 117, 120 Unit stresses exial load,120 quality of welds,132 base metal,87. 94, Ill
[
punching shear due to shear area,120 plus welds,87,94, til
\\
in plane bending, 120,121 straightness, 24 shear, 87, 94 out of plane bending, 120,121 strength of connections, limitations slot welds,87,94 intersection lengths of welds of tension, 87, 94 in bv., sections,120 collapse,117 welds, 87, 94, l i t in T., Y., K. connections,120 lamellar tearing.117 weld stress due to laminations 117 out of plane bending, 120,121 local failure, lit bot sections,108 uneven load distribution,117 Y
matched bos sections, 107,111 structural details,121
-stepped bos connectionss III, temporary welds,132 Visual inspection, 21, 57, 65, 73, 92, Ild,116 transfer of load,117 304, 332 branch member, !!6,117,120 transition of thickness,132 camber, 25 transitions, tube size,107, til Circular section,107 undercut. 26 T, K., Y connection, III,117, unit stresses, base metals,111 g
120 unit stresses, welds, Ill combination welds,121 vertical welding on, 33,37,58 cross joints, 107,117 web crippling capacity, Ill,117 Warpage, 24, 25 crushing load,117 welds, rivets, and bolts,121 Weld metal removal,27 details of welded joints,124 workmanship,124 Weld profiles,25 diaphragms, rings, collars,117 Welder qualification dimensional tolerances 24,132 groove weld test plates,59 effective throat,120 tillet welds,61 effective weld areas,120 limitation of variables,58 effective weld lengths,120 g
limited thickness,59 fatigue method of testing,65 allowable fatigues stresses,119 period of effectiveness,67 basic allowable stress,120 Ultrasonic testing pipe welding test plates,59 increase in,120 sceeptance criteria,92,105 position 61 cummutative fatigue damage,120 attenuation factor,82 position limitations, 61
/
critical members,120 calibration, 79,80,82 records, 67
(
repeated compressive stresses,117 equipment, 78, 80 retest, 67 repeated tensile stresses, II7 extent M
' mt specimens d'
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a 166/STRtJCTUR AL WEl. DING CODE type, 59, 60, 62, 63 o-type, 69 102,104,132
(-)
l test results,65 test results required,70 alignment, 23 Unlimited thickness,59 limitations of variables,67 bridges, 102 104 '
Weiders, 21, 45, 53, 67, 73 test report form,140 buildings, 9192 Welding Weiding sequences,24 control of distortion and at low temperatures,21,29 Welding symb Is, I shrinkage, 24 equipment, 21, 39, 41, 73 Welds corrections, 27 progression, 21, 24, 33, 37 acceptability, 92,104,132 general requirements. 21,27 i
sequence, 24, 85 accessibility 27 in backing welds,31 Welding operator. 21, 45, 67, 70, 73 cleaning, 31, 85 inspection, 73 Welding operator quahficas.on fatigue stress provisions,94, %
structural members, 91,102,103 period of effectiveness,70 galvanized. 28 tolerances, 24,91,103,132 qualification tests multipass, 35 tubular structures, 124 132 electroslag and electrogas painting, 28 visual inspection, 21,73,92,104, welds 67 profiles, 25, 92, 104, 132 132
, groove welds,67 quality, 92,104,132 weld profiles, 25, 92, 104, 132 fillet welds 67 reinforcement, 4,7,13,17 welding, 21 test specimens, surfaces, 25 guided bend,69 temporary, 92, 104, 132 X.y. g O
method of testing,69 Wind velocity,37,38 preparation,69 Workmanship, 21 28, 41, 91, 92, X ray,75 S
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'o UNITED STATES
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NUCLEAR REGULATORY COMMISSION
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WASHINGTON, D. C. 20655 s
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'ltay.:26, 1987' MEMORANDUM FOR:-
John Milligan Technassociates FROM:
Emile L. Julian Wcting Chief Docketing and-Service Branch
SUBJECT:
BRAIDWOOD EXHIBITS
.Any documents filed on the open record in the Braidwood pro-ceedingand made a'part of tie official hearing: record as an exhibit is considered exempt from the provisions of the United States Copyright Act, unless it was originally filed under seal with the court expressly because of copyright concerns.
All of the documents sent to TI-for processing fall within the exempt classification.
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