ML20214F622
| ML20214F622 | |
| Person / Time | |
|---|---|
| Site: | Braidwood  |
| Issue date: | 06/10/1986 |
| From: | AMERICAN WELDING SOCIETY |
| To: | |
| References | |
| OL-A-014, OL-A-14, NUDOCS 8705260185 | |
| Download: ML20214F622 (44) | |
Text
\b -
r s .- } . . . . . , .
s.- u
..:._. .:= ; '."a, 1 . . . .
.gggg .J
~
.gg*. e
- t. . :. . -
E Q.
JG. # *pg ~ ~ sp s>. . t:..j e . .
e.. . ;, s,gc 7 p * .. e--- l
- Qsl0'b i* '
- AWS. D1.3-78'.$'yh :. W$
f.y.6 v, Q 1;g. ., g.. . . .
,,L4 .
{ig {g.2.'32a 9149?f.'Dfiff. .
.f '
, * %g ~
i
- f.
?;j -- .. W
. / p* p// ,j W , ,gf4 ~ N,s,--+-
Cu -__
' ::::.p %NNE:r ... '
. :..M'b
- e b .:m .
- m. ; v'- .v k.-:5{ ',;L.;yklp /
py >% 55W' . .
.y%*v~ir-;n#p
- s
/ 4.Qm,
- -f ...
' -A2'_Yk,:?a.?
. q g. 4 V, 9 z+ .u
... p. .M. .
n - ..
., f, gg. gg i,. ..q
,. g, .. yg.yp@ J f .
y /9 - . . . . .
'. -g, 2. g . u- ab -
Ag g. W. : .
~._.
ra % .l- ' '. +:: u
.,. 3,,.: %n e t. ,. e_ _s
/
- *i'y : # t.~... .*
.J American Welding Soc,ety i
t .T - - _
/
/ Standard g'".g' ; Pi;W *f. )3
.f
. . . . -) * .. .
t i
} ,/ . 't, idh.ia ,.< ;
Spec.f.i icat. ion w .; p..yl i
,/
for 49 5'
,..- . Welding Sheet Steel ..
i ~ ...
.' Y
.\ = .97s. . :.;
s
\' In . dif ' -
, l
'N Structures .
- g;c 8
-o r
/ .
.h
> ~
~
@;u $. .. ;pa. ..rMaip.i%y. . . . .- ,_
SARGENT & LUNDY ,.
l $..: - p r 1. .
- p '
TECHNICAL LIBRARY .,
i L . q .v., .:
- .-}g . y- .,. . . .4 ~ .-.
,;q c:s .- .a , :.- -r_ b. ., .s.a Qy
- m .d.,
. ,. .y . p 0CT'l 8 1978 .=., , " '. .
=
% 1.t . c: ac. %.Q, a;,-
....w :- ,
.+. * . . .
-a.sh[,=y, / .,;
- g. -- Ass .;3. e .,.7 p j
I I.
, cALjLC.
, . a.
\ ')f,gfg
- .. . r..,~
. .. g . . . , . .. e
,- . ,, ^
l : d.@ % ' ' ?G_, .
- n .
i mqf AMERICAN WELDING SOCIETYJ,0 y st, t
, J .... ; , w- :i
. n
.< 7 w . .
. , . ~. .ar e v ,. . -4
\
I t ,..,q . , -
' *.' ' , , /' . . . , ;
t*' 'e# ,e j ,,,5gt*[L,;.p 1 - m , p. ., . . ;
~
t 7,., *~(*- *n v' ; " .: w* Wp"s g.,, .. .
, .est , - \ . . . ,
- 8705260185 860610 O
ADOCK 0500 6 g_."g3 ,.3 . g p ,.. , " ,:, . ;. g g .... -. ... ,N f ':-'
f,7'p?; hDR
,.n 4 4.., . . - - 7,, . . .,;- 4 w - , r-. w y ;,=
.t..
hk.Nf g.,m
[I,h ' N
./,
... . .w l
u {
T .
'4 I
i .
) .
AWS D1.3-78 i
Specification for Welding Sheet Steel .-
" in Structures Prepared by AWS Structural Welding Committee I!nder the Direction of AWS Technical Activities Committee Approved by.
l AWS Board of Directors, Febmary 10,1978 l
i d i 1
)
(
AMERICAN WELDING SOCIETY,INC.
2501 N.W. 7th Street. Miami, FL 33125 O -
G i
I x r. . . . , _ _ _ _ _ _ - _ _ . , , . . _ _ _ _ _ , _ - _ . . _ . , , , _ . . _ _ _ _ _ _ . . _ _ _ _ _ _ , . . _ _ _ _ . _ - _ _ . _ , _ _ . . _ _ , . , . , _ . , _ . . . _ - . . _ . , , . . , _ _ _ . . . - . . . . _ . , _ _ _ . _ _ _ ,
v-
~\
Q* -
g 9
t 4
1 0
x; e
Ilbrary of Congress Number: 78 58151 International Standard Book Number: 0-87171 155-9 American Welding Society,2501 N.W. 7th Street. Miami, FL 33123 C 1978 by American Welding Society.
, , All rights reserved.
Ncte: By publication of this specification the American Welding Society does not insure anyone utilizing the specifl.
cation against liability arising from the use of such specifiest4on. A publication of a specification by the American Welding Society does not carry with it any right to make, use, ci sell any patented items. Each prospective user should make an independent investigation.
Printed in the United States of America t
\
m
4 I
V Contents .
e e
Y Personnel . . . . . . . . . . . . . ...... . . . . . . . . . . . . . . . .
r Fortword . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . Vil I
L GeneralProvisions . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . I 1.1 Application . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . I 1.2 Sheet Steel Base Metal . . . . . . . . .. . . . . . . . . . . . . . . . . . . . 2 1.3 Welding Process' . . . . . .. . . .. .. . . . . . . . . . . . . . . . . . .
1.4 Definitions . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . 2.
2 1.5 Welding Symbols . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . 2 1.6 Safety Precautions . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . 2 1.7 Standard Units of Measurement. . . . . ... . . . . . . . . . . . . . . . . . .
- e. Q 2. Permissible Stresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Q 2.1 Base Metal Stresses . . . . . . . . .... . . . . . . . . . . . . . . . . . .
2 2.2 Allowable Loads on Welds . . . . ......................2 6
- 3. Details of welded Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 3.1 General. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .
3.2 Square Grooves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6 3.3 Arc SpotWelds . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .
6 3.4 Arc Seam Welds . . . . . . . . . . . . . . . . . . . . . . .. .. .. . ..... 7
. . . . . . . . 7 3.5 FilletWelds . . . . . . . . . . .. .... . . . . . 7 3.6 Single Gare-bevel groove Welds . . . . ... . . . . . . . . . . . . . . . . . . . 7 3.7 Single.8are-V. groove Welds . . . . . . . . . . . . . . . . . . . . . . . . . . .
a 4. Workmanship . . . . . . . . . . . . . . . . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
8 8
4.1 Preparation of Material 9 4.2 Assembly . . . . . . . . . . . . . . . . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 9 4.3 Proper Setting of Welding Current . . . . . . . . . 9 4.4 Quality of Welds. . . . . . . . . . . . . .
- . . . . . . . . 9 4.5 ProductionWeld Acceptance Criteria . . . . . . . . . . . . . .
. . . 9
- 5. Technique . . . . . . .
. . . . . . . . 9 5.1 Filler Metal Requirements . . . 9 5.2 Electrodes for Shielded Metal Arc Welding . . . . . . . . . . . . . . . . . . . . - 9 5.3 Submerged ArcWelding . . . . . . . . . . . . . . . . . . . . . , . . 10 5.4 Gas Metal Arc and Flux Cored Arc Welding Electrodes . . . . . .
5.5 Stud Welding . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . 10 v
) .
f, ,
CONTENTS
- 6. Quanfffearion . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . 11 6.1 Approved Procedures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
' 6.2 Procedure Qualification . . . . . . . . .. . . . . . . . . . . . . . . . . . . !! .
6.3 ResponsibGity for Tests . . .. . . . . . . . . . . . . . . . . . . . . . . . . 11 6.4 Procedure Qualification Requirements . . . . . . . . . . . . . . . . . . . . . . . 11 6.5 Duration of Quahfication . . . . . . . . . . . . . . . . . . . . . . . . . . . . I1
,6.6 Essential Variables-Procedure Qualification . . . . . . . . . . . . . . . . . . . . . I1 6.7 Number of Tests, Methods of Testing and the Results Required for the Qualification of Welding Procedures i1 6.8 Welder Qualification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
- 7. Invertion . . . . . . . . . ,. . . . . . . . . . . . . . . . . . . . . . . . 23 7.1 General. . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . 23 7.2 !nspection of Welding Procedure and Welding Qualifications . . . . . . . . . . . . . . . . 23 ,
7.3 !nspection of Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 Appendix A: Commentary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 Appendix B: Suggested formforSheetSteel WeldingProcedure Specif1 cation . . . . . . . . . . . . 31 Appendix C: TermsandDefinitions . . . . . . . . . . . . . . . . . . . . . . . . . . 33 i
Appendix D: Gage Numbers and Equivalent Thicknesses . . . . . . . . . . . . . . . . . . . 37 O
i 0
. 9 2
I
[
iv
\
n ~
h Personnel AWS Structural Welding Committee J.T. Biskup, Chairman Canadian Welding Bureau F.H. Ray, Vice Chairman Ohio Department of Transportation e
O.W. Blodgett. Vice Chairman The Lincoln Electric Company AL V. Davis, Secretsy Amesican Welding Society T. Agic Kaiser Steel Corporation
, , W.G. Alexander New York State Department of Transportation J.A. Bradley J.A.Bradley & Associates
- R W. Christie Hardesty and Hanover
- L.R. Colarossi Pittsburgh DesMoinesSteelCo.
JLF. Couch Bethlehem Steel Corporation ILF. Crick Brown and Root.Inc.
- T./. Dawson Naval Facilities Engineering Command,
- Department of the Navy
- T.J. Downey Sverdrup & Parcel 7*G. Ferrell Belmas Jovel,Inc.
G.A. Glx American Bridge Division,
' U.S. Steel Corporation j R.H. Goldsmith Ammann & Whitney RR Graham,Jr. U.S. Steel Corporation
- R/. Harris ** Consultant CE. Hartbower Federal Highway Administration, DOT CF. /arrard Allied Structural Steel AJ. Julicher A.J.Julicher & Associates RA. LaPointe Stone and Webster Engineering Corporation P.W. Afarshall ShellOil Company
- P.E.bfasters* Consultant W.A. Afilek, Jr. American Institute of Steel Construction W.H. Afunse* University of Illinois EF. Nordlin' California Division of Highways A.E. Pearson Tucker Steel,Inc.
- CA. Festornik towa Department of Transportation W.R Pressler Pittsburgh Testing Laboratory CR Rea Texas Department of Highways
- and Transportation F.A. Reickert Hazelet & Erdal D.EH. Reynolds Dominion Bridge Company, Ltd.
D.L. Sprow J. Ray McDermott & Company. Inc.
J.R. Sntt J.R. Stitt & Associates L Tall
- Lehigh University I
- Advisory Member
" Resigned Apn! 1,1978 Y
=;
c'
+
rsonnet f
Subcomunittee on Sheet Steel O.W. Blodgett, Osirmet . The Uncoln Sectric Cornpany W.G. Alexander New York State Department of Transportation A.L Johnson American Iron and Steel Institute T.NcCabe Inryco,Inc.
l . W.McGuire Cornell University C W. Pinkham S.B. Barnes and Associates J.L Simmons AMCA Intemational
/.R. Stitt J.R.Stitt& Associates Y
9 4
4 k.
4 0~
1 l
l l
9 e-Vi
_ . . . - - _ _ . _ _ . . _ _ _ . _ _ _ _ _ . _ . _ _ _ . _ , . _ , , _ _ . _ _ . _ . _ , , _ _ _ . , _ _ . . _ _ . . _ . . _ _ _ _ . . ~ . , . _ _ _ _ _ _ . . _ . _ _ _ _ _ _ _ . . _ _ _ . . . _ .
4 '
= c ,
^
bv .
e Foreword 4
~
The preparation of this specification was undertaken in response to many requests for some form of regulatory provisions related exclusively to the arc wdding of black, galvanized, or coated sheet steel as . .
. used in structures. . _
- One of the primary objective; of the speci8 cation is to de8ae the permissible stresses used in sheet steel '
applications in which the transfer of calculated strength occurs. The foremost examples of such applicado are steel decks, steel panels, storage racks, and framing members such as studs and joists. it is a concurrent ,
objective of the specification to impose workmanship, 'achnique, and qualification requirements so as to .
effect consistently sound execution of welding of joints in these categories. ,
First, the obligation is placed on the contractor to prepare welding procedure speci8 cations and to qualify them before production use. Dese procedure specifications must include the classincation of t welding consumable, its size, and for each type of weld,its melting rate or any other suitable means of O current control indicative of melting rate, as applicable.Second, the welder quali6 cation test requires each welder to prove his ability to produce satisfactory welds using these qualified procedures.The fact that the welder may have been successfully qualified on plate or pipe under the provisions of AWS Dl.1 for struc-tural welding or on plate or pipe under the provisions of other codes goveming the welding of specific products does not qualify the welder for welding on sheet steel.
It is anticipated that changes will be needed in this speci6 cation as further research is conducted on .
welded joints, as more experience is gathered, and as new sheet metal applications are developed. Alt t the specification is essentially directed at those joints that are used to transfer loads, the quality of weld where strength is not a governing consideration should meet the quality standards that will maintain the lategrity of the supporting structure. The permissible stress provisions of Section 2 should be disregard when the welds are not used in a load <arrying capacity.
A constructive response from users to each of the distinctive areas of the specification is greatly encouraged. All correspondence should be addressed to: Secretary, Structural Welding Committee Ame Welding Society,2501 N.W. 7th Street, Miami, FL 33125.
- j. .
\.
l I
l .
1 O -
V Specification for Welding Shee't Steel in Structures 1.1.5 Flare Grom Welds and Fillet Welds. As covered 1, General Provisions by this specification, these types of welds may be used 1.1 Application (see Table 1.1)in any position of welding involving 1.1.1 his specification is applicable to the are weld- (1) Two sheet steels for flare.V-grooves ing of sheet steels or strip steels, or both, including cold- (2) Two sheet steels as well as a sheet and a thick-formed members,0._180 in.,(4.6 mm) or less in thickness.
er steel member for flare-bevel-groove welds and fillet Such welding may involve connections of sheet steel or welds (see Table 1.1) 1.1.6 All references to the need for approval shall be strip steel, or both, to thicker supporting structural interpreted to mean approval by the Building Commis-members.
Note: The following applicable general speci- stonet, the Engineer, or a duly designated person who acts for and on behalf of the owners on all matters with-q Acations are cited for information only.
in the scope of this specification. The term Building Q American ConcreteInstitute BuddingCode Requirements for Reinforced Concrete ACE Commissioner tefers to the official or the bureau, by 318 71with 1976 supplement whatever term designated, which is delegated to enforce American fron and Steellnstitute Specifi- the local building laws or the specifications or other cation for the Design of Cold-Formed Steel regulations. The Engineer, as termed here, is the duly-Structural Members.1968 Edition with Ad- designated person who acts for and on behalf of the dendum No'. 2, February 4,1977. owner on all matters within the scope of this specifi-American Institute of Steel Construction - cation.
Specipcation for the Design, Fabrication, and Erection of Structural Steel for Buildings, 1.2 Sheet Steel Base Metal February 12, 1969, with Supplements 1, 2, 1.2.1 Sheet steel base metals to be welded under this and 3 dated November 1,1970, December specification shall conform to the requirements of the B,1971, andlune 12,1974, respectively. latest edition of one of the specifications listed below.
When sheet steel is welded to primary structural mem- Any combination of these steels may be welded together, bers, the I rovisions of the latest edition of AWS DI.1, These steels may also be welded to any of the approved
! Structural Welding Code, shall also apply (e.g., adequate steels listed in the latest edition of the Structural Weld.
preheat, low hydrogen electrodes. etc.). ing Code, AWS DI I.
t . 1.2.1.1 Specification for Sheet Steel. Zinc-Coated 1.1.2 Groove Welds in Butt loints. As covered by this specification, this type of weld is restricted to the weld- (Galvanized) by the Hot Dip Process, Structural Physi-i cal Quality (ASDI A446 Grades A, B. C. and E) ing of sheet steel to sheet steel in all positions of welding.
1.1.3 Arc Spot Welds (Puddle Welds). As covered by 1.2.1.2 Specification for Hot Rolled Steel Sheet and Strip Structura! Quality (ASDI A570) this specification, this type of weld is restricted to the 1.2.1.3 Specification for Steel Sheet and Strip, Hot-welding of sheet steel to thicker supporting membersin Rolled and Cold. Rolled. High Strength, Low Alloy,with the flat position.See Table 1.1.
1.1.4 Arc Seam Welds. As covered by this specifica- Improved Corrosion Resistance (ASDI A606) l 1.2.1.4 Specification for Steel Sheet and Strip, Hot.
tion, this type of weld is restricted (see Table 1.1) to the Rolled or Cold. Rolled,High Strength, Low Alloy Colum *
! welding of jointsinvolving blum or Vanadium, or both (ASDI A607 Grades 45, (1) Sheet to thicker supporting member in the l 50, 55. 60, 6J, and 70) i flat position 1.2.1.5 Specification for Steel, Cold. Rolled Sheet, (2) Sheet to sheet in the horizontal position (see j Carbon Structural (ASDi A611) l Table 1.1) 1
2/ WELDING SHEET STEELIN STRUCTURES 1.2.2 When a steel other than those covered in 1.2.1 " Specification for the Design of Cold. Formed Steel is approved under the provisions of the generalbuilding Structural Members" of the American Iron and Steel code, and such a steel is proposed for welded construc- lastitute or as otherwise specified in the applicable build- ,
tion, the weldability of the steel and the procedure for ing code.
welding it shall be established by qualdication in accord-ance with the requirements of 6.2 and such other re-
- 2.2 Allowable imeds on Welds quirements as prescribed by the engineer.
2.2.1 Gsoove Welds in Butt Joints. The allowable unit 1.2.3 The provisions of this specification are intended stress for matching electrode and base metal combina-for use with sheet steel having a minimum specified yield tions (see Table 5.1) for a groove weld in a butt joint, point no greater than 80 000 psi (550 MPa) welded from one side or both sides, shall be that of the IJ Welding Process lower strength base metal in the connection, provided L3.1 This specification provides for welding with the that an effective throat equal to the thickness of the
flux cored arc (FCAW), or submerged arc (S AW) welding 2.2.2 Arc Spot Welds (Puddle Welds) processes. (Note: Any variation of gas metal are welding, 2.2.2.1 The allowable load capacity of an arc spot including short. circuiting transfer is acceptable.) weld used in a lap joint between the sheet and the sup.
1.3.2 When stud welding through the flat portion of porting member and made in the flat position with decking or roofing onto supporting structural members, matching filler metal (see Table 5.1) shall be determined the procedure shall conform to Section 4, Part F. of the as follows:
Structural Welding Code, AWS DI.I.
f 13.3 Other welding processes may be used when ap- for proved by the Engineer. In such case, the Engineer shall .
.specify any additional qualification requirements neces- d 240
. sary to assure satisfactory joints for the intended service. 7< .
1.4 Definitions. The welding terms used in this speci-fication shall be interpreted in accordance with defini.
tions given in the latest edition of AWS A3.0, Welding the maximum load shall be f T-Terms and Definitions, supplemented by Appendix C of P = 2.2 t'da F (kips) (l')
this specification.
1.5 Welding Symbols. The welding symbols used in this and for specification shall be those designated in the latest edition of AWS A2.4, Symbols for Welding and Non- _d,, 240 p
destructive Testing. Special conditions shall be fully ex- t plained by notes or details.
I.6 Safety Precautions. The safety precautions shall con. the maximum load shall be form to the latest edition of ANSI Z49.1, Safety in Welding and Cutting. published by the American Welding P = 1.4t da Ft (kips) (2)
Society.
I.7 Standard Units of Measurement. The values stated However, the capacity shall not exceed i in U.S. customary units are to be regarded as the stan.
dard. The metric (SI) equivalent of U.S. customary units given in this specification may be approximate. P = , de2 Fw (kips) (3)
! where P = allowable load capacity of the are spot weld (Lips) i 2. Permissible Stresses F, . p.,mi,,i3i, unii t,n,ir, , tress in sheet steel (0.40 Fult)(ksi)
Note: The provisions of this section should be disre. pxx , ,,,,,g,g g,,,g ,( gg, ,,gg ,,,,g g,,;gn,,,4 g, garded when welds. made in accordance with this AW$ electrode classification (ksi) specification, are not intended to carry calculated stresses Fw . = permissible unit sheat stress in weld metal l = 0.30 F xx 2.1 Base Metal Stresses.The allowable base metal stresses Fult = specified minimum ultimate tensile strength shall be th6se specified in the latest edition of the of sheet steel (ksi) i l
I .
s Anasabersaesses/3 Tahie 1.1 - Scope of this specification Type of weld and approved positions of welding
- Square- Flare-poove Fillet bevel- Flare V-weld in Arc spot Arc seam weld groove groove Material butt joint weld weld lap or T weld weld I
' 2at F
- - F F F
. to H H H H H sheet V - V V V OH ,- OH OH OH Sheet to F F F F
-~ supporting - - H H member - - V V
' - - OH OH
- Fontions of welding: F = Gat, H = horizontal, V = vertical, OH = overhead
>c ,
made in the horizontal poeltion with matching frier
- Fy = yield point of sheet steel (ksi) metals (see Table 5.1) shall be determined as follows:
, t = thickness of sheet base steel exclusive of coatings for single sheet or combined thick-for ness of sheet steel for double sheet.in. (see Fig. 3.3A) d 240
(
d = diameter of the outer surface of uc spot weld or width of arc seam weld, in. (see t
4 thmMond shh Fig. 3.3A)
P = 2t (h + 1.6 d,) F, (kips) (4) ds = average diameter of are spot weld or average width of arc seam weld, in. (see Fig. 3.3 A) and for da = d-t (for a single sheet) d 240 da = d-2t (for a double sheet) T>
de = effective diameter of arc spot weld or effec-the maximumload shallbe tive width of arc seam weld at fused sur.
faces,in. (see Fig. 3.3 A) P = 2t (f + da) F (kips) (5)
. de = 0.7d-1.5t ,
However, the capacity shali not exceed Note: If it can be shown by sectioning and measuring that agiven weldingprocedure will y , g5g2, _Ld__g) F* (kips) (6) consistently give a larger effective diameter 4e 2 (de) at the fusion surface. this value may be where used providing this particular welding p* L = length of seam weld not including the circular cedure is used ends, in. (see Fig. 2.2.3 A)
For allowable capacity calculation purposes 2.2.2.2 Weld washers at least 0.060 in. (1.5 mm) thick and made of one of the sheet steels listed in 1.2.1, ,
L < 3 da are to be used in containing the' arc spot welds in sheet steel thinner than 0.028 in. (0.7 mm). See Fig. 2.2.2.2. and 2.2.3 Arc Seam Welds. He allowable load capacity F: = permissible unit shear stress in sheet steel
@ of an are seam weld used in a lap joint between the sheet and supporting member (see Fig. 2.2.3A) made in the (0.30 F ugg) (ksi) flat position or between sheet and sheet (see Fig. 2.2.3B) ne other symbols are defined in 2.2.2.1.
4/ WELDING SHEET STEELIN STRUCTURES c .
where
- d =***r P = allowable load capacity of a fillet veld (kips,)
Ft" Permissible unit tensile stress in sheet steel ad.
- jacent to a weld (0.40 Fult)(ksi)
O Fs = permissible unit shear stress in sheet steel ad.
jacent to weld (0.30 Fult)(ksi)
Fw= pemussible unit shear stress on throat of fillet weld = 0.30 of nominal tensile strength of weld metal (ksi)
Fy= specified minimum yield point of sheet steel (ksi)
Fig. 2.2.2.2 - Typical weld washer t = thickness of base sheet steel, exclusive of coat-ings, in.
L = length of fillet weld,in. .
2.2.4 FBlet Welds ~
2.2.4.1 Except as modified by 2.2.4.2, the allow.
f, able load capacity of a fillet weld in lap and T-joints, 2.2.4.2 'the allowable load capacity of fillet welds made in any welding position (see Fig. 2.2.4.1) for loaded longitudinally and having lengths shorter than matching fBler-metal base. metal combinations (see Table 2.5 in. (63 mm) may be calculated from the following 5.1), shall be governed by the thickness of the sheet formula:
steel, provided that an effective throat at least equal to the thickness of the sheet materialis consistently attain- P = 2t 1.2 g 1/3 F (kips) (9) ed and which shall be:
for fillet welds transverse to direction ofloading 2.2.5 Flare. Bevel and Mare V. Groove Welds. For matching filler metal, base metal combinations (see P = L t Ft (kips) (7)
Table 5.1), the allowable load capacity of flare. groove welds made in any welding position is considered to be and for fLlet welds longitudinal to direction ofloading
' govemed by the thickness of the sheet steel adjacent to (see also 2.2.4.2) the welds, provided that an effective throat at least P = L t Fs (kips) (8) equal to the thickness of the sheet material is con-l i
-- t +=
May be crimped to
- I prevent molt thru
> . C v
l 9 o i T
, I , 1 <
i m
t
-g m -
- r)
/
% ,,,/ k.)&
l d * - Width sQ%hn s
\ vsw -
Arc seam weld along standing Arc seam weld (sheet to supporting memeer) rib (sheet to sheet) j horizontal position flat position (B)
(A)
Fig. 2.2.3 - Arc seam welds l '
l
, + .
PrrndsubleStresars/$
P
-,t N
)t Min weld throat tw>t EM h _ __ **
.g i -
See also throat of finet weld in Appendix C .
. Fig. 2.2.5(la) Single-flare-groove weld Fig. 2.2.4.1 - Fillet welds
- sistently obtained. This capacity shall be determined by (2) 1. mads applied Io--y " "f with axis of weld
- one of the applicable formulae that follow: (a) Single shese ,
The capacity of the welded joint, as shown in Fig. 2.2.5(2a),is given by (1) Leads applied transversely to axis of weld -
(a) Flere beveleve welde The capacity of the welded joint, as shown P = t L Fs (f1) in Fig. 2.2.5(la), is given by Note: When loaded longitudinally with the P = 0.80 t L Ft (10) axis of the weld, the /Isre-bevel and flar V-groove welds are treated at fillet welds loaded in the same direction.
O Note: Because of ti:e slight eccentricity of the fisrebevel-groove weld when loaded transverse to its axis, 0.80 has been determined by test data as a reductionfactor.
If the transfer ofload in the connection can be considered to occur in double shear, the allowable (b) Flare.V.groovewelds capacity of the joint, as shown in Fig.2.2.5(2b),will be j
These welds have not been considered.
I.oads applied transversely to the axis of the weld have (12)
P = 2t L Fs not been considered.
1 I
( t I
T>
}f
<' v Mimmum weld throatt ,3 t l s.ngie eear #
Flare.V. groove Flare bevel groove ,
t, s ,- s O Fig. 2.2.5(2a) - Single shear in flate-groove welds
_ _ _ . - . _ . _ _ _ _ , _ _ _ _ _ . _ _ . _ . . _ . _ _ . - _ _ _ _ . . ~ . _ _ _ . _ _ . _ _ . _ _ _ _ - . _ .
-a .a 4
6/ WELDING SHEET STEELIN STRUCTURES t
L .
t
< L f-1 #
Minimurn weld throat t, > 2 t
- Double shear U '
Flartbeve6 groove '. Flare-V groove
) S
, s ,- s ,
Fig. 2.2.5(2b) - Double shear in flare groove welds .
d t
- 3. Details of Welded Connections f im - J 4
I 3.1 General. Welded connections may be used using groove welds in butt joints, arc spot or uc seam welds, i lap or T fillet welds, and single. flare-bevel or single flare-V-groove welds when they are within the applicable M limitations of 3.2 through 3.7. da
, 3.2 Square Grooves. Square grooves shall be used in butt d.= d-t joints with the welding preferably done in the flat posi. d,- 0.7d-1.5:
tion. Root opening (gap) conditions shall be as shown in Arc spot weld - single thickness of sheet Fig. 3.2.
tI d t 3.3 Arc Spot Welds. Arc spot welds through one or two ;} ~ l thicknesses of sheet steel onto a supporting member shall '
' =- - =- -
^
be made in the flat position as shown in Fig. 3.3A. For Tt h t sheets thinner than 0.028 in. (0.7 mm) a steel washer, as t2 shown in Fig. 3.3B, shall be used to prevent burn back.
The weld metal shall have a diameter of at least 1/2 in.
(. (13 mm) on the supporting structural member.
- - d' The minimum distance (e) from the center of an are da spot weld to any edge of the sheet material shalinot be e, . d-2:
less than 1.5 times the diameter of the weld or P/(0.6F y t) d,- o.74 1.st I
(in.), whichever is greater. See Fig. 3.3.C* Arc spot weld - double thickness of sheet
! Fig. 3.3A - Arc spot welds l
l c _ -] _ _ ; ,,y,w,,
g cot,on , ,,,
I l P t W 45Fe' ,'
l ,- ,'
\
- w.__ ,.J------iWf
_ __ , + r ,e'
, c ~
tr o. n. \ s Fig. 3.2 - Square-groove weld in butt joint Fig. 3.3B - Arc spot weld using washer l
Details of Welded Connections /7 -
O v.
e > 1.5 org, (ird where P = force transferred by arc spot or arc slot weW .
>e 1 ze 9.
>e p t >e p I N N t#
i % $ t# g d .
[
~ d -
a Fig. 3.3C - Edge distances for are spot welds Fig. 3.4 A - Edge distances for are seam welds 3.6 Single. Flare-Bevel. Groove Welds. Single. flare. bevel.
3.4 Arc Seem Welds. The minimum width of weld metal at the faying surface of arc seam welds shall be 3/8 in. groove welds shall preferably be made in the horizontal
. (9 mm). The minimum distance from the longitudinal or flat position. The minimum length shall be 3/4 in.'
- axis of an are seam weld or from the end of an are seam (19 mm).See Fig.3.6.
weld to the edge of the sheet steelshallnot beless than 3.7 Single. Flare.V. Groove Welds. Single. flare.V. groove 1.5 times the width of the weld or P/(0.6F y t)(in.), which. welds shall preferably be made in the flat position. The ever is greater.The distance from the end of the arc seam minimum length sh311 be 3/41n. (19 mm). See Fig. 3.7.
t' weld to the edge of the sheet steel shall be measured l from the center of the circular portion of the weld.See a i Fig. 3.4A. Arc seam welds between the sheet and the h v supporting member shall be made in the flat position. a l t.
See Fig. 3.4B. Arc seam welds between steel sheets may be made in the horizontal position provided the fit-up is
[ '
llCl y n l ex:eptionally good. See Fig. 3.4C. n 3.5 Fillet Welds. Fillet welds in lap and T. joints shall . _wiatn preferably be made in the horizontal position. The mini. ,
- mum length shall be 3/4 in. (19 mm). See Fig. 3.5A and Fig. 3.4B - Arc seam weld Fig.3.5B.
Too edge may be May be crimped melted through.
This is a difficult to prevent weld decreasing meit-weld to make. meit thru. thru dif ficulty.
( 's -
- :,C /..
cu j '-
4 G 3 hl f,,'1n .
k
+' '
S' J& ; -
i
" 'Q up wssse
?(
%~1 V: m V" g '( ': - '1 l' ' G O
'k
' ' ' ': ' '1 -
0 Fig. 3.4C - Arc seam weld along standing rib,
.~1,--% g - . , , - . . . , -
,_..-.____,,._.,_,,,-,,.___.__,__-____-__-._._--m..--. _ , , , , - , - , , - . - - _ , _ . - _
e 3
~
8/WEIDING SHEET STEEL IN STR,UCTURES (ih%%%\\M
- /. .
.4 l'##/#####M7Zo######/M/###A Lap tmet weio - sneet to structuras memoer Lap tinet weed - sneet to sneet
- Fig. 3.5A - Lap flHet welds R
- y
- q h
w- -
ll
/ /. . ##4 YMnM//MMa#+7'HMH/H/MM/MM
[
T.talet weid - sheet to structuras member 7.,,,,,, ,,,,_ ,3,,,,,,3,,,
Fig. 3.5B - Fil;et welds in T-joints k
,, h .
ll $ 4. Workmanship
,i 4 Es e Mww- ~b #
4.1 Preparation of Material .
/ - -
4.1.1 Surfaces to be welded shall be smooth, uniform, and free from thins, tears, cracks, or other imperfections which would adversely affect the quality or strength of f // //~
- the 3: eld. Surfaces to be welded and surfaces adjacent to a weld shall also be free from loose or thick scale, slag, rust, moisture, grease, or other foreign material that Fig. 3.6 - Single flare bevel-groove weld - would prevent proper welding or produce objectionable horizontal fumes. Mill scale that withstands vigorous wire brushing, a thin rust. inhibitive coating, a galvanized coating, or an p m s er C , ,, .j antispatter compound may remain.
y p. ,r ; 4.1.2 When galvanized sheet steel or sheet steel having
- other protective coatings is welded, suitable ventilation seacer bar may N $ '
- 1 shall be provided to prevent the concentration of fumes e$v n$eenru 1 L -: k injurious to the welder (see 8.3 and 8.4 of ANSI Z49.1,
- N $
9 Safety in Welding and Cutting, published by the Ameri-can Welding Society). .
4.1.3 Welding shall not be done when the ambient &
temperature is lower than 0* F (.18' C); or when surfaces V Fig. 3.7 - Single flare V-groove weld - flat are **t or exposed to rain, sleet, snow, or high wind;or when welders are exposed to inclement conditions.
. Technique l9 O the requirements of AWS AS.5, Specification For Low.
4.2 Assembly 4.2.1 Joint details shall be arranged to provide the Alloy Steel Covered Arc. Welding Electrodes.
5.2.2 All electrodes having low hydrogen coverings most favorable position for welding. (See Appendix C for definitions of the welding positions.) conforming to AWS A5.1 shall be purchased in hermeti.
4.2.2 The parts to be joined by welding shall be cally. sealed containers or shall be dried for at least two brought into close contact to facilitate complete fusion hours between 450* F (230' C) and 500* F (250* C) before they are used. Electrodes having low hydrogen between them.
c verings c nf rming to AWS AS.5 shall be purchased in 43 Proper Setting of Welding Current.In order to obtain hermetically. sealed containers or shau ,be dried,at least consistently sound welds, the welding current must be ne hour at temperatures between 700 F(370 C)and i effectively controlled. For shielded metal are welding, ) M eing used. Sectrodes sau h the welding current shall be controlled to reproduce the dried prior to use if the hermetically. sealed container electrode melting rate which was established during the shows evidence of damage.Immediately after the opening
- procedure qualification (see Appendix A, C5.2.4). For f de hennedcaDyealed container or mmoval of the flux cored arc welding, gas metal are welding, or sub. electr de from a drying oven, electrodes shall either be merged arc welding, the welding current shall be con- used or stored in ovens held at a temperature of atleast 250* F (120' C). E70XX electrodes that are not used
() e le e m ti g rate is established, as in the case of the shielded metal arc welding process.
within four hours or E80XX electrodes that are not used within two hours after the opening of the hermetically-(2) De welding is controlled with an ammeter or sealed container or the removal of the electrodes from a wire feed speed control. drying or storage oven shall be redried before use. Elec.
4.4 Quality of Welds. Welds shall be visually inspected trodes that have been wet shall not be used.
for theirlocation, size, and length in conformance to the 5.2.3 When requested by the Engineer,the contractor.
drawings and specincations as well as for their qualities shall furnish an electrode manufacturer's certiScation such as bead shape, reinforcement, and undercut.
stating that the electrode will meet the requirements of de classincadon.
4.5 ProductionWeld Acceptance Criteria 5.2.4 A good measurement of welding current can be O 4.5.1 Production welds shall be subjected to visual Provided by the melting rate (M) of the electrode:
Q inspecdon. .
4.5.2 A weld shall be acceptable by visualinspection, M = InchesTimofMuteselectrode melted provided all four of the foDowing criteria are met:
4.5.2.1 The weld has no cracks.
4.5.2.2 The weld has a minimum reinforcement of The application of this method is described in detail in 1/32 in. (1 mm) for all square groove, are spot, and arc APP*ndix A, C5.2.4.
seam welds.
4.5.2.3 There is no undercut greater than 10 per- 5.3 Submerged Arc Welding 53.1 ne bare electrodes and fluxes used in combina.
cent of the thickness of the steel which has the under. tion for submerged are , welding shall conform to the re.
cut.
4.5.2.4 Faces of fillet welds shall be flat or slightly quirements of the latest edition of AWS AS.17.Specifl-convex.
cation for Bare Carbon Steel Electrodes and Fluxes for Submerged Arc Welding, or to the requirements of the i latest edition of AWS AS.23, Specification for Bare Low.
i
- Alloy Steel Dectrodes and Fluxes for Submerged Arc l
5, Technique **MWhen requested by the Engineer,the contractor j ,
shall fumish an electrode manufacturer's certification 5.1 Filler Metal Requirements that the electrode and flux combination will meet the 5.1.1 For groove welds in butt joints. the electrodes requirements of the classification or grad e.
l 5.33 Flux used for submerged are welding shall be or electrode and gas or flux combinations shall be m accordance with Table 5.1. dry and free of contamination from dirt, mill scale, oils.
5.1.2 For all other types of welds, the electrodes or or other foreign material. All flux shall be purchased in electrode and gas or flux combinations used in produc. packages that can be stored, under normal conditions, for tion shall have a nominal tensile strength at least equal at least six months without such storage affecting its to that of the weaker of the two members being joined. welding characteristics or weld properties. Flux from damaged packages shall be discarded or shall be dried at 5.2 Electrodes for Shielded Metal Arc Welding I
a minimum temperature of 250' F (120* C) for one 5.2.1 Electrodes for SMAW shall conform to the re. hour before use. Flyx shall be placed in the dispensing 4' - quirements of the latest edition of AWS AS.1,Specifica-tion for Mild Steel Covered Arc Welding Electrodes,or to system immediately upon the opening of a package, or if l
i l
0 .
..~-
10/ WELDING SI!EET STEEL IN STRUCTURES
. Table 5.1 -Metching filler metal requirements for groove welds in butt joints Minimum Minimum Steel yield point tensile strength specification kai MPa ksi MPa Filler metal requirements A446 Gr A 33 23 0 45 310 t SMAW AWS A5.1 or AS.5 Gr B 37 255 52 360, E60XX or E70XX Gr C 40 275 55 380 A570 Gr A 25 175 45 310 SAW AWS AS.17 or AS.23 Gr B 30 205 49 340 F6X-EXXX or F7X EXXX Gr C 33 230 52 360 Gr D 40 275 . 55 380 d
GMAW AWS AS.18 Gr E 42 290 58 400 E70S-X or E70U-l A606 45 310 65 450 A607 Gr 45 45 310 60 415 FCAW AWS A5.20 Gr 50 50 245 65 450 E60T X or E70T X (except A611 Gr A 25 175 42 290 6 2&3)
. Gr B 30 205 45 310 Gr C 33 230 48 335 i Gr D . 40 275 52 360 s
f
- SMAW AWS AS.I or A5.5 E70XX .
SAW AWS A5.17 or I
A607 Gr 55 55 380 70 485 <
AS.23 F7X EXXX GMAW AWS AS.!8 E70S-X or E70U 1
- FCAW AWS AS.20 E70T X (except 2 & 3) g A446 Gr E 80 550 82 565 '
A607 Gr 60 60 415 75 515 SMAW AWS AS.5 E80XX Gr 65 65 450 80 550 <
SAW AWS A5.23 F8X EXXX GMAW AWS Grade E80S A611 E ,
FCAW AVS Grade E80T Note: Low hydrogen electrodes must be used when required by AWS DI.I. See 1.1.1.
used from an opened package, the top one inch shall be shall furnish the electrode manufacturer's certification discarded. Flux that has been wet shall not be used. Flux that the electrode will meet the above requirements of fused in welding shall not be reused. classification or grade.
5.4 Gas Metal Arc and Flux Cored Arc Welding Elec. 5.4.3 A gas or gas mixture used for shielding in gas metal are welding or flux cored are weldmg shall be of a 5 .1 The electrodes and shielding for gas metal are welding grade having a dew point of-40' F (-40* C) or welding or flux cored are welding for producing weld I *"* " 9"'sted by the Engineer, the gas manu-metal with minimum specified yield strengths of 60 000 faaurn saufunu.s cudcadon that the gas or gas psi (415 MPa) or less shall conform to the requirements mixture meets the procurement specification and will of the latest edition of AWS AS.18, Specification for meet the dew point requirement.
Mild Steel Electrodes for Gas Metal Arc Welding, or 5.S Stud Welding. When stud welding through decking or g AWS AS.20, Specification for Mild Steel Electrodes for roofing onto supporting structural members, the proce-Flux <ored Arc Welding, as applicable. dure shallconform to applicable provisions of AWS DI.I.
1 5.4.2 When requested by the Engineer, the contractor Structural Welding Code.
_ . _ _ = _ .
. : j
' i C7 d--jll (3) ^ aductica in mdtins rate, =lding curmat, or
- 6. Qualification wire feed speed of more than 5 percent (4) A change in the type of miding current (ac or 6.1 Approved Procedues. This specincation does not de) or polarity "
accord prequallAed status to any welding proceoutes tor (5) A change in the thickness of sheet steel by 10 shot steel. percent for arc spotlarc seam welds, and square groove butt welds, or a chany of 20 percent for fillet welds, 6J Mum Wa am w Gan m nids 6.2.1 Each welding procedure to be employed shall '" 8 '4 be prepared as a procedure specification for each type of d l weld as shown in Table 6.7 and shall be qualiSed by the (7) A change in the type of coating material on the -
contractor. QualiGcation documentations shall be made sheet steel avaGable to those authorized to examine them. A sus- (8) An incmase exceeding 30 percent in the thicknes
- g. ysted form listing the information required in the pro- ofcoating of the sheet steel '
cedure specification is given in Appendix A; additionally, (9) A chany in the position in which welding is done data shall include the established melting rate referred (10) la vertical position welding, a change in the pro-5N# ion 8PecsSed fran downward to upward,.of vice 6.2.2 ihe Engineer may, at his discretion, accept evi- ,,,
' dence of previous qualification of the welding procedures (11) A change in shielding gas (for GMAW or FCAW) to be employed on production work, provided the con-tractor demonstrates that such procedures are acceptable MA%W@M '
(13) A chany of more than 10 percent above or below
'* a e test wlds of the type the specified mean arc voltage for each electrode diam-Y g, ,,
- eter used (for SAW,GMAW,or FCAW) ,
J, (14) An increase of 25 percent or more or a decrease
- 6.3 Responsaillity for Tests. Each manufacturer or con- of 10 percent or more in the rate of Gow of shielding tractor shall be responsible for utilizing the proper gas or mixture (for GMAW or FCAW)
!' material, joint configuration, setup dimensions, and test- (15) A change in the mode of metal transfer across the 4
f? ing of procedure qualification specimens. These tests arc (fw GMAW) h may be performedin the contractor's shop, at the job site, or by an independentlaboratory or other testing agency.
(16) For square groove welds in butt joints, a chany in welding from both sides to welding from one side, but not vice versa 6.4 Procedure Qualification Requirements. Welding pro-cedures shall be qualified by making test elds as des- Ate. Armhdie reps & em #
cribed for each welding process, various types of welds, other variables have not been introduced into each applicable welding position,each range of thickness th WMdm e tM dme, hen specified in 6.6 (5), and each type of coating and steel is due to insufficientdets caflable to aspport designation (su Table 6.7) used in welding shut steel to such w h is WW the th use of sheet steel or sheet steel to supporting member. tM Wadon wW res#t in tk flow of j
However, where a sheet steel is to be welded to a information which will eventually provide a
- . supporting steel member listed in AWS DI.1, Structural basisfor appropriate modificationt i Welding Code, that sheet steel may be welded to all other
- 1. AWS DI.l. approved steels of an equal strength or less, 6.7 Number of Tests, Methods of Testing, and the Re.
i provided that the steel used in the qualification proce- suits Required for the Qualification of Welding Pro-dure has a yield strength of 50 ksi or less (see AWS DI.I, '
a Section 5). '"I"."7.1 6 Square Groove Welds in Butt Joints 6.7.1.1 'Ihe contractor shall establish awelding i
6.5 Dwerion of Qualification. Once a welding procedure Procedure for square groovesin butt joints for each post-
- has been qualified by a conttactor,it shall be considered tion of welding and for each thickness of sheet steel to j- qualified for his use indefinitely. However, any change in sheet steel to be welded. The test assembly shallbe pro the essential vanables outside the limits provided for in
! Pared, welded, and tested as follows:
l 6.6 shall require requalification. (1) Two rectangular pieces of material to be l tested, at least 4 in. (100 mm) wide and long, shall be l 6.6 Essential Variables - Procedure Qualification. A welded together. The welder shall use a welding proce-change in the following variables shall be considered essential changes in a welding procedure and shall require dure that will make sound welds. The' Joint shall be l welded either from one side only or from both sides.
! establishing a new procedure by qualification:
'(1) A change in the classification of electrode (e g., a Welding frorp only ,one side will qualify for single and change from E6010 to E6012) double. square-groove weldsIwelding from both sides will (2) A change in the size of the electrode qualify only for double. square-groove welds.
1' .
. l' 4
.,-rww- -m--, --,,.--,--,-~,--,,_n-.,w ~,,..-.- e n , ,--,,,--n-- -w.,-----. _n,-,nn., .-,-.w -n.-- ,,,wn -~-,,--c.,--
12/WEIDING SHEET STEEL IN STRUCTURES (2) The weld shall be ==aaankly uniform in 6.7.1.2 Qualification for square groove welds in appearance and shaR be free of cracks, excessive under. sheet steels shall qualify for such groows only for the
- , cut, and excessive reinforcement. position used in the test provided that there is no change '
(3) After the test jointa have been made, they in other essential variables.
shall be bent back upon themselves by hammering, the 6.7.2 Arc Spot Welds (Puddle Welds) axis of the bend being parallel to the axis of the weld. 6.7.2.1 ne contractor shall establish a welding See Fig. 6.7.1. In case of a joint welded from one side procedure for each single and double thickness of sheet only, the root of the weld shd be on the face of the steel to be are spot welded to a supporting member in the bend. flat position. Two test assemblies shall be prepared, (4) A weld shall be considered satisfactory if welded, and tested as follows:
(a) No cracks are evident after bendin6 (b) Due to the senrity of the test, cracks (1) Two (or four for a double sheet) rectangular do occur; but the fractured face shows no evidetice of pieces of this material 21/2 in. (65'mm) or wider shall defects, and the throat is equal to or greater than the be clamped to the top of a flange of a remnant beam or thickness of the sheet steel. Breaks in the base metal separate plate at least I/2 in. (13 mm) thick with a nar.
i shall not be cause for weld rejection. row edge of the sheet projecting over the edge of the
! (5) After each welding procedure has been flange or plate by 2 in. (50 mm), as shown in Fig. 6.7.2.
qualified, it shall be recorded as a welding procedure (2) ne welder shall make an arc spot weld of
- T=eincarian;sse the suggested formin Appendix A. the dianwter required for procedure qualification, pro- '
ducing a nugget not less than 1/2 in.(13 mm)in diame-ter.The crater of the spot weld shall be filled and 1/32 in.
(1 mm) minimum reinforcement provided.
(3) Weld washers, at least 0.060 in. (1.5 mm)' ,
thick and made of one of the sheet steelslisted in 1.2.1,
- shan be used in containing the arc spot weld in sheet steel thinner than 0.028 in. (0.7 mm).
(4) The weld shall be reasonably unifonn in .
appearance and shau be free of owrlap, cracks, and ex.
(A) Souare groove butt joint - welded from both sides cessim undercut.
(5) After welds of acceptable quality have cooled, the projecting part of the sheet steel shall be struck repeatedly with a hammer, as shown in Fig. 6.7.2, until the sheet steel around the are spot weld disengages, either from a break in the weld or the shut steel. He diameter of the weld nugget remaining in the structural steel shall be measured for the required minimum diame-ter of 1/2 in. (13 mm). If such minimum diameter has not been obtained or if the weld is otherwise not satis.
factory (see 4.5.2), the welding current shan be adjusted and the test repeated unta all requirements are met.
(6) The melting rate for the particular electrode (el square groove butt joint - welded from one side classification and size used in the successful test shall then be measured.' A second successful test shall be performed.
6.7.2.2 If more than one arc spot weld is to be made with one covered electrode, the welder shall melt at least 6 in. (150 mm) of a new electrode using the same melting rate established in 6.6.7.1 and depositing a weld bead on a scrap plate. While the electrode is still hot, he shall deposit another are spot test weld using the assembly as shown in Fig. 6.7.2. This weld shall be tested as stipulated in 6.7.2.1 and the results shall be compared with previous tests considered satisfactory. (See Appen.
dix A. Commentary,6.7.2.2 for background data.)ln the (c) weided joint atter completion of bending Fig. 6.7.1 - Square groove butt joints .See Appendix A, C$.2.4.
)
- -. - - - - - - -- - - . - - ~ .- ----.. . -
@sWisdon/13 I*N 'mh 21/2 mh g , '.**~~~' Q .
3:
'W 4 .,
- , 1 .
Omme een
! [_ 2me ,
swam E,
f AH **ww.no in in.n.
Fig. 6.7.2 - Takt for are spot weld 1 l 3' .
i case of Sux cored arc welding, ps metal arc welding,or (4) After cooling, welds of acceptable visual submerged arc welding, the welding current or wire feed quality shall be tested by bending the sheet back and d forth.or by wedging a chisel between the pieces untG the y rate shaR be used.
- ' 6.7.2J After each welding procedure has been weld or the sheet steel fails.
qualified, it shau be recorded as a welding procedure (5) He fracture surface shat show complete ~
. speciScation; see the suggested form in Appendix A. fudon at the faying surface. ,
i* 6.7.2.4 The qualiacation of an arc spot' weld be 6.7.3.2 After each welding procedure has been tween a sheet (or 2 sheets) and a supporting member in qualified, it shall be reported as a welding procedure
!q. the flat position shall qualify (1) arc spot welds and (2) specification;see the suggested formin Appendix A.
arc seem welds, having a width equal to the diameter 6.7JJ As an option, the arc seam weld may be tested. A change in one of the following essential vari. qualified, according to 6.7.2.4, by making'an arc spot ables (exceeding the requirements of 6.6) will require weld having the same diameter as the width of the arc
- e. seam weld being considered.
requalincation: a change in thickness of sheet steel, weld size, electrode classification; for shielded metal arc 6.7.3.4 The qualification of an arc seem weld be- r I
+ welding, a change in the melting rate; and a change in the tween a sheet or two sheets and a supporting memberin i
t welding current or wire feed rate for flux cored arc the flat podtion or an arc seem weld between two shuts
- In the horizontal podtion shall qualify only for that
' welding, gas metal arc welding,or submerged arc welding.
See Table 6.7. particular weld and position tested and for that given g
6.73 Arc Seam Welds thickness of sheet steel, weld das, electrode clasdfica.
l .
6.7.3.1 The contractor shall establish a welding pro- tion, and that electrode melting rate (for shielded metal cedure for each dngle and double thickness of sheet arc welding), or that welding current or wire feed rate
! (for submerged are welding, ass metal arc welding, or steel to be are seam welded to a supporting member in l ,
flux cored arc welding). See Table 6.7. ,
l the Gat position or for each single thickness of sheet stal
,s to sheet steel to be are seam welded in the horizontal 6.7.4 Falet Weids t
6.7.4.1 ne contractor shall establish a welding 3 position.Two test assemblies are required.
l (1) In the case of sheet to supporting member, procedure for fillet welds in joints involving g -
j two rectangular pieces (four for double thicknesses) of (1) sheet steels !
materialwider than 3 in. (75 mm) shall be clamped to the (2) sheet steeland supporting members for each l welding process, each position of welding, each thickness flange of a remnant beam or separate plate at least 1/2 in.
l' (13 mm) thick, with the narrow edge of the sheet pro- of sheet steel, and each material combination of sheet jecting over the edge of the flange or plate by II2 in. steels. including supporting members (see Table 6.7)
, i 6.7.4.2 Two test assemblies shall be prepared, 1 (13 mm), as shown in Fig. 6.7.3 A. The test weld shall be made in the flat position. welded, visually inspected, and tested using either Test A
- i. or Test B, described in (1) or (2) as follows: .
l (2) In the case of sheet to sheet, a sample of the actual joint shall be welded in the horizontal posi. (1) Test A. Each test assembly shall consist of l two rectangular pieces of sheet steel at least 3 in. (75 mm)
, tion, see Fig. 6.7.3B. The minimum length of the weld shall be 1 in. (25 mm), see Fig. 6.7.3 A. . wide. A fillet weld iIn.(25 mm)long shallbe deposited l' (3) The weld shall be reasonably uniform in in either a lap or a T. joint, whichever is required, using
! appearance and shall be free of overlap, cracks, and ex. the proper type and size of electrode and welding cut. .
rent. The test assembly is shown in Fig. 6.7.4.
- cessive undercut.
l l -
i 1
e 14/ WELDING SHEET STEEL IN STRUCTURES Tehle 6.7 - Proemdwo queltflession sesas Number of tests re-quired for each weiding
- postion, thickness, and Test assemblies as shown in: Type of weded joint tested: type of conting*: Type of test: Qualifies for:
Square groove butt joint 2 Bond Square yoove butt joint, sheet Sheet to sheet, each poetion to sheet, position used in test of weiding s
6.7.1 Arc spot weld 2 Twist A,c spot weed and are seem Sheet to mapporting rnember, weed; sheet to sup' porting flat posten members flat position O
6.7.2 A's seem wWd 2 8end Arc seers wed, sheet a w Sheet to supporting member, porting member, flat position flat postion f
6.7.3 e
Arc seern M 2 Send Art mem weed, sheet to sheet, Sheet to sheet, horizontal horizontal position pottion
, c::::s N .
6.7.3 Fillet welded lao joint 2 Bend Fillet welded lap jointa sheet
- $ host to sheet, any position to sheM, g sheet to supporting member; postion tested
- 6. 7.4 t Fillet welded lap goint 2 Send Fillet welded leo joint, sheet I to supporting memeer, Sheet to mapporting memoet, any pas tion position tested e
6.7.4
'Within the timets of essential variseles
(
Es_Q -
J---)
/ Tehte 6,7 leoneinsed - Peemetwo quellflesalen tusse Number of testsrea quired for eash weldmg .
postion, thicknees, and type of coatme*: Typeof teet: Qualifies for:
Type of welded joint tested:
Test assembises as shown in:
2 Sand Fillet welded T.y las W Fillet welded T joint, meet shoot to sheet, or sheet to to sheet, any poetion supporting memoer; position
, tested v
' 8.7.4
.> Send Fillet we6ded T- or las joint, Fillet welded T joint, sheet 2 sheet to supporteng member.
a to supporting member, any postion tested
- , postion 6.7.4 ,
2 Bond F!= L J ,a weid, sheet Flere bevel, sheet to sheet, to sheet, or sheet to support any poetHpn ing member o,r flarev.poeve e weed, sheet to sheet; position
~
tested 8.7.5 Bond Flerebevel-yoove weld, sheet Flere bevel, sheet to sup 2 to mapporting momeer, poei-a porting member, any tion tested a pootion.
67,5 Bend FletV yoose we6d, sheet to FlareV, eeet to smeet, 2 sheet or flerebere0poove any postion weld, sheet to theet, of sheet to mapporting member; poetien tested l<
l ,
4 i
67 5 l 'Witnen the limits of eenential vanacles 1
s
' e i
's 16/ WELDING SHEET STEEL IN STRUCTURES All dimensions in inch.s 3 min 1 min 1 min 1 min w ,
- s 4
sinese e t couni. m 1/2 min Fig. 6.7.3 A - Arc seam weld test - sheet to supporting plate weld ,
(2) Test B. Each assembly shall consist of a for sheet steel to supporting member for a gven position rectangular piece of sheet steel at lent 3 in. (75 mm) of welding and thickness of sheet steel, wide and the top of a flange of a remnant beam or sepa- ,
(3) Sheet steel to sheet steel quallfles for sheet rate plate at least 1/2 in. (13 mm) thick. A fillet weld steel to sheet steel and also sheet steel to supporting .
1 in. (25 mm) long shall be deposited in either a lap or a member for a given position of welding and thickness of T. joint, whichever is required, using the proper type and sheet steel.If there are two thicknesses of sheet steel, the size of electrode and welding current.The test assembly thickness of the thinner sheet will control.
is shown in Fig. 6.7.4. 6.7.5 Flate Bevel and Flare V Groove Welds ~
(3) The welds shall be reasonably uniform in 6.7.5.1 The contractor shall establish welding pro-cedures for flare bevel and flare V groove welds for all
\
appearance and shall be free of overlap, cracks, and ex-cessive undercut. joints involving only sheet steels and for each welding (4) After cooling, welds of acceptable visual procedure, thickness of sheet steel, and position of weld. .
quality shall be tested by bending the sheet back and ing. In addition,in the case of flare. bevel. groove welds, forth (T. joints) or by wedging a cold chisel between the welding procedure shall be established for joints involving two pieces (lap joints) until either the weld or the sheet sheet steel and supporting structural members.
metal fails. See Fig. 6.7.4. (1) For flare-bevel. groove welds, two assemblies (5) The fractured surface shall show complete shall be prepared, welded, visually inspected, and tested fusion at the faying surface. using either Test C or Test D de:cribed as follows:
(6) After each welding procedure has been Test C. Each assembly shall consist of two ._ _
quallfled, it shall be recorded as a welding procedure rectangular pieces of sheet steel at least 21/2 in. (65 mm) wide and at least 3 in. (75 mm)long.One piece shall be specification;see the suggested form in Appendix A.
6.7.4.3 The validity of qualification shall be as bent through 90 degrees around an inside radius not to
- follows (see Fig. 6.7.4.3):
exceed 3t, where t is the thickness of sheet steel; the ._
(1) T. joints shallqualify forlap and Tjoints. other piece shall be flat.~1hese shall be fitted together to ,. ,
(2) Sheet steel to supporting member quallfles form a flare bevel. groove joint. A flare bevel groove weld y.
y .
3 3 9 9 ; "
h,
)
b y f" e'C t Msvws% <
~
h(.
?
3 Essss+ a .1 -
f.
Fig. 6.7.3B - Arc seam weld test - sheet to sheet weld
g . .
Qualification l11
- l
. s, .
1 I
t Sheet to sheet t
Test A 3 # *
- rt-
- 'a 1" _
W--
.s
,. Lap joint /
p 1/2 min overhand I _
7 T ioint g
9 1 Sheet to supporting member 3 "'"
I
! g Q All dimensionsin inches 3
3 min 1/2 min Test 8 Fig. 6.7.4 - Fillet weld test assembly rectangular pieces of sheet steel, at least 21/2 in.
. I in. (25 mm)long shall be deposited using the proper (65 mm) wide and at least 3 in. (75 mm)long, bent
[ . type and size of electrode and welding current.The testthrough 90 degrees to an inside radius not exceeding 3t,
' assembly is shown in Fig. 6.7.5.! A.- where t is the thicknass of the sheet steel, and fitted to.
h' e Test D. Each test assembly shallconsist of a gether to form a flare.V. groove weld joint.
- rectangular piece of sheet steel, at least 21/2 in. (65 mm) (b) A flarc V groove weld ! In. (25 mm)long wide and at least 3 in. (75 mm)long.One piece shall be shall be depcsited using the proper type and size ele bent through 90 degrees around an inside radius not to trode and welding current. The test assembly is shown '
exceed 31, where t is the thickness of sheet steel. It in Fig. d.7.5.1C.
1 shall be clamped to the top of a Gange of a rem,nant beam gg ,
g or separate plate, at least 1/2 In.(13 mm) thick. A flare.
bevel groove weld 1 in. (25 mm)long shall be deposited appearance and shall be free of overlap, cracks,and ex using the proper type and size of electrode and welding cessive undercut.
current. The test assembly is shown in Fig. 6.7.5.18. (4) After cooling, welds of acceptable quality (2) For flare.V groove welds, two test assem. shall be tested by bending the' sheet back and forth or blies shall be prepared, welded, visually inspected, and wedging a cold chisel between the pieces until the tasted as follows: or the sheet steel lails. See 6.7.5.1C.
(a) Each test assembly shall consist of two
-- -- . . _ _ _ _ _ _ _ _ . . _ . _ _ _ _ - ~ f.
O I8/ WELDING SHEET STEEL IN STRUCTURES Steel supporting member Sheet steet f \ \ Sheet st.es n th t ~
t ~
/ ,
l l Qualifies for lap joint - sheet to supporting rnamber Qualif'es for lap joint (a) shut to sheet (b) sheet to wpporting member N ** Sheet steet Sheet steel ,
Steet supporting member Sheet steel
\ <A
\ n-Qualifies for T and lap joints - sheet to wpporting member Qualifies for T.and lap joints (a) sheet to sheet .
(b) sheet to supporting member Fig. 6.7.4.3 - Extent of validity of fillet weld qualification (5) The fracture surface shall show complete (1) Sheet steel to supporting member qualifies fusion at the faying surfacc. r. 8 for sheet steel to supporting member for a given position (6) After each welding procedure has been satis- of welding and thickness of sheet steel.
factorily established and qualified,it shall be reported as (2) Sheet steel to sheet steel qualifiesfor sheet a welding procedure specification;see the suggested form steel to sheet steel and also sheet steel to supporting in Appendix A. member for a given position of welding and thickness of 6.7.5.2 Qualification for flare-bevel groove welds sheet steel.
shall qualify for flare.V-groove welds and vice versa, pro- 6.7.6 Stud Welds. When qualifying studs to be fused vided the same essential variables apply. See Fig. 6.7.5.2. through sheet steels onto structural members, the sheet Fig. 6.7.5.1 A - Standard test assembly for flare-bevel groove welds:
C Test C - sheet to sheet
t
@e4/lestion/19 -
\
- i 1 min ;
3 min //
1/2 min
/
, P -
1 min
.I 1
f>
I 1 1 2 min 3mm 1mW .
I, .
,h All dimenosons in inchee Fig. 6.7.5.1B - Standard test assembly for fks...: pasve welds; Test D - sheet to supporting plate
' I steel must be placed tightly against the structural mem - ancewiththerequirementsof the procedure specification "
bet. The quality control requirements of AWS D1J shall and recorded on a form similar to that of Appendix A.J.
t- apply. 6.8.2 Limiestion of Variables 6.8.2.1 Qualification established with any one of l .
1 6.8 Walder Qualification the steels permitted by this specification shall be con-9 ,
sidered as qualification to weld any of the other steels, 6.8.1 General. The qualification tests described herein
' 'f, l: .
are specially devised tests to determine the welder's provided they have no coating or have the same coating ~
ability to produce sound welds. The qualification tests used in qualification.
are not intended to be used as a guide for welding during 6.8.2.2 A welder must be qualified for each weld-actual construction, which shall be performed in accord- Ing process to be used in fabrication.
I
[i i-11/2 min f .
11/2 min l
l J
- ,y y/
% 11/2 min
,, 1 1/2 min
.. T I-1 min J
Any satisfactory support
?
1/2 min All dimensions in inches
~
Fig. 6.7.5.1C - Standard test assembly for flare-V-groove welds 1.
I
s 20/ WELDING SHEET STEEL IN STRUCTURES C
\
Table 6.8 - VWeidae gustifiestion teste Type of Qualifirs for:
.' Number Type Welding Weidmg Type of
- Welded io.nt position position weksed jo.nt Thickness of tests: of test:
Test assemblies as shown en:
Souare groove butt F F Souare groove butt Thickness 2 Bend somt. sheet to sheet H FH joint. sheet to sheet tested V FHV OH FHOH 8
6.7.1 Arc team weld, sheet F F Arc spot weld and Thickness 2 Twist to supportmg arc seam weld. Et tested member to supportmg mem-ber
! o 67.2 F F Arc seam weld. Thickness 2 8end .
Arc seam weld.
sheet to sheet to supportmg tested supporting member member
?
E 6.7.3 H H Arc seem weld. Th<kness 2 Send Arc seem weld, sheet sheet to sheet tested to sheet 1
! N 6.7.3 Fillet welded lap F F Fillet wetded lao Thickness 2 Bend H FH joint, sheet to tested and jomt. Sheet to sheet V FHV sheet, or sheet to thicktr OH F H OH supporting mem-ber 674 5 Filtet aefced Iao Thics ness 2 Send Fillet weiced lau F goint, sheet to M FM point. sheet to tested and supporting mem- V FHV suoporting th <k er ber OH FHOH raember l
1 e
- 6. 7.4 G
- 9
g e
Gud/kstion/21.
l m 1 Tshie SA (eendnuedi - Weider elueHficasseen tests Type of: Qual f.es for:
Type of Number Type Weiding Weeding position wWded joint Thickness of tests; of test: .
)
Test assembless as down in: Weided joint posite I
Fillet welded T-joint. F F Fillet wWded T. or, Thickness 2 Band i sheet to sheet H FH lag pinta sheet to tested and
, V FHV sheet, or sheet to thicker
) OH F H OH supporting 6.7.4 e7 I
F ;
4: F Fillet welded T. or~ Thekness 2 Bend '
F dlet welded H FH lap joint; sheet to tested and T joint. sheet j to mapporting V FHV supportmg thicker member OH FHOH member 6.7.4 F Flarebevd yoove Thickness 2 Bend Flarebevel. F
- H FH weld, sheet to sheet, tested and sheet to sheet V FHV or sheet to support- thicker OH FHOH ing member; or
? .
flareV groove weed, sheet to
. w sheet
- 6.7.5 l
, Thickness 2 Bend Flarebevel, F F Flatebevd-yoove l H FH wed. sheet to tested and sheet to V FHV mapporting member theker supporting member OH F H OH 6.7.5 3
FlareV-groove Thickness 2 Send
- F F
. FlartV. weld, sheet to sheet; tested and sheet to sheet H FM V, FMV or flartbevel- thsker k, FHOH yoove weid, sheet OH to sheet: or sheet i to supporEng
[d member
- s
- # 675 e
h
't
- t. .
- . - . - , . , - _ - . . , , _ . . . - - - - - - - - _ _ , , , . , _ . , , _ - , . , , - . _ _ ,,,.n. , - , . - , _ , , . , , _ - , , - ~ , - - - , - . - - - - - , . , . . , - , -
. l
- ,- *i e l 22/ WELDING SHEET STEEL IN STRUCTURES d' / \
5 -
g \
Qualifies for flare beve6-groove (a) sheet to sheet Qualifies for flarerbevel groove -
, (b) sheet to supportirig member or sheet to supportirig member i flare.V. groove - sheet to sheet 4
5 %
W '
Qualifies for flare V. groove - sheet to sheet or flars bevel. groove (a) sheet to sheet (b) sheet to supportirig member ,
Fig. 6.7.5.2 - Mare-groove weld qualification -
6.8.2.3 A welder qualified for shielded metal are the case of square groove welds, are spot welds, or arc welding with an electrode identified in the following seam welds table shall be considered qualified to weld with any other (2) For muumum thickness of sheet steelin the electrode in the same group designation and with any case of fillet welds, flare-bevel groove welds, and flare-V-electrode listed in a numerically lower group designation. groove welds (3) For' applicable positions of welding as Group designation AWS electrode classification shown m. Table 6.8 ,
F4 EXXIS, EXX16. EXX18 6.8.2.8 Separate welder qualifications shall be re-F3 EXX10, EXXil quired for welding galvanized sheet steel or sheet steel i - F2 EXX12. EXX13. EXX14 with other coating.
Note: The letters XX, used in the classification 6.8.2.9 The welding procedure used in the qualifi-cation of a welder shall be a qualified welding procedure.
l designation in this table, stand for the various The number and type of test assemblies, their method of
! strength levels (60, 70, etc.) of deposited weld testing, and the test results shall be the same as for metal.
procedure qualification. See Table 6.8.
6.8.2.4 A welder qualified with an approved elec. 6.8.2.10 The welder who completes a successful l
trode and shielding medium combination shall be con- procedure qualification shall be considered qualified for
'- sidered qualified to weld with any other approved elec- the welding process or welding position, type of weld, l trode and shielding medium combination for the welding and applicable type of coated sheet steel. In the case of process used in the qualification test. fillet welds or flare groove welds.or both, he shall also be 6.8.2.5 A change in the position of welding to considered qualitied for thicknesses of matenal equal to one for which the welder is not already qualified shall or greater than those used in the test. In the case of arc require requalification. spot welds. are seam welds, and square groove welds, 6.8.2.6 When welding in the vertical position, a this qualification shall be limited to the thickness (gage) l change in the direction of welding shall require requali, used in this test. See Table 6.8.
l- fication. 6.8.2.11 The welder's qualification shall be con-l sidered as remaining in effect indefinitely unless (1) the l 6.8.2.7 Except as modified by 6.8.2.8, all welders shall be qualified by making a test weldment for each welder is not engaged in a given process of welding for type to be used in construction and for the following which he is qualified for a period exceeding six months conditions: or (2) there is some specific reason to question a welder's (1) For each thickness (gage) of sheet steelin ability.
- i. ,. _
Inspection /23 t .
'V 6.8.2.12 Records of test results shall be kept by contractor and applicable to a given contract. However, if the Engineer does not accept such evidence, the con-the manufacturer or contractor and shall be available to those authorized to examme them. A form similar to tractor shall qualify the procedures in accordance with that tised in Appendix B may be used. this specification. The contractor's weld tests shall be succeufully completed before any permanent welding is done on the contract.
7.3 Inspection of Work 4 , ,
h 7. Inspection 7.3.1 At any time, and specifically while are spot welds or are seam welds are being mde, the inspector l may request that the melting rate of the electrodes, wire b 7.1 General Welds shall be inspected visually and shall feed speed, or welding current be compared with that meet the quality requirements of 4.4.
7:2 Inspection of Welding Procedure and Welding Quali- established in the welding procedure, specification. If fications these melting rates are 5 percent or more below those I,,
- 7.2.1 The inspector shall make certain, prior to weld , specified, new welds using the correct current shall be l
ing, that qualified and valid welding procedure specifica- made adjacent to those welds made with the inadequate
(
d' tions applicable to the contract are available, as required current.
by this specification, and that all welders are qualified 7.3.2 When the quality of a welder's work is judged and are thoroughly fanullar with these procedures. by the inspector to be below the requirementsof this 7.2.2 'Ihe Engineer may, at his descretion, accept evi- specification, he may require requalification of the dence of welding procedures previously qualified by the welder.
l
- k f
m b
[-
i -
l (a'
- l G -
1 Appendix A ,
-+ .
Commentary r:
6 sheet steel welding,the ratio of the diameter of the weld The powgnyhs preftead with a Ccorrespond h to the anne nwnbead paragraphs in the body to the thickness of sheet materialis many timeslarpt P than that applicable to a plug weld in plate welding.
of the specification. To avoid confusion, the ffswer in this commentary are numbered in Any strength calculation based upon this area would be j larger than the actual strength of the joint, because o numerical seguence,isther than by pemgraph number er they are in the specifiestion. failure would occur by the tearing of the sheet from the
..f weld. For this reason, the load capacity of an arc spot
, The purpose of the Commentary is to proyide infor. weld in sheet steel is based on some measurement of the ,
I mation and badkground data supporting the provisions diameter of the weld and the thickness and strength of of some sections of this specification. hse sections the sheet steel. This fact has been confirmed by actual are duly identified. testing of the welds.
l The sheet steel around the circumference of the arc
' Cl.l.1 In terms of types of welds, this specification
~3 spot weld is subjected to various stresses as it sets up a
- covers resisting force. The stress in the material is a tensGe
~j.. ' (1) Welds customarily used in production work stress at the leading edge, becoming a shear stress along 1 (2) Welds for which conventional methods of men.the sides and, eventually, becoming a compressive stress -
l 4 suring sizes cannot be used at the trailing edge of the weld. With progressively in.
I Note: The constructive response of the users creasing loads, the tensile stress at the leading edge will (designe's,. fabricators, etc.) in each of the cause transverse tearing to occur in the materials next to
- T mens covered by the speciffortion is greatly
- t the weld and will extend it across the material, leading to ,
- l . ,,,,zw. eventual failure. See Fig.C1.
1he following will amplify the above statements. If the sheet stee1 is sufficiently thin, there may be a 4
'; By definition, a plug weld is a circular weld in a i
tendency for it to buckle near the trailing edge of the are tap joint made through a hole in one member. In this spot weldelhis will decrease the resisting force of the specification, the equivalent provisions are made for are joint, and failure will occur initially by tension at the spot welds; these are circular welds fused through one I sheet onto supporting material without the use of a hole.
To obtain proper penetration and fusion between the two Tensionw sheer materials,it is necessary to use sufficient welding current. .* *'d
. , k- - Also, the size of a fillet weld in a T., corner, or lap sheet sted w N
. , joint in thick material can be measured with suitable p
i
' gages, and the allowable load capacity is based on the N theoretical throat which is the shortest distance between the root of the joint and the face of the diagrammatic [
- weld. In this case, it is assumed that the weld is as l Y, . strong as the material to which it is attached because of
, d the relatively deeper penetration;therefore, the allowable load capacity of.the joint will essentially depend upon
& the thickness of the material,its strength, and the length of the weld.
'1 C2.2.2 Arc Spot Welds. As already noted in Cl.l.1, an
' are spot weld resembles a plug weld on plate, except that P = CL7r t d, F,. P = 2.2t da F t I
j
" the sheet material is not punched and the weld metalis i fused through the sheet into the supporting material or F.ig. C1 - Arc spot weld - tension, p)gb member. For plate welding, the strength of a plug weld depends upon the cross. sectional area of the weld in con.
compression, and shear stress in an arc spot weld 4
tact with the surface of the supporting member. For t 25
-.y,-.,,y.e, .--%---.----,e,,,n..,-y -.
-.,---,7_ ---,-,.---.,,,,,e c_- -._-c--,
_ - - _ _ _ . - - - _ _ _ _ _ , . - . , .-_,-,,,,y
- }
e 26/ WELDING SHEET STEEL IN STRUCTURES leading edge and, then, tearing out in shear along the In the case of a double thickness of niaterial, sides. (See Fig. C2.) Evidence obtained from conducted this reduction of the outside diameter of weld (d) tests suggest that this buckling condition occurs when amounts to twice the combined thickness of the *
,the fo ll ow ingre la ons p ex sits:
ti hi material (t). See Fig. C4. Such reduction provides a slope of 45 degrees at the top of the weld.
d 240 .
t
~[
t1 d t Tension w.e sh lI r. --___: _: _: :_ _ _ _ _
I T_..
sw 9 v . t tg d, .,
d, da = d -21 d, = 0.7d -1.5t
~ ~
P = 0.45e t da F' P = 1.4 t d' F' double thickness of sheet Fig. C2 - Arc spot weld - tension and shear stress in an arc spot weld For a given overall thickness, there i<. less heat trans-(
ferred through a double sheet than through a single sheet.
The diameter of the fused section of the weld at the For this reason, the average diameter (da) and the effec.
face of supporting material (de)is less than the surface tive diameter (de) will be smaller when a double sheet diameter (d) of the are spot weld. Since the surface of is used. When applied to single and double sheets, as the weld is the only portion accessible for measurement, shown in Fig. CS, the respective capacities are given by some reduction of this measurement must be made when the following formulae:
calculating the load capacity of the weld.
A convenient way to affect this reduction, showing , g j 3 t good correlation with test results, is to subtract one l thickness (t) from the outside diameter of the weld P = 2.2 t (d-t) Ft P = 2.2 t (d-2t) Ft j (d). See Fig. C3.
If d t f U ~~_~__[- > 4 then, buckling of the sheet is possible and the weld could U shear out;in such cases, the fo!!owing formulae provide j
{ for the reduced load capacities:
d, -l I I da i d, d -t d, = 0.7d -1.st If sheet steelis hvanized,the thickness of galvanizing should be deducted from the overall thickness of the sheet. If the thickness of the galvanizing is not shown,
,. Fig. C3 - Arc spot weld - an arbitrary 0.0015 in..(0.04 mm) should be deducted t single thickness of sheet from the thickness of each sheet.
l
Commentayl27
'O'-. C2.2.3 Arc Seem Welds. Many decks are made with narrow flutes which do not permit the muumum size (1/2 in. [13 mm]) of are spot welds to be made. In this ,
%p Case, an oblong arc spot Weld, Called an arc seam weld, is .
C) made. Its additional length makes up for the smaller d diameter. The minimum length of this weld is 11/2 in.
(38 mm) and is measured between the centers of the
' circular portions of the weld. See Fig. C7.
p .
o
. _. e_
Il41 i
~ ~ [' .
P = 2.2t (d-2t) Ft .
-* d
- Width POy >
Fig. C7 - Arc seam weld in narrow deck Hute When used on single or double sheet steel, the respective
- load capacities are given by the following formulae:
- Single sheet Double sheet j single sheet P=2t + 1.6 (d-t)] F: P = 2t [ + 1.6 (d-2t)] Fs (wdp P = 2.2 t (d-t) Ft d) t Fy Fig. C5 - Load capacities of single and double sheets in arc spot welds then, buckling of the sheet is possible, and the weld could shear out;in such cases, the following formulae in cases where the effective diameters of the are spot provide for the reduced load capacities:
welds become too small,it is possible for them to shear 3 g out of the base metal. The following formula provides a lower bound to prevent such failure. See Fig. C6. P = 2t + (d-t)]Fs P = 2t [ + (d-21)] Fs P = f.d2 p* [ d
-l
- = _ _ , ,
I where 4 , ,
~~~~ -
g d, = 0.7d-1.Sc ; yT I 4 da f V
{ y P v .."~ a k de l
d
~
O Fig. C6 - Small arc spot welds - shearing action
( .
- ~
a :
28/ WELDING SHEET STEEL IN STRUCTURES I
d l
4
}
C T ,
4 de da D '
t.Y de d
i Fig. C8 - Arc seam weld in supporting plate -
5 ,
If the sheet steel is galvanized, the thickness of irrespective of the direction of the applied loads. For galvanizing should be deducted from the overall thickness fusion faces having an included angle of 90 degrees, the of the sheet. If the thickness of the galvanizing is not throat (t) is equal to 0.707 times the leg size (w). He d known, an arbitrary 0.0015 in. (0.04 mm) should be allowable shear stress of the. throat of the weld is T deducted from the thickness of each sheet. Fw = 030 Fult (see Fig. C9). However, the Structural
- ;. In cases where the effective width of the are seam Welding Code, AWS DI.1, also recognizes that the allow-weld becomes too small, as shown in Fig. C8,it is possi- able stress of the attaching plate shall not be exceeded ble for the weld to shear out of the base m'etal.The fol- However, the behavior of fillet welded joints in sheet lowing formula provides a lower bound, intended to steelis markedly different.ne strength of the weld does preclude such failure. not usually govern the capacity of the joint, because it Ld usually has a strength greater than the sheet steel. This P=(fd,+y)F 2
w is partly due to the weld metal having greater strength than the sheet steel and partly due to the large amount where d, = 0.7d-1.St of penetration. For this reason, the load capacity of a
. criticawen C2.2.4 Fillet Weids. Presently, the allowable stress for fillet welds in static applications other than in sheet !
steel is based on 0.30 of the mmimum specified tensile I strength of the weld metal (030 EXX). This stress is assumed to be applied on the throat of the fillet (t) { '
( Critical section i t = 0 707 w at a30 EXX l
I
, Sheet in tension Sheet in shear
.y= P=tLF t P=tLF,
- where
- t = thickness of sheet steel (in.)
- L = length of welded joint (in.)
i , F t= allowable tensile stress of sheet steel (ksi)
~"
t Fs = allowable shear stress of sheet steel (ksi)
Fig. C9 - Allowable stress for fillet welds -
plate to plate application shown here Fig. C10 - Ioad capacity of fillet welds i
l
Commentary l29
, the formulae in 2.2.4.1 and has led to the empirical fillet. welded joint in sheet steelis assumed to depend on the sheet steel fremediately adjacent to the weld. See formula shown above.
Fig. C10. Formulae (7) and (8) give the load capacities C4.2.1 Position of Welding. The sketches in Fig. Cl1 for suchjoints. should assistin the proper understanding of the positions For fillet welds on sheet steel,loadedlongitudinally and ofwelding.
having lengths of 21/2 in. (65 mm) or less, the following C4.3.1 In view of the fact that there are several factors
- P optional formula may be used: which affect the value of the welding current at the are, some positive means to set or restore the same current 1.2 conditions, lrrespective of these factors had to be in-J k R = 2t L 1/3 F: c!uded in the Code.The method suggested is the melting rate of the electrode. The application of this method is Research data have indicated th'at the unitload capacity
' for shorter fillet welds is greater than that calculated in described in detail in comments to 5.2.4.
i
=,
Flat i
Horizontal c.
p h- -
{
a t
i "
l i
/' vatical s
oveneed Fig. C11 - Positions of welding
' t .- -t-.
i
(*.
30/ WELDING SHEET STEEL IN STRUCTURES C4.3.2 The objective of such positive current control lished, the welder should pla'ce a new electrode into its shau be holder. He should proceed to weld at this cunent lew! for (1)To establish optimum cunent conditions for weld- one minute (60 seconds) and then measure the length of Ing procedures which, upon qualification, fully meet electrode melted during this time interval.This can easily strength requirements as set for the individual types of be done by placing a steel measuring tape along the welds by the applicable code. electrode stub, as shown in Fig. C12._The tape is posi-(2)To provide for consistent reproduction of the same tioned so that the number representing the initiallength optimum cunent conditions independent of time and of the electrode is lined up with the end of the electrode factors known to affect such conditions. These factors in the holder (Position 1). The number on the scale
, are known to be which is opposite the melted end of the e'ectrode should (a) Change in the type of power sources then be read (Position 2). This number represents the (b)Fluctuationla power supply electrode melting rate in inches per minute and is -
(c) Effectiveness of electrical grounding (work designated (M).
connection) For most welding procedures on sheet steel,it will (d) 1.4ngth and size of welding leads take less than 60 seconds to melt off the electrode. In (e) Thickness of material and variety of protective such a case, a shorter welding time should be used. For coating example, the electrode may be melted for 30 seconds, (f) Size and type of electrodes and the melted length of electrode should be multiplied (g) Type of welds by two. A 20 second period may be used with a multi-C5.2.1 AWS AS.! and AWS A5.5 specifications cover Plier of three or a 15 second period with a multiplication mild steel and low alloy electrodes. factw of fow.
It is possible to produce satisfactory welds in sheet metal with electrodes of many types. However, some C6.7.2.2. The objective of the requirements of 6.7.2.21s' electrode classifications have better penetration than to check on the ability of the electrode to produce sound others and assist naturally in making are spot welds and - welds in rapid succession at elevated current levels char-arc seam welds. Other electrode classifications are noted acteristic of cunents used for making spot welds. At the for their limited penetration and lesser tendency for alatiwly high cumat, the coating of some comd elec-undercutting and, therefore, would perform better on trodes may break down and,as a result, produce penetra-fillet and flare-groove-welds on thinner materials. tion more shallow than that required.This tendency may be rectified by limiting the number of welds made in C5.2.4 Melting rate as a method of measuring welding rapid successien with one electrode.
cunent has long been in use. Many published shielded The required current level shall have been established metal arc welding procedures still include the melting during the procedure qualification testing program.This rate (M) along with the welding current and other data current shall be used to measure the electrode melting needed. rate as described here, which shall thereafter be used to Once the welding current for a given size and class'fi- give evidence that the proper current level is being used cation of shielded metal arc electrode has been estab- in production welding.
(
/
l
- Set end of' electrode l Melting rate (M) on 14 in, for 14 in.
here long electroe.
O O 4
lo 1 2 3 5 6 7 8 9 10 11 12 13 14 steet rn esuring tape
-- e . .-
- h Fig. C12 - Melting rate measurement illustrat'ed l
l
\
+ -
(O U
Appendix B Suggested Form for Sheet Steel Welding Procedure Specification ,
Company
^
f Designation of sheet steel Supporting material Thickness Thickness i Type of coating Type of coating
- Manual, machine, or o Welding process semiautomatic
+
Welding current Type ,
Melting rate Polarity Wire feed speed Welding position
~
Arc voltage Psogression of welding Electrode classification Size
, ((.h F Shielding gas Gas flow S
Flux Diameter of are spot or Time for are spot weld width of are seam weld Is washer used?
Iength of weld i
j
}
! Sketch of joint I
L i.
Type of test Date tested Test conducted by inspected by l Welder Social security number f ,
- I
, k.
l !!
i o- - ~ - c- ., , , - , , ,s- g -.,nr. ,- - - -, -- a
'k.
p- .-
Appendix C p Terms and Definitions J.
Note: The terms and'deAnidons 5: this slos- automatic welding.' Welding with equipmegt which per.
) say are dMded into two categoria (1) Gen- forms the entire welding operation without adjust.
g 'eral welding terms compiled by the AWS ment of the controls by a welding operator. The -
<r C6mmittee on DeAnitions and Symbols md equipment may or may not perform the loading and
, )' (2) other terms, preceeded by asterisks, unloading of the work. See ==chl== welding.
which are deAned as they relate to this g ,
pendicular to and at the geometric center ofits cross l, section.
, .1 -
A
. I
- are asam weld. - A seam weld made by an arc weldirig B -
i
- i process in which coalescence proceeds from the sur'
- burn back. This condition occurs where the sheet steel
,t face of one member into the other. Neither member melts back but does not beccme a part of the weld,
. is slotted. leaving a void between the weld deposit and the sheet t steel
}(.& butt joint. A joint between two members aligned in approximately the same plane.
g butt weld. An erroneous term for a weld in a butt
. Joint. See buttjoint.
-I I
1 C
complete fusion. Fusion which has occurred over the -
l h ruu e + e x
- M "<*]
entire base material surfaces intended for welding
, and between alllayers and passes.
e complete joint penetration. Joint penetration in which
- are spot weld. A spot weld made by an are welding the weld metal completely fills the groove and is l process in which coalescence proceeds from the sur- fused to the base metal throughout its total thick.
i face of one member into the other. The weld is made ness.
.. without preparing a hole in either member.
corner joint. A joint between two members located ap- "
t proximately at right angles to each other (in the l
form of an L).
\ Q crater. In arc welding, a depression at the termination of a weld bead or in the molten weld pool.
4 i
i
. D double. square-groove weld. A type of groove weld.
(A weld in a square buttjoint made from both sides.)
8%
% 6 g ess%xwsxMM*wNei downhand See preferred term flat position.
' .I t; 33 L.
~ ~
?
~
.1 34/ edge * '" _ ".
8"**" "old. De posidon of widing in which dw E axis of the weld lies in an approximately hori.
zontal plane and the face of the weld lies in an edge joint. A joint between the edges of two or more approximately vertical plane. .
parallel or nearly parallel members.
effective length of weld. The length of weld throughout which the correctly proportioned cross section exists. [
In a curved weld,it shall be measured along the axis of the weld. intermittent weld. A weld in which the continuity of the weld is broken by recurring unwelded spaces.
- F .
faying surface. The mating surface of a member which is in contact with or in close proximity to another joint. The junction between members or the edges of member to which it is to be joined. members which are to be joined or which have been fBler metal. The metal to be added in making a welded joined. (
joint, joint welding procedure. The materials, detailed meth.
ods, and practices employed in the welding of a flat position. The position of welding used to weld from the upper side of the joint, with the face of the weld particularjoint.
approximately horizontal.
flux cosed are welding (FCAW). An arc welding process L '
which produces coalescence of metals by heating them with an arc between a continuous filler metal lap joint. A joint between two overlapping members. -
(consumable) electrode and the work. Shielding is leg of a fiBet weld. The distance from the root of the
- provided by a flux contained within the tubular joint to the toe of the fillet weld.
electrode. Additional shielding may or may not be obtained from. an externaHy supplied gas or gas ,
mixture. y fusion. De melting together of the filler metal and ,
the base metal (substrate), or the melting of the == chine welding. Welding with equipment which per. .
base metal only, which results in coalescence, forms the welding operation under the constant ob. l servation and control of an operator. The equipment ,
fusion zone. The area of base metal melted as de. may or may not perform the loading and unloading termined on the cross section of a weld.
of the work. See automatic weldmg. 4 manual weiding. A welding operation performed and G controlled completely by hand.
gas metal are welding (GMAW). An arc welding process
- melting rate. The length of electrode melted in one <
which produces coalescence of metals by heating minute.
them with an are between a continuous filler metal I
, (consumable) electrode and the work. Shielding is obtained entirely from an externally supplied gas or N l gas mixture. Some methods of this process are .
called mig or CO2 welding (nonpreferred terms). nugget size. The diameter or width of the nugget measured in the plane of the interface between the geoove weld. A weld made in the groove between two members to be joined. pieces jomed.
H O .
- h ontal tio overhead position. The position of welding in which welding is performed from the underside of the Jomt. ,
formed on the upper side of an approximately horizontal surface and against an approximately overlap. Protrusion of weld metal beyond the toe, face, I
vertical surface, or root of the weld. .
[
t partialjoint penetsation-toe of weld /35 ~
9 p single-flare. bevel. groove weld. A type of groove weld.
See Fig. 2.2.5(1).
partial joint penetration. Joint penetration which is less M d. A p M p W Su '
than cornplete. F g. 2.2.5(2A).
plug weld. A circular weld made through a hole in one ,
- ' N *
- member of a lap joint joining that member to the groove weld. The joint penetration (depth of bevel 9 other. The walls of the hole may or may not be Pl us the root penetration when specified). The parallel, and the hole may be partially or completely size of a groove weld and its effective throat are filled with weld metal. (A fillet. welded hole should 9" -
& not be construed as conforming to this definition.) g. p positioned weld. A weld made in a joint which has been of the largest isoceles right triangle which can be
> so placed as to facilitate making the weld. inscribed within the fillet weld cross section.
procedure qualification. 'llte demonstration that welds , spatter. In arc welding, the metal particles expelled
~
made by a specific procedure can meet prescribed during welding and which do not form a part of the standards. weld.
- puddle weld. See the preferred term are spot weld, square. groove weld. A type of groove weld. See Fig.
6.7.1.
- stud base. The stud tip at the welding end, including R flux and container, and 1/8 in. (3 mm) of the body of the stud adjacent to the tip. ,
reinforcement of weld. Weld metal in excess of the quantity required to fill the joint. stud are welding (SW). An arc welding process which Produces coalescence of metals by heating them root face. That portion of the groove face adjacent to with an are between a metal stud or a similu part and l
the root of the joint. the other work part. When the surfaces to be joined p' are properly heated, they are brought together under
< root of joint. That portion of a joint to be welded where the members approach closest to each other. pressure. Partial shielding may be obtained by the in cross section, the root of the joint may be either use of a ceramic ferrule surrounding the stud.
a point, a line, or an area.
Shielding gas or flux may or may not be used.
j root of weld. The points, as shown in cross section, at submerged are welding (SA,W). An are welding process wiuch the back of the weld intersects the base which produces coalescence of metals by heating f them with an arc or arcs between a bare metal
- metal surfaces.
electrode or electrodes and the work. The are is
! root opening. At the root of the j. .otnt, the separation shielded by a blanket of granular, fusible materialon between the members to be jbined. the work. Pressure is not used and filler metalis ob-tained from the electrode and, sometimes, from a suPPl ementary welding rod.
l S l seam weld. A continuous weld made between or upon overlapping members,in which coalescence may start and occur on the faying surfaces or may have pro-T ceeded frora the surface of one member. The con- tack weld. A weld made to hold parts of a weldment in tinuous weld may consist of a single weld bead or a
(
series of overlapping spot welds. proper alignment until the final welds are made.
I semiautomatic arc welding. Arc welding with equip- T-joint. A joint between two memberslocated approx 2 g mately at right angles to each other in the form of ment which controls only the filler metal feed. The l advance of the welding is manually controlled. a T.
- throat of a fillet weld. For sheet steel welding, this is shielded metal are welding (SMAW). An are welding l assumed to be.the thickness of the sheet metal.
process which produces coalescence of metals by I heating with an are between a covered metal elec.
- throat of a groove weld. For sheet steel welding, this is trode and the work. Shielding is obtained from de. assumed to be the thickness of the sheet metal.
(,% L composition of the electrode covertng. Pressure is .
toe of weld. The junction between the face of a weld not used and filler metal is obtained from the electrode. and the base metal.
l
p
- +
e -
36/ undercut-weldment U fmer metal. The filler metal has a melting point ap.
proximately the same as the base metals. !
undercut. A groove melted into the base metal adjacent to the toe or the root of a weld and left unfilled by welder. One who performs a manual or semiautomatic -
welding operation.
the weld metal.
welder performance qualification. The demonstration of a welder's ability to produce welds meeting pre. .b V scribed standards. j vertical position. The position of welding in which the welding machine. The equipment used to perform the ,
axis of the weld is approximately vertical. welding operation. '
welding operatoe. One who operates machine or auto. j matic welding equipment. I W '
welding proadure. The detailed methods and practices, ,
- weld washer. A washer used for containing are spot including all joint welding procedures, involved in the ,
welds on sheet metal thinner than 0.028 in. (0.7 mm). production of a weldment. J
- weld. As applied here to sheet metal welding,a weldment. An assembly whose component parts are localized coalescence of metal produced by heating joined by welding.
to suitable temperatures with or without the use of 1 i
)
i i
1 1
6
)
e
.i f 1
ca, W
0 t' i
e
p -
,o
=- > -
Appendix D G:ge Numbers and Equivalent Thicknesses 4
. .w 3l led and cold-rolled sheet Table 2 - Galvanized sheet f ,
, mi Thickness equivalent Galvanized .
in. i mm sheet gage Thickness equivalent nismber in. mm ?
0.2391 6.073 O.2242 5.695 8 0.1681 4.270 il '
0.2092 5.314 9 0.1532 1
3.891 g 0.1943 4.935 10 0.1382 {
3.510 3 0.1793 4.554 11 0.1233 i
3.132 0.1644 4.176 12 0.1084 2.753 0.1495 3.800 13 0.0934 2.372
^1 0.1345 3.416 14 0.0785 1.993 0.1196 3.038 15 0.0710 1.803 '
O.1046 2.657 16 0.0635
' 1.613 O.0897 2.278 17 0.0575 1.460 ~
0.0747 1.900 18 0.0516 1.311 0.0673 1.709 19 0.0456 1.158 0.0598 1.519 20 0.0396 1.006 0.0538 1.366 21 0.0366 0.930 0.0478 1.214 22 0.0336 0.853 0.0418 1.062 23 0.0306 0.777 0.0359 0.912 24 0.0276 0 701 0.0329 0.836 25 0.0247 0.627 0.0299 0.759 26 0.0217 0.551 0.0269 0.660 27 1 0.0202 0.513 0.0239 0.607 28 0.0187 0.475 0.0209 0.531 29 0.0172 0.437 0.0179 0.455 30 0.0157 0.399 0.0164 0.417 31 0.0142 0.361 0.0149 0.378 32 0.0134 0.340 tmation cnly. This product is com- Note: Table 2 is for information only. nis product is commonly thickness. not to gage number. spectfled to decimal thickness not to gage number.'
e 37
_. k .
V #o, UNITED STATES !
8 4. NUCLEAR REGULATORY COMMISSION l
~D WASHINGTON, D. C. 20655
- ..4 liay 26,1987 MEMORANDUM FOR: . John Milligan-Technassociates-FROM: Emile L. Julian hetingChief Docketing and Seryice-Branch _
F
SUBJECT:
-BRAIDWOOD EXHIBITS
~
Any documents-filed on_the open' record in the_Braidwood pro-ceeding and made a part of the official hearing record as an exhibit is considered exempt from the provisions of'the' United
. _ States Copyright-Act,lunless 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.
U 4
f a
l I
l l
[
l
. . . .- .. . . . . - - _ - _ _ . . - . _ _ _ - . . _ _ . . - - - . . - - - _ _ _ _ - ._