Desing of Welded_Lincoln_.pdf

8/12/2019 Desing of Welded_Lincoln_.pdf

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(5dD/dQ,10 801 2,412 2,674 2,959 2,510 2,78G 3.088 2.879 3,19910WF .>0 055 2,056 2,300 2,507 2 B 4 2,401 2,68u 2,486 2,78916WF 45 683 1,876 2,100 2,349 1,953 2,190 2,..156 2,268 2,55116WF 40 510 1,097 1,903 2,133 1,764 1,983 2,230 2,053 2,31G16WF 30 440 1,532 1,723 1,937 1,592 1,795 2,027 1,85Y 2,10714WIo 34 339 1,230 1,401 1,597 1,281 1,4u5 1,677 1,522 1,751

Section ruodulux h or C= effec tive s lob width, t = slab thic0 br

Steel beem

I b t b = ) rt Tb = 7 ftShape S S Astn. in. , - 6 s: 71 . 8 t = ) , .- 71 .- 81 .- 7 , - 8in. m. n in. m. n In, in.

36 WF 300 1,105.1 12.5 1,306.0 1,340.3 1,375.2 1,325.8 1.361,5 1,397.7 1.379.0 1,41(,.36 WF 280 1.031.2 12.5 1 223 Z 1.255.2 1,288,7 1,241.9 1,275.5 1,309.9 1,292,0 1,327.36 WF 200 951.1 1 2. 4 I ,J 3t l. 1 1,10tl.9 1,198.4 1,153.1 1,185.2 J ,217.4 1,200.3 1,233.36 WF 245 892.5 12 .4 1,070 .9 1,100.2 1.130.0 1,087.0 1,117.3 1,147.8 1,130,9 1,162.736 WF 230 835.5 12 .3 1,007 .7 1,035.4 1,063.8 1,022.7 1,051,2 J ,080.6 1,064.4 1,094.36 WF 194 663.13 11.6 838,3 8 63 .9 8 89. 4 851.7 818.1 904.3 889.5 916.536 WF 182 621.2 11.6 788.5 812.1 836,8 8 01 .0 8 25 .8 850.7 836.3 801.736 WF 170 579.1 lL.6 739.0 761,5 184.2 750.3 7 73 .3 7 96 .8 783.2 806.36 WF 160 541.0 11.5 695,4 7 16 .8 7 38. 0 706,1 728.2 750.4 737.0 759.536 WF 150 502.9 11.4 651.5 672.1 692.5 661.4 682.2 709.3 690.6 711.833 WF 220 740.6 11.4 902.5 92{L3 9 56. 6 91 6.1 943.8 971.9 955.6 08 \.333 WF 200 669.6 11.4 821,7 846.5 871.6 833.9 859,2 885,2 86 9.7 8 06.33 WF 141 446.8 10.8 581.9 600,9 620.3 590.5 609.9 6 29 .7 61 7.2 637,..33 WF 130 404.8 10.6 533.8 551.7 573.5 541.8 559.9 578.4 566.4 585.530 WF 124 354.0 9.7 472.8 489.G M7.1 479.7 497.1 615.0 503,0 521.330 WF 116 327.9 9.0 441.6 457.11 474,2 448.0 464.5 481.4 469.9 487.330 WF 108 299.2 9.4 408.8 423.9 ..139..1 414.7 430.2 440.1 435,3 451.627 WF 102 266.3 8.9 363.1 377..1 392,3 368.3 3 83 .0 3 98 ,3 387.5 403.227 WF 94 242.8 8.8 334,4 347.7 301,6 339.0 352.8 31l7.1 356.8 371.724 WF 100 248.9 8.5 332.8 3 lH.11 31i1.0 337.3 351.4 36(1.6 355,11 371.224WF 94 220.9 8.0 308.0 321.4 33. >.5 312.5 326,3 341.0 330.3 345.624WF 84 196.3 7.9 271; 3 288.5 301.3 280.1 292,8 306.2 296.3 3ID.:?24WF 70 175.4 7.8 2 49 .9 20 1.2 273.2 253.3 265,0 277.5 268.3 261.321 WF 73 150.7 7.0 219 .4 2 30.5 242.6 222.11 2 34 .3 2 46 .7 237,4 250.521 WF 08 139.9 7.0 205.1 215.7 227,1 208.1 219.1 231.1 2 22 ,0 2 34 .n21 WF 02 126,4 6.9 187.1 197.0 207.7 J8 9. 8 200.1 211.4 202.7 214.1118WF 00 107.8 6.1 164.2 174.2 185.0 ion.s 177.2 188.8 1 79 .9 1 92 .318WF 65 98.2 0.1 150.9 ]60.2 170.5 153.2 163.J 174.2 165.7 177.418WF 60 89.0 0.1 137,7 146.5 156.1 139.8 149,1 159.6 151.5 162.716WF 50 80,7 5.6 128.3 137.4 147.4 130.5 140.2 151.1 142.7 154.316WF 45 72.4 5.6 116,2 124.0 134;2 lI8.1 127.3 137.5 129,6 140,616WF 40 64.4 5.5 J0 4.2 112.1 120,9 JOO.O 114,5 IU 1 10 .8 1 27 .216WF 36 56.3 5.3 93.6 10l.0 109.5 95.3 103.4 112.6 JOS.n 115.6H WF 34 48.5 . 9 82,9 90.5 99.2 84.7 93.0 102,5 95,3 J05.6

Modular ratio n =

TABLE 2-Section Modulus, Bottom Flange oI BeamMoment of inertia I e o f eompoaite beams, io. 6Steel beam


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4.9-4 I Girder-Related Designwhere:

C MDeme = M LC MD.ml = MLC. =Cv = ~ :

TABLE 4-Useful Capacity, Q,of One Stud Connector, Ibs. (hid >Stud dia., CONCRETE STRENGTH, f', psid, in. 2,500 3,000 3,500 4,0

% 6,500 7,100 7,600 8,2% 9,300 10,200 11.000 11,7% 12,600 13,800 15.000 16,0Note: A factor of safety must be applied to the abovepacity, Q, to arrive at the working value, q.

where:MDe = max. moment caused by dead loads act ing oncomposite sectionMD. max. moment caused by dead loads act ing on

steel beam alone

S.

max. moment caused by live loadsect ion modulus of composite beam for extreme tension fiberssection modulus of steel beam for ext remetension fibers

TABLE 5-Useful Capacity, Q,Per Turn of Spiral ConnectorSpiral wire CONCRETE STRENGTH, f' psi.

die, in. 2500 3000 3500 400 z 13,580 14,210 14,770 15,2% 16,970 17,760 18,460 19,0% 20,360 21,310 22,150 22,9% 23,760 24,870 25,840 26,7

Note: A factor of safety must be applied to the abovepacity, Q, to arrive at the work ing value , q.VD vertical shear caused by dead load accomposite sectionVL = vertical shear caused by live load

TABLE 3-Coefficient mile for Horizontal ShearModular ratio n = 10, b = effective slob width, t = slob thickness

Steel benm Coefhcrr-n t of t -orunoaito belt l \ l , l Zin,b : j f t & ll t h . 7

Shape = 8ln .= Gm . t = 7 in t = uin. t = 7 In. t = Bin. t = 7 in. t = 8m .31)WI 300 0.0170 o 0183 o OI l3 o 018-1 f) O l ~ r , o 020.-) o 020 r, DOlL ,30 W1 280 o 0170 o 0188 o OBIS 0 .0190 o 0201 o 0210 o oer r o 0220anWF 21>0 o 0183 o oius o o: o-t O.OHHi o 0208 0.0111; o 0218 0.02240anWI 2l. i o 0188 o 0200 o O:. [J J 0.020:. 0.0213 o 022\ o 0222 o Ol3n30 W1 230 o 0194 o 0205 o 0211 o 0207 o 0218 o 0221. o 0227 o 0:l3-t30 W1 194 o 0212 o 02:2:. o 02:lO o O:. :. -l 0 0:233 0 0210 o O : ~ : o 024830 WF IS: o 02}7 o 0227 o 0234 o 0220 o 02.38 o O:n l o 02-11> o 02.-)\36W1 I70 o O l o Ola: o 0238 o 023 -1 o O ~ - I ~ o 02 -18 0 ()2,:;O o O:l;\.)3U W I IUO o 0227 o 02:n 0.02-13 o 02:l\J o O ~ - 1 7 o n ~ . - : . o O ~ i , o 02. ')93fiWF 150 0 ,02 33 0 .0 24 1 o 02-18 o 0 1 J ~ o 02;:;1 o 02.;7 o 02no o 0 :. O333 WF 220 o 0213 0.0225 001:3-1 0.0:217 o 02: .J8 O.Ol-1h 0.02-18 o 02, ;, )33 w r 200 0 .01 12 0 .0 23 3 o 02 -12 0.0235 lW o 02 ;)3 o 0155 o 0:W233 WF 141 o 02. 3 0.0101 o 01 fl7 0.0201 o 0271 0.02711 o 0279 o 028333 WF 130 o 021\1 0.020\1 o 0273 o 0272 o 0179 o 0283 o 0281i o 018930W1 124 0.0288 O. o 0301 o 02\HJ 0.030n 0 0309 o 0313 0.031:')3 W F l H i o 02g5 0.0302 o 030l; o 030 l; o 0311 o 031-1 o 03.18 o 032030 WF 108 0.0303 0.030 ) o 0313 o 0313 0.0318 o 0320 0.0325 o 032;' )27 WI ' 102 0 .0 33 1 0 .0 33 7 o 03-10 0 03-11 o 03-11> o 03-17 0 0352 o 03; )127 WI, o 0338 o 0343 o 034. 1 o 03-18 o O;l.-)2 o 03,;2 o 0357 0 0351;2-1WI ' 100 o.oaui 0.0307 o 031;9 o 0372 0.037b 0 0370 o 0383 o 0381:l-l \\'1 g. 0.0371 0.0370 o (J37 i o 0382 0 038,; 0 038-1 o 0391 o 03882-1WF 8 0.0381 0.0381 o 0:183 o 0391 o 0392 0 03llD 0,0397 o 039324 WF 7 0.0390 0.03 2 o 0 3 ~ 1 O o 0399 O.O:Hl l 0.039,) o 0-103 o 039821 WF 73 0.0430 0.0435 o O-l :i2 o 0-1-1.; 00-1-11 o 0135 0.04-17 o O- l3b21 WF 08 O.O-Hl o OHO o 0-13,-) 0.0-1;)0 O.O-l-lh 0 0-138 o OH9 o 043U21 WV H:l O.O-HG 0.04 ..Hi 0.O-l3H 0.0-157 0 .0 -1 51 0 0- 1- 12 0.0-153 o 0 -11118 WF GO o 0507 0.0501 o O-l8i l 0.0514 0.0503 o 0-190 0 050,) o 0-18\118WF 55 o 051-1 o 0::;05 o OI 1: o 0[,20 0.0508 0 0-193 o OS09 o O-l \Jl18 WF 50 o 0519 o 0500 o O-l l:; o 0. ,1.; o 0510 0 0-1\1-1 o 0511 O.O-l Uio WI ' 50 o 05tJtJ 0.0550 0.0,:;31 o 05li8 o 0552 o 0530 0.0551 0.051,'jjliW,F 5 0.0570 o 0,, ;)-1 o 0532 o 0:;73 o 0 5 5 ~ o 0528 o 0550 0 O.): :.IlG WF 0.0575 o 0551\ o 0.' ,32 o 0578 o 05. ,-1 o 0527 0.0550 o 0519ic WI ' 3G 0.0583 o 051 ;1 o 0: ,3, ) o 0 . ~ 8 3 o OMif l I o 0510 o 05:;0 o 051714 WF 3 o Otl35 o On05 0.0571 o 0 (i34 I

o 05\ J J I o 05 flO 0.0591 o 05-15n w 30 o OIi41 o 01i07 o 05li5 o 0li31i 0.0.:;% o 0553 o 0587 o 0541I I

spacing of sheer connectorsIs; ; Iwhere:

s = spacing or pitch of shear connectorsdirection of beam axis, in.

n number of shear connectors at one trabeam cross-section

q capacity of one connector, lbsVh horizontal shear to be transferred, lbsThe spacing of shear connectors should not24 .

3. DESIGN OF CONNECTING WELDSWelds joining shear connectors to beams shodesigned to the allowable fatigue force (fw ) ,range (K) of shear stress and the working loof the connector. See Table 7.where:

min. shear (V)K = max. shear (V)


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Beam to Column Connections /

J V

In igure 10 the beam fits close enough for itsb to be fillet welded on both sides direct ly to theolumn. The l ength of these welds is determined by the

supporting column by means of a connection on theweb or 2 directly down to a support ing seat.

The web connection must have sufficient verticalweld length so as not to overstress the beam web inhear. The seat connection must have sufficient hori

zontal length so as not to overstress the beam web incompression or bearing.In igure 9 the vertical react ion of the beam iscarried by a weld connecting the beam web to anattaching plate. This plate which was shop welded tothe column is used also for the erection bolts. Thismethod of shear transfer not only requi res a field weldbut the weld must be made in the vertical position atower speeds.

N K

IGUR

the beam during erection a place for the erectiothrough the bot tom flange and a means to carshear reaction. This bracket should not extend ofar or it will interfere with any fireproofing oconstruction. The web of the beam sometimes iforced with an addit ional plate on the end tothe necessary thickness for this reduced bearing

some vertical welding in the field is still reqconsider having one or more welding operators dand other operators do the flat welding with thecurrents. This eliminates changing welding curreelectrode size for the various positions of weldi l ecfion ase[he connect ion must allow rapid erection andin place of the beam. t must provide temporary sfor the dead load and some horizontal stability unconnection can be completed by welding.

erection bolts are used holes must be puor dri ll ed in the member or beams and columnthick flanges which exceed the capacity of thethese holes must be drilled; this is costly. t miwell to place these holes in the thinner web of the

Where possible use small attaching platesmay be punched while separate and then shop wto the beam or column. This eliminates any nmove heavy members into another area for punor drill ing.

jVIGUR 9

IGUR

ear reaction to be transferred. This method of transferlso requires a field weld in the ver tical position atwer welding speeds.

Vertical welding in the field increases the cost ofe joint and should be eliminated i possible.

In igure11 the stiffened seat bracket has sufficiente ld ing to transfer the shear react ion back into theolumn. This welding on the column is done in thehop in the flat position for the fastest welding speeds.

y


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Flexible Seat Angles / 5.

h = a + N I (12)Step 4: Determine the vertical length (Lv) of the

g fillet weld, for a given leg size of weld w .s will determine the required length of the seat

R Yb - e r - I -

TABLE l -Values of Ribor A Steel

Reaction, kipsWidlh of seol, inches

RMoment (each weld) = 2 (er) = P 2f J L

Rb

horizont l force on weldangle 's vertical leg, being assumed equal.

THICKNESS OF SEAT ANGLE (I) Kl Ih J


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lh nomln81-setbllck

.2-10 / Welded-Connection Designwould select the 8 x 6 x 1 angle (b). He knowshat the cross-sectional area of a fillet weld, and thereits weight, varies as the square of the leg size. Hethe ratio of the leg sizes for (a) and for (b )be 8 to 5. This ratio squared produces 64 to 25, or

sfar as he is concerned 2Ih times the amount of weldlternate ethod Using Tables

rom Table 1, R/b = 30/8 = 3.75. Using = 2,4ould give this value if t = 1 . (Here R/b = 4.22)

STANDARD SEAT ANGLE CONNECTIONS

(From American Insti tute of Steel Construction)

SEATED BEAM CONNECTIONSWelded E60XX E XX electrodes

TABLE VIIITop en e,

4 (min.)[ \4 ' mln.thk.-;.' : : I : : : ~ ~ 7 . : : ~ o e .~ optimumi i : ~ = J ~ - - - r ~ : ~ I ~ , : ~ ~ u r n

Angle thlekneas r----- IWeld lenlllh(Teble VIIIA)Angle lenlllh ~ r o _ o I ~ T e b l e VIIIB)(Teble VIII;A)

Seated connect ionsare to be used only when the beam is supported by atop angle placed as abown above. or in the optional location as indicated.Welds attaching beams to eeat or top ngl s may be repl aced by bol laor rivela, providing the limitationaon the use of Aln'M A307 bolla. stipulatedin AISC Spocification, Sect. 1.15.12, are observed.In addition to the welds shown, temporary erection bolts may be usedto attach beams to eeats (optional).Nominal beam setbock is )1 . Allowable loads in Tobie Vlll-A arebooed on oetbock, which provides for ~ i b l e mill undemm in beamlength.Allowable loads in Table Vill-A are booed on ASTM A36 material inboth beam and seat angle. These veluee will be conservative when usedwith beams, or t anglesof Aln'M A242 or A441 material.Weld copocities in Table VIII-B for E60XX and E70XX are applicablewben supporting steel ioAln'M A36, A242 or A441. When supporting steelis ASTM A7 or A373, UBe capocities shown for E60XX, regardless of theelectrode used.Should combinationo of material thicknees and weld oize selected fromTobl VllI-A and VllI-B. or ohown in th e oketch above, 6 1 th e limits

From Table 2, using tl t = 2,4a) I f L, = 6 , R/w = 65.2or leg size of fillet weld,

- 30 _ 460 use lhw - 65.2 orb) If r., = 8 , R/w = 107.0or leg size of fillet weld,

30w 107.0 = .280 or use 6

set by AISC Specification, Sect iona 1.17.4 and 1.17.5, increaae the wuId sizeor material thickness as required.No reduction of the tabulated weld capacities is required when un -otifl'ened Beala l ine up on oppoeite sides of a oupporting web.I f the reaction values of a beam are no t abown on contract drawinp, theconnectiona ohall be selected to oupport half th e total uniform load capacityabown in the tabl.. . for Allowable Loads on Beams for th e given ahape, opan

and oteel opecificotion of th e beam in question. ' be efI'ect of concentratedloads an end connection ohaIl also be 00IllIidared.

TABLE VIIIA Outstanding Leg Capacity, kips (based onOSL or 4 inches)

I A : : : ~ : ~ : ~ I ~ 2 1 1 : 1 C : ~ 6 1 1 : 4 1 1 : 4 1 :' 2 1 ~ 3 1 1 ~ : ~ 4 111:'4 IiI

\4 9.0 12.4 15.8 19.1 22.5 25.3 10.1 13.8 17.6 n:r 25.0 25.3Beom ~ 1 1 . 3 15.9 19.8 23.727.6 31:6113.1 17.4 21.7 26.0130.4 34.0I

~ ~ ~ k n . . . 12.4 19.3 24 .3 28.7 1 33.211IT114.3 21.5126.3 31.2 36.0 40.9II II , 13.4 21.1 28.81 33.7 38.7 43.6 15.5 23.8 30.9 36.3 41.7 : .14.3 22.8 31.6 39.2144.6 SO O 16.5 25.7 35.1 41.8 47.7 I15.2 24.4 34.0i43.8 51.0 56.9 17.5 27.5 37.8 47.8 54.1 60.5 IHole: Velu s above he vy lin apply only for 4Inch out landlna l ep

TABLE VIIIB Weld Capacity, kipsI I E6 XX Electrod E7 XX Electrode. :JWeld Se t enKl SI r8 s t en abe WeldSize (IonS I vertical) Ion8 Ie vertk:8l) Size I__ ~ ~ I ~ i ~ I ~ I ~ 4 X ~ - 1 ~ 3 1 f 1 1 ~ ~ I . 2 < ~ . 2 -\4 7.4 11.1 114.1 18.4 23.0 27.8 8.6 13.0 1'16.4 21.5126.8 32.5 \4In 19 } I:u 1 1 ; : ~ III . 13.0 19.5 24.7 32.2 40.3148.7 15.1 22.7 28.8 37.6147.0 56.8 II .14.8 22.2 28.2 36.8 46.0 55.7 17.3 25.9 32.9 43.0 53.7 64.91iii .. . 27.8 135.2 46.0 57.5 69.6 ,32.4 41.1 53.7 67.1, iii

Range of available seat ang1ethicknessesMin.Mall .


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Stiffened Seat Brackets /. STANDARD SEAT BRACKET CONNECTIONS

From American Institute of Steel Construction)

STIFFENED SEATED BEAM CONNECTIONSWelded E60XX or E XX electrodesTABU x

Allowable leeds in Table X are based on the use of E60XX electrodes. Fo rE70XX electrodes. multiply tabular loada by 1.16. or enter th e table with 86of the given react ion. Note : Advantage may be taken of the higherallowable unitetreee of E70XX e lect rodes only if both bracket and aupport ing members areASTM A36. A242 or A441 material.

nominals e l b a k ~ --,-.IN'I.2Im,n.) I--'-'--

Stiffeners itt.edto bear> rp t i o n a l ~trim lines

I

Topangle.f4 min.thk,:::J/Optionallocation,topangleh--f (weldtoes)

~ O P t i m U m )r t y2 weldsize (min.)j ~ ~ .

-Jlt

Baaed on ASTM A36 bracket material. i n . i I I w u ~ . . J > I a k . t h i c k n e a aahall-; ot be e ; ; t h ~ i h e 8 u p p o r t e d beam web thickn for ASTM A7, A373 aA36 beams, and not1 than 1.4 times the beam web thickn for ASTM A242 aA441 beama. Baaed on ASTM A242 or A441 bracket material. I ahall no t be Ithan the beam web thickn regardl of beam material. Minimum .tiffeplate thickn , I, ahall be at leaat 1.33 times the required weld size.

Thickn I, of th e horizontal plate. or flange of tee. shall not be I thth e thickn of the stiffener.I f s ea t a nd stiffener are separate plates, fit s t iffener to bear against seWelda connecting the two plates ahall have a strength equal to or greater than

horizontal welda to the aupport under the aeat plate.Welda attaching beam to aeat ma y be replaced by boltaor rivets, providing

limitationa on the use of ASTM A307 bolts, stipulated in AISC Specification. Se1.15.12, are observed.Fo r stiffened seats in line on opposite sides of a column web. s el ec t a wsize no greater than of the column web thickness.Should combinationa of material thickn and weld size aelected from TaX. or ahown in the sketch above. exceed the l imitaaet by AISC Specification. Se1.17.4 and 1.17.5. increase the weld size or material thickn aa required.In addition to the welda shown. temporary erection bolta may be used to

tach beama to aeata optional).Seated connectiona ar e to be used only when the beam ia aupported by a t

angle placed as sketched above, or in the optional location, 88 indicated..I f th e reaction values of a beam are no t shown on contract drawings, the conectiona shall be aelected to aupport half the total uniform load capacity tabulain the beam load tables for the given shape, apan and steel apecificatfon of the bein question. Th e effect of concentrated. loads near an end connection shall alsoconaidered.

Width of Seat. W Inch Width of Seat. W. Inches

_ _ _ _ o : 6 _ ~ _ __ i ~ ~ ~ ~ ~6 14.7 18.4 22.0 25.7 15.2 18.2 21.2 24.2 I 20.67 19.4 24.2 29.0 33.9 20.2 24.2 28.3 32.3 120.7 24.2 27.68 24.4 30.6 36.7 I 42.8 25.8 30.9 36.1 41.2 I 22.2 26.6 31.0 35.49 29.8 37.3 44.7 52.2 31.8 38.1 44.5 50.8 27.5 33.0 38.5 44.0

W 11 41.3 51.61 61.9 72.2 44.9 53.8 62.8 71.8 39.4 47.2 55.1 63.012 47.3 59.1 70.9 82.7 51.9 62.2 72.6 83.0 45.8 55.0 64.1 73.313 66.7 80.0 93.4 59.0 70.8 82.6 94.4 52.5 63.0 73.5 84.014 I 74.4 89.3 104. 66.4 79.7 93.0 106. 59.4 71.3 83.2 95.015 82.2 98.6 115. 73.9 88.6 103. 118. 66.5 79.8 93.1 106.16 90.0 108. 126. 81.5 114. 130. 73.8 88.5 103. 118.17 97.8 117. 137. 89.2 107. 125. 143. 81.2 97.4 114. 130.18 106.

1m . 148. 96.9 116. 136. 155. 88.7 106. 124. 142.19 113. , 136. 159. 105. 126. 147. 167. 96.2 115. 135. 154.20 121. 146. 170. 112. 135. 157. 180. 104. 125. 145. 166.

21 129. 155. 181. 120. 144. 168. 192. 112. 134. 156. 179.22 137. 164. 192. 128.1154. 179. 205. 119. I 143. 167. 191.23 145. 174. 203. 136. 163. 190. 218. 127. 153. 178. 203.24 152. 183.

1

m 144. 173. 201. 230. 1l5. 162. 189. 216.25 160. 192. 224. 152. 182. 212. 243. 143. 171. 200. 228.26 168. 202. 235. 159. 191. 223. 255. lSI. 181. 211. 241.27 176. 211. 246. 167. 201. 234. 268. 158. 190. 222. 254.

Note 1: Loads shown above apply to welds rT'Iede with E60XX electrodes. FewE70XX electrodes,multlply tebular loads by 1.16, or en te r t he 'eble with 86'A)of th e IIlyen re.ct ion. Increasedyalues are appl icab le on ly when E70XX electrodes ara used w i th A,STM A,36. 24 2 or A,441m.terlal.

16 67.0 80.3 93.7 107. 61.1 73.3 97.7 122. I 89.5 1117 74.0 88.8 104. 118. 67.7 81.2 108. 135. 74.6 99.5 12418 81.2 97.4 114. 130. 74.6 89.5 119. 149. 82.4 110. 1319 88.5 106. 124. 142. 81.6 97.9 130. 163. 75.4 I 90.4 121. 1520 95.9 115. 134. 153. 88.7 106. 142. 177. 82.2 I 98.6 131. 16t

21 103. 124. 145. 165. 95.9 115. 153. 1 192. 89.1 107. 143. 1722 111. 133. 155. 178. 103. 124. 165. 207. 96.2 115. 154. 1923 119. 142. 166. 190. 111. 133. 177. I221. 103. 124. 165. 2024 126. 152. 177. 202. 118. 142. 189. 236. 111. 133. 177. 22125 134. 161. 188. 214. 126. lSI. 201. 252. 118. 142. 189. 23626 142. 170. 199. 227. 133. 160. 213. 267. 125. 151. 201. 25127 150. 180. 209. 239. 141. 169. 226. WI133. 1 160. 213. 2628 157. 189. 220. 252. 149. 179. 238. 298. 141. 169. 225. 28129 165. 198. 231. 264. 157. 188. 250. 313. 148. 178. 237. 2930 173. 208. 242. 277. 164. 197.

1263

.329. 156. 187. 249. 312

31 181.1

217. 253. 1 289. 172. 207. 275. 344. 1164. 196. 262. 3232 189. 227. 264. 302. 180. 216. I 288. 360. 171. 206. 274. 34Note 1: Loads shown above apply to welds mad. With E6QXX el.ctrod.. . FewE70XX electrode.,multiply tabular loads by 1.16, ew e n ~ e r th e tab le wi th 86'A) of th e lven reectlon. Incnla.edy. h are appUcable only when E70XX electrodes are u.ed wtth A,STM AJ6. 11.242 or A,441matertal.

W.'d s,:.. nch I W.'d S i ~ Inch I Weld SIZ:, Inche.rr 4 ~ 9 5 ~ 8 ~ ~ ~ I 12 40.8 49.0 57.1 65.3 58.6 73.313 =15 60.1 72.1 84.1 96.2 54.6 65.5 87.4 109. 79.8 99

Weld Size, Incheseld Siza. Inchest

Weld Size, InchesIn.


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5.4-8 / Welded-Connection DesignTABLE 4--Standard Web Framing Angle Connections

From American Institute of Steel Construction

weldBAIrhlW d A ~FR MED BE M CONNECTIONS

Welded E6 XX electrodesTABLE V

n r : r ~ @ r e dB>,' /UU L, \, JWeld A

FR MED BE M CONNECTIONSWelded E7 XX electrodes

TABLE VIWeld A Weld B l/1'Minimum Web Thicknessfor Welds AL Angle Size0. (ASTM A36 A242and A441Capacity -sue Capacity r stze A36)Kips 0. Kips 0. F . ~ 1 4 . 5 F =18.5 F,=20.0

195 ~ / 1 6 210 % 32 4X3X 7/ 16 .41 .32 .30156 'A 175 %, 32 4X3X .33 .26 .24117 0/ 140 'A 32 4X3X 6 .25 .19 .18182 o/Hi 195 % 30 4x3X'l'16 .41 .32 .30146 'A 162 ~ / H i 30 4X3X .33 .26 .24109 0/ 130 'A 30 4x3xYl6 .25 .19 .18169 0/16 179 % 28 4x3x?ll6 .41 .32 .30135 'A 149 S/16 28 4x3x .33 .26 .24101 %6 120 'A 28 4x3x1'i6 .25 .19 .18156 0/ 164 % 26 4X3x? 16 .41 .32 .30125 'A 136 lf16 26 4X3XS .33 .26 .2493.8 0/ 109 'A 26 4x3xo/i6 .25 .19 .18143 5/16 148 'h 24 4x3x?ll6 .41 .32 .30115 'A 124 5/16 24 4X3XS .33 .26 .2486.1 98.8 'A 24 4X3Xo/l6 .25 .19 .18131 5/16 133 % 22 4x3X'l'16 .41 .32 .30104 'A 110 5/16 22 4X3X .33 .26 .2478.4 0/ 88.4 % 22 4x3X'YHi .25 .19 .18118 0/16 117 % 20 4x3x'l'16 .41 .32 .3094.2 'A 97.4 0/115 20 4X3X .33 .26 .2470.7 0/ 77.9 'A 20 4X3X Y16 .25 .19 .18105 0/16 101 % 18 4X3x 7/ 16 .41 .32 .3084.0 'A 84.4 0/115 18 4X3X .33 .26 .2463.0 0/ 67.5 'A 18 4X3XO 6 .25 .19 .1892.2 0/16 95.5 % 16 3X3X'l'16 .41 .32 .3073.8 'A 79.6 Silt; 16 3X3X .33 .26 .2455.3 0/ 63.6 'A 16 3X3Xo/16 .25 .19 .1879.6 0/16 79.8 % 14 3x3x 7/ 16 .41 .32 .3Q63.6 'A 66.5 0/16 14 3x3x .33 .26 .2447.7 0/ 53.2 % 14 3x3Xo/Hi .25 .19 .1867.1 0/16 64.2 % 12 3X3x 7/ 16 .41 .32 .3053.7 % 53.5 0/1(; 12 3X3X .33 .26 .2440.3 :V16 42.8 % 12 3X3Xo/Hi .25 .19 .1854.9 5/16 48.9 % 10 3X3x'iib .41 .32 .3043.9 'A 40.8 0/ 10 3X3X .33 .26 .2432.9 0/ 32.6 % 10 3X3xo/16 .25 .19 .1848.9 5/H; 41.5 % 9 3X3X'l'16 .41 .32 .3039.1 'A 34.6 0/16 9 3X3X .33 .26 .2429.3 0/ 27.6 'A 9 3X3X'Y16 .25 .19 .1843.0 1'i6 34.3 % 8 3x3X'l'Hi .41 .32 .3034.4 'A 28.6 0/16 8 3x3xa .33 .26 .2425.8 y 22.8 'A 8 3X3xo/I6 .25 .19 .1837.3 0/16 27.4 % 7 3 X 3 X ~ i 6 .41 .32 .3029.8 'A 22.9 l/16 7 3X3X .33 .26 .2422,4 0/ 18.3 'A 7 3X3Xo/I6 .25 .19 .1831.7 0/16 21.0 'Is 6 3x3X'l'16 .41 .32 .3025.3 'A 17.5 6 3X3X .33 .26 .2419.0 14.0 'A 6 3x3xo/16 .25 .19 .1826.3 0/16 15.1 % 5 3X3X'l'16 .41 .32 .3021.0 'A 12.6 0/16 5 3x3Xa .33 .26 .2415.8 0/16 10.1 'A 5 x x 5/ 16 .25 .19 .1821.1 5/16 10.0 % 4 X X 1/ 16 .41 .32 .3016.9 'A 8.4 5/16 4 3X3X .33 .26 .2412.7 0/ 6.7 'A 4 3X3xo/I6 .25 .19 .18UWhen a b ea m w eb IS less than the rn.ntmom. mulfiply the co n n ec t io n ca p a ci ty f u rn i sh e d bywelds A by the rauc of th e actua l t t ucknes s to the tabulated minimum t tnckne ss. Thus, It

~ / I f i ~ weld A, wtth a connection capacit y o f 54.9 kips an d a 10 long angle, is being consideredfor a beam 01 web thickness .270 , ASTM Al6, the connect ion capacity must be multipl iedby .270/.41, giving 36.l kips.beam mater ia l is ASTM A7or AlB. wllh F r . . 13.0 ksi, min imum we b Ih icknessesto develop

~ / l f i , /4 an d 1/ 6 welds A ar e 4 6 , . 37 an d .28 respect ively.(Should the th ickness 01 material to whrch connect ion a n gl es a re welded exceed t he l im it s s etbV AISC Specrbcetron. Sect 1.17.4. f or w el d sizes sp ecrfie d. Increase the w el d s iz e asrequired. bu t no t to exceed th e angle th ickness.'/For welds on outstanding legs, co n ne c ti o n ca p ac i ty m a y be l imited by th e shear capaci ty of th esuppor t ing member as stipulated b y A IS C Spectt rcauon, Sect. 1.17.5. See exarnntes (d )and (e ), p a ge s 11126,427.

Weld A Weld B Min imum Web l tucknefor Welds AL Angle Size0. (ASTM A36 A242 an d ACapacity Stze 'Capacity Su e A36)Kips 0. Kips 0. F.=14.5 F ~ 1 8 . 5 F,=227 5/10 245 % 32 4X3X'l'16 .48 .38182 'A 204 5/16 32 4X3X .39 .30136 %6 163 'A 32 4X3Xo/16 .29 .23212 VI6 227 % 30 4x3X'l'16 .48 .38170 'A 189 5/16 30 4X3Xa .39 .30127 :>;16 151 % 30 X X5/ 16 .29 .23197 5/]6 209 % 28 x x 1116 .48 .38158 'A 174 0/16 28 4x3xa .39 .30118 3/16 139 'A 28 x X 5/ 16 .29 .23182 5/16 191 % 26 4X3x'l'16 .48 .38146 'A 159 0/10 26 4x3x .39 .30109 3/16 127 'A 26 x X 5/ 16 .29 .23167 5/16 173 'Is 24 x x 1/ 16 .48 .38134 'A 144 V16 24 4x3xa .39 .30100 :>;16 115 'A 24 x x 5/ 16 .29 .23152 5/lti 155 % 22 4X3X 1/]6 .48 .38122 'A 129 5/10 22 4x3x .39 .3091.4 3/16 103 'A 22 4X3x 5/Hi .29 .23137 5/16 136 % 20 X X 1/ 16 .48 .38110 'A 114 5/10 20 4x3x .39 .3082.4 16 90.9 'A 20 X x 5/ 16 .29 .23122 5/16 118 % 18 X X 1116 .48 .3898.0 'A 98.4 Sjlo 18 4x3x .39 .3073.5 : /16 78.7 'A 18 4X3x 'llti .29 .23108 5/16 II I % 16 x x 7/ 16 .48 .3886.1 'A 92.9 5/16 16 3X3X .39 .3064.6 /16 74.3 'A 16 3x3x'V16 .29 .2392.9 93.1 % 14 x x 7/ 16 .48 .3874.3 'A 77.6 5/16 14 3X3X .39 .3055.7 :>;16 62.1 'A 14 X X5/ 16 .29 .23I78.3 Vlo 74.9 % I 12 X X

1116 .48 .3862.6 'A 62.5 5/16 12 3X3x .39 .3047.0 0/10 50.0 'A , 12 3X3XVI6 .29 .2364.0 0/16 57.1 ji, 10 3x3X'l'16 .48 .3851.2 'A 47.6 0/16 10 3x3x .39 .3038.4 '/Io 38.0 'A 10 3X3X'V16 .29 .2357.1 5/16 48.4 % 9 x x 7/ 16 .48 .3845.6 'A 40.4 5/16 9 3X3X .39 .3034.2 116 32.3 'A 9 3X3xV16 .29 .2350.2 %, 40.0 % 8 x x 7/ 16 .48 .3840.1 'A 33.4 5/16 8 3x3x .39 .3030.1 3/16 26.7 'A 8 x x 5/ 16 .29 .2343.5 5/16 32.0 % 7 3x3x'l'16 .48 .3834.8 'A 26.7 5/16 7 x x a .39 .3026.1 3116 21.3 'A 7 x x 5/ 16 .29 .2337.0 5/16 24.5 , 6 3x3x 7/16 .48 .3829.6 'A 20.4 V16 6 3X3x .39 .3022.2 3116 16.3 'A 6 x x 5/ 16 .29 .2330.7 5/16 17.6 % 5 3 X 3 X ~ / 1 1 5 .48 .3824.5 % 14.7 5/16 5 3x3xYa .39 .3018.4 3/]6 11.8 'A 5 3x3X 5/16 .29 .2324.6 5/16 11.6 % 4 X x 7/ 16 .48 .3819.7 'A 9.7 0/16 4 3X3X .39 .3014.8 YI 7.8 'A 4 3x3X116 .29 .23When a b ea m w eb is less t ha n t he rnrrurnu n i multiply the connect ion ca p a ci t y f u rn i she dwelds A by t he rat io of the actual ttuc koess (0 the tebuta tec min imum thrc sness Thus

~ 1 6 weld A, with a connection capaci ty0150.2 k ips an d an 8 long angle, is being constderfor a beam of we b thickness lOS . ASrM A36, the connec lton capacity ruu st be multipl ied.305/.48, grvmg 31.9 kips.

hShould the th ickness of material to which connection a n gl es a re w e ld e d e xc ee d t he l imitsby AISC Speci l icat ion, Sect 1.17.4. l or w el d Slzes apecrt-ed. i nc re as e t he w el d s iz er e qu i re d . b u t n o t to exceed the angle thickness.(For welds on outstanding legs, connection cepecrtv ma y be urn.te d by the shear capaci ty of tsuppor ting members as stipulated by AISC Specrt tcanon. Sect. 1 17.5 See exe mptes (an d { e ). p a ge s 4-26. 427.Note 1: Capaci ti es shown In ttus table apply only when matena welded IS ASTM A 36, A 24 2A441. Us e appropr iate capact tes from Table V when beam or supporting rneterterrs ASTA7 or A373.


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601/834

I Welded-Connection DesignTABLE 1-Allowable End Moments Relative ToFull Plastic Moment of Axially-Loaded Members

Case 2

100

Case 3

M 0.151M. Mp i is - r.ie ( ~ )

AISC formulo I ~ ~ B - G ~ ~ 1.0 I

AISC formulo @when. :- < 60 ondr

~ < .15 thenp.

1 0 K ~ - J ~ r IAISC formulo @

Notes: See Tobles 2-33, 3-33. 2-36 ond 3-36 for volues of B, G. K ond J

TABLE 2-33 (AISC Table 4-33) TABLE 3-33 (AISC Table 5-33)FOR 33 SPECU'I EO YIELD POINT STF:I':I.

Formula (23)M 1 0 r P) P)i ... - \ P,. - J

647 ,519661 ,504,675 I ,490. 6 8 9 : 475703 ,461

11I

1 i 1 1

1II1 1

- ,-i - ,, 1 . 1

'2 '2il-t 2,,62 : 1 1 ~'2 arlo2. : J . ~ 12 4172 4512 4R62 521'2 556c iJ9 2 '2 623 - I

I : : :2741 1J 779 I'2 2l- Po ? 22 R97 22 11:J7 2

86 1.95887 1 98688 2 014i ~ g i ~

91 2 10 \92 2 1:)093 2 16194 2 19195 '2 :U2

I lr J( JI .- j81 1.824 I -82 1 8S0 I -63 1. 77 I -I : ~ ~ g I ::

96979899100

106107109110

101102103104IO )

11111211:1114I I.i

J

- :t12- :;1)6- :lHO- -to I- ,129- .1.l }- -tHI- fi07- ,'l:l1- 1 162

.149,133,\16,099S,08320663,04920318,0143- 0036

- 0217- 0401- 0588- ,0777- ,0970- \17- 137- 157- 177- 19a- 2: w- 2-11- :?fU- : B6- :109

K

1. 2741 2931 3121.33'21.3,-111 :1711 :\911 4111 1:)21.1;)'2

l rr ___ I41 1 015 I42 1,03243 1 046 ,i I46 I47484950

1.097 11 1141 1311 1481.166 I

51 i 1. 18352 I 20153 I 21954 1 2 755 1 256

6162636465 ,66 I I -t7:J67 1 49 -16R 1 ;11069 I . ):)870 I fino

565758}960

71 1 .'iH:l7'1. 1 no )n 1f}:2fl71 I ( j ; , ~7:, I I i .

594,579564549.534

.671655640

,624.609

301287,272,257242

374:iHO.345,331.316

J753,736I 720

,703i .687

434449463478492

J

.506,520,534,546562576

,590,604,619,633 I

,789,803,818832,847.862 j,877

Ii922

,717 ,447.731 .432,746 41876 0 ,403774 389

r

1112131415 :16

j19 i20 ,21 I22232425

1234: I78910

2627282930 I3132 I333435 I

FOR 33 SPI':CIfo'IEO YIELD POINT ST. .net.Formula (22)M,: B-G P)M r

r R I G I f B G I r B G - - ,16 1 140 1 172 51 I 1 164 I 1 271 86 1 ,201 1,61617 1,140 1 174 52 1 ,165 1 276 87 1 202 i 1.63318 1 HI 1 177 53 1 165 i 1 281 68 1 ,204 1.65119 1 141 , 1 ,179 ,,4 1 166 1 2S6 69 1 205 1 66920 I 142 1 182 55 1 ,167 1 292 90 1 206 i 1.68821 1 .H Z l 1 184 56 1 168 1 297 91 1 ,207 1 .70722 1 143 1 187 57 1 169 1 303 92 1 209 1 .72623 1 143 1 189 58 1 170 1 310 93 1 210 1 71624 1 144 1 191 59 1 17 \ 1 :lI6 94 1 211 1 76725 I 1 145 1 194 60 1 172 1 323 95 1 213 1 788I26 I 1 l f5 1 196 61 1 173 1 330 96 1 ,214 i 1 81027 i 1 146 1 196 62 1 174 1 3:17 97 I 215 , 1 83228 1. 146 , 1 200 6:) I 1 175 1 ;1U 98 1 217 I 1.8:1.-'29

i1 147 1 203 64 1 ,176 1 352 99 1 ,218 , 130 1 ,148 1 205 65 1 177 1 360 100 1 .220 I 1 903

31 I 1 14 8 1 207 6( j 1 178 1 369 101 1 ,221 1 9: H32 1 149 1 209 67 1 179 1 377 102 1 2 ~ : 1 .9;1333 1 150 1 212 68 1 180 , 1 386 10:.\ I : : -I 1 97934 I 150 1 215 69 1 161 I 1 .:lfHj 104 I : : . 2.00635 1. 151 1 217 70 I 1 182 I 1 ..f06 10:-1 1 J: .? - 0336 1 , 152 1 220 71 1 I f t ~ 1 106 1 220S 06137 1 152 1 222 72 1 I 42fi 107 1 2;10 09038 1 153 1 225 73 I IS6 1 4;17 lOH I :. :H lU I39 1 154 I 1 .228 74 I 167 I loH 1 2:3:1 14g40I

1 lSi 1 231 ; . i I 18H I -HlO 110 1 231 179,41 1 1. i5 1 234 i l l 1 1 9 I -t7 1 111 1 2:l(l 21142 1 156 1 23 7 77 I l lO 1 1 . ~ ; 1 ~ : \ 7 24:143 1 I i 7 1 2-tO I HI 1 -t 17 11:1 \ 2:m . 27544 1 .1. iR 1 '21:1 7n 1 I i J11 1 : lO anft45 , 1. 159 I 17 I HH 1 ;1 11 115 I '212 3 . 1 ~ 1


602/834

Welded Connect ions for Plastic Design / 5.1T LE 2-36 AISC Table 4-36

FOR 36 KSI 5PECIYIEU Y1ELU POINT STEEL

T LE 3-36 AISC Table 5-36

FOR 36 KSI SPECIFIED YIELD POINT STEEL

Formula 23I 0 - K U - J U , r ~ r ~ M M MII G I I I G I I I G - --i 203 I16 1 137 1 173 I 51 1 163 1 285 86 1 69317 1 137 1 176 I 52 1 164 1 291 87 1 204 1 71318 1 138 1 179 53 1 165 1 296 88 1 206 1 73419 1 139 1.182 I 54 1 166 1 303 89 1 207 1 75520 1 139 1 184 I 55 1 166 1 309 90 1 208 1 77721 1 140 1 187 56 1 167 1 316 91 1. 210 1 79922 1 140 1 189 57 1 168 1 323 92 1 211 1 82223 1.141 1 192 58 1 170 1 330 9:\ 1 213 1 84624 1.142 1 194 59 1 171 1.337 94 1 214 1 87025 1 142 1 196 60 1 172 1 345 95 1 215 1 895

26 1.143 1.199 61 1 173 1 354 96 1 217 1 92127 1 143 1 201 62 1 174 1 362 97 1 218 1 94728 1.144 1 204 63 1 175 1.371 98 1 220 1 97429 1 145 1 206 64 1 176 1 380 99 1 221 2 00230 1 145 1 209 65 1 177 1 390 100 1 223 2 03031 1 146 1 211 66 1.178 1 400 101 1. 224 2 05932 1 147 1 214 67 1 179 1 410 102 1. 226 2 08933 1.148 1 216 68 1 180 1 421 103 1 227 2 12034 1.148 1 219 69 1 181 1 432 104 1 229 2 15135 1.149 1. 222 70 1 183 1 444 105 1. 231 2 18336 1.150 1 225 71 1 184 1.456 106 1 232 2 21637 1 151 I 228 72 1 185 1 468 107 1 234 2 24938 1.151 1 231 73 1.186 1 481 108 1 235 2 28339 1.152 1 234 74 1 187 1 494 109 1 237 2 31840 1 153 1 237 75 1 189 1 508 110 1. 239 2 35441 1.154 1 241 76 1 190 1 522 111 1.240 2 39142 1 155 1 244 77 1 191 1 537 112 1 242 2 42943 1 155 1 248 78 1 192 1 552 113 1 244 2 46744 1 156 1 252 79 1 194 1 568 114 1 245 2 50645 1 157 1 256 80 1.195 1 584 115 1. 247 2 54646 1.158 1 260 81 1 196 1 601 116 1 249 2 58747 1.159 1 265 82 1 197 1 618 117 1 250 2.62848 1 160 1.270 83 1.199 1.636 118 1. 252 2.67149 1.161 1 275 84 1 200 1 654 119 1. 254 2.71450 1.162 1.280 85 1 201 I 673 120 1.256 2 759

I f Ljr > 120, the ratio of axial load P to plasticP y shall b e

i i I K I J Ur K J I K J I 435 753 41 I 036 137 81 1 904 - 8172 450 736 42 I 053 121 82 1 932 - 8513 464 719 43 1 070 104 83 I 961 - 8864 479 702 44 1 087 0867 84 1 990 - 9225 494 686 45 I 105 0692 85 2 020 - 9586 508 670 46 1 122 0516 86 2 050 - 9967 523 654 47 1 140 0336 87 2 080 1 0348 537 638 48 1 158 0154 88 2 111 1 0729 552 622 49 I 176 - 0031 89 2 142 1 11210 566 607 50 I 1 195 - 0219 90 2 174 I 1 152i11 581 591 51 : 1 213 - 0411 91 2 206 1 19312 595 576 52 1 232 - 0605 92 2 239 1 23413 610 I 561 5:J 1 251 - 0803 93 2 272 1 27714 624 546 54 1 271 - 100 94 2 :106 1 32015 639 531 55 I 290 - 121 95 2 340 1 364

16 653 516 56 1 310 - 142 96 2 375 I 1 40917 668 501 57 1 330 - 163 97 2 410 I 1 45518 682 486 58 1 351 - 185 98 2 445 1 50119 697 472 59 1 371 - 207 99 2482 I 1 54920 711 457 60 1 392 - 229 100 2 518 1 59721 726 442 61 1 413 - 252 101 2 555 1 64622 741 428 62 1 435 - 275 102 2 593 I 69623 755 413 63 1 456 - 299 103 2 631 1 74724 770 398 64 I 478 - 323 104 2 670 1 79925 785 384 65 1 501 - 348 105 2 709 1 85226 800 369 66 I 523 - 373 106 2 749 1 90627 815 354 67 I 546 - 399 107 2 789 1 96028 830 340 68 I 570 425 108 2 830 2 01629 .845 325 69 1 593 - 452 109 2 871 2 7 330 .860 310 70 1 617 - 479 110 2914 2 13031 876 295 71 1 641 - 507 111 2 956 2 18932 .891 280 72 1 666 - 535 112 2 999 2 24833 907 265 73 I 691 - 564 113 3 043 2 30934 .922 249 74 I 716 - .593 114 3 087 237135 .938 234 75 1 742 - 623 115 3 132 2 43336 .954 218 76 I 768 - 654 116 3 178 2 49737 .970 .202 77 1 794 - 685 117 3 224 2 56238 987 186 78 I 821 - 717 118 3 271 2 62739 I 003 170 79 I 848 - 750 119 3 318 2 69440 I 020 154 80 1.876 - 783 120 3 366 2 762

AISC Sec. 2.4Webs of columns, beams, and girders not rein

by a web doubler plate or diagonal stiffenersbe so proportioned that:

P 8700y ::::: Ljr 2

fonnula 243)

Assuming depth of web = .95 d depth of meber , the shear on web section at ultimate load i sv, = t w .95 d cry

zcy 3or

inimumWidth to Thickness Ratios AISC Sec. 2When subjected to compression involving pla


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/ Joint Design and ProductionTABLE 3-Weight of Weld Metal C1bs/ft of Joint)

30

/: = ..1t P t,, , PWI. I I. I 1/ )U + J )+ V l + J ) + Manual 151 po n +.s IOJl d gauging requiredCLt 30 I 20 30 20 30 20 30 20 3reinforcemen t reinforcemen t reinforcement reinforcement re inforcement re i nforcemen t reinforcement rei nforcemen t reinforce5/8 .456 .364 .544 .452 2.53 1.96 1.33 1.11 .42

3/4 .811 .649 .735 .626 3.02 2.40 1.71 1.43 .617/8 1.26 1.01 1.01 .830 3.54 2.86 2.14 1.79 .90

1 1.82 1.46 1.33 1.06 4.07 3.3-4 2.61 2.19 1.091 1/8 2.48 1.99 1.62 1.30 4.63 3.84 3.13 2.64 1.391 1/4 3.24 2.60 1.93 1.56 5.19 4.35 3.70 3.12 1.711 3/8 4.11 3.28 2.26 1.83 5.80 4.89 4.30 3.63 2.071 1/2 5.07 4.06 2.62 2.13 6.41 5.45 4.96 4.19 2.4615/8 6.14 4.91 3.01 2.45 7.06 6.02 5.66 4.78 2.891 3/4 7.30 5.84 3.41 2.79 7.72 6.62 6.40 5.41 3.352 9.94 7.94 4.29 3.52 9.11 7.85 8.03 6.79 4.3821/8 11.4 9.12 4.75 3.91 9.85 8.51 8.91 7.54 4.9421/4 13.0 10.4 5.25 4.32 10.6 9.18 9.83 8.32 5.5423/8 14.7 11.7 5.77 4.75 11.4 9.87 10.8 9.14 6.1821/2 16.4 13.1 6.31 5.20 12.2 10.6 11.8 10.0 6.8525/8 18.3 14.7 6.88 5.67 13.0 11.4 12.9 10.9 7.5523/4 20.3 16.2 7.46 6.16 13.8 12.1 14.0 11.8 8.283 24.6 19.6 8.71 7.20 15.5 13.6 16.3 13.8 9.85

TABLE 4--Weight of Weld Metal C1bs/ft of Joint)

~ ~ ~ ~ ~ l - 20 - 30u - 45- 60 W 30 It.1AI Yo I . . 4 IYo W

~5/8 .854 .501 1.45 1.39 1.52 1.09 1.153/4 1.15 .805 1.95 1.79 1.89 1.45 1.497/8 1.48 1.18 2.50 2.22 2.29 1.99 1.85

1 1.86 1.63 3.13 2.70 2.72 2.30 2.231 1/8 2.28 2.14 3.83 3.22 3.17 2.79 2.631 1/4 2.74 2.73 4.59 3.76 3.55 3.31 3.0613/8 3.24 3.39 5.42 4.26 4.15 3.88 3.521 1/2 3.78 4.12 6.31 4.99 4.67 4.49 3.9915/8 4.36 4.92 7.28 5.56 5.22 5.14 4.4913/4 4.99 5.80 8.32 6.36 5.80 5.83 5.022 6.35 7.76 10.6 7.90 7.02 7.33 6.1421/8 7.10 8.85 11.8 8.73 7.67 8.05 6.7421/4 7.88 9.99 12.1 9.58 8.33 9.00 7.3523/8 8.73 11.3 14.5 10.5 9.04 9.91 8.0021/2 9.60 12.5 15.9 11.4 9.66 10.9 8.6625/8 10.5 13.9 17.5 12.4 10.5 11.8 9.35


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/ Joint Design and Production5. Type of flux, gas, etc. (as required).6. Current and voltage (with changes as requiredor different passes).7. Preheat and interpass temperature.8. Pass sequence (show sketch i f necessary).9. Type of inspection required.10. Any comments or informat ion that will helphe weldor, such as special techniques, electrode angles,bead placement, etc., Figure 6.This method of establishing the welding procedureakes time. It, nevertheless, is an almost foolproof ap

oach to guaranteeing weld qual ity since it providesirsthand experience, workmanship samples, samples

for destructive testing and positive evidence thadopted procedure can produce the requi redAnd perhaps most important of all, it gives all wone proved procedure so that the job is nosubject to the multiple choice of several weldorsPersonnelIn the case of manual welding, it is t rue that thquality cannot be any better than the skillweldor. This skill should be evaluated before this permitted to do any actual welding.

The simple and relatively inexpensive devdoing this is the AWS weldor qualification test,Summary of AWS Weldor Qualification Test Requirements

CompletiOl l of all uorred * le twill qualify Ior ofl ;oinl thieknelSlHand po,ilion,.

TEST PLATEPREPARATION

FLAT POSITION

FILLET WELD TEST GROOVE WELD TEST GROOVE WELD TESTFORWORK WITH GROOVES 3/4 OR FOR WORK WITH GROOVES OF AN (FORWORKON ALLTHICKNESSES LESSDEEPON EITHER Oil: 80TH SIOfS DEPTHON EITHER OR BOTHSIDESOF THE JOINT OF THE JOINT FIG. 7 AWS Weldor Qualification Test requirements

are completely detailed inthe code books.

HORIZONTALPOSITION

VERTICAL POSITION

OVERHEAD POSITION

QuUlln for fI.t posltlol

Qullt lu f. r tI li d lIo,hOl 1 itl.., ~aul l t l l fa, f l . IIorll . . . . I,li d u,tlcal posl lolS

Ounflu for fI,t, IIorIlOlI.I, ,I I . . d ,osltloll

O,.lIfl. . fi r f l.t ,.sItIOi

O U' ln for fl 1Io,IIOItai ,osl'loll

Qulltlll tor fl II 10rtlcal posltlolS

anuuos for n., II r ,osltl ,WfiELD

SPECIMENPREPARATION

LbLf /= = =f== = t :2 ; ll l OWEDFOR t- ALL CUTS F;,.,I====f=l=i 9 7 ===f~ sPECIMeN rR MAX

fr:::..\Remove ~ I ~ r e i n f o r c e m e n t end boddng strip flush wi,h \ ~ i e metal. Flame culling may be used, pro.otdedot leastlIB of itl thicknen lef t to be removed by m o j n j ~or grinding.JThese edg es may be f lame cuI and mayor moynot be

Qmochined.r - f - L - - . , . - - , - - - - , --.-.-

/If ~

O I S C ~ R O


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Desing of Welded_Lincoln_.pdf

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