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Center for Cold-Formed Steel Structures Library Wei-Wen Yu Center for Cold-Formed Steel Structures

01 May 1940

American Iron and Steel Institute Tests on cold formed steel American Iron and Steel Institute Tests on cold formed steel

studs studs

American Iron and Steel Institute

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Recommended Citation Recommended Citation American Iron and Steel Institute, "American Iron and Steel Institute Tests on cold formed steel studs" (1940). Center for Cold-Formed Steel Structures Library. 5. https://scholarsmine.mst.edu/ccfss-library/5

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P.MERICAN IRON AND STEl!'L INSTITUTETIETS ON COLD FORiED STEEL S'I'UDS

T'.JIRD PROGRESB P.EPORTJiay 28); 1.940

This report presen'ti:results ot buclcli.n.g testa onrT"/pe A studs' with f'ree-«s.da conditlon~·Type B studs with "lnln1m.Um restraint" 'or "actual" end conaitl0n..

II. GlU...DHICAL R1!P:R!SmTATION

The bucUing curve.·'.f'or:theabove·teata.are shown1n Flgs.9 toJ inclus1ve.

The genaral:'prooe4us:of'::,testlng lfaa:··the saae as described in· theecond pI'Of02:reS8 nl)Ort.,-

'The t'tPe A, .tree-end teats ware made in exaotly the Illanner describedIl the progress report 'No •.: 2 exeepttha.t; the, aef'l.ec'tlon Wire W8.S: fastened1thin on$-helf inch ot·~ th&dtn.lt'e-edge.~·· _. . ..

1 _ •

. •. i..... .;.~ >•• -', • >, \~,-'. , ~. ". I: .... I !'. .1,·.... '.Y ••

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Ty-pe B 'studs,' ttactual"·;end. condition were tested with, ends bearing1rectly on E\, flo.t· steel: test plate,.the end or the stud being held inbee and to the- plate by, meana ot, a single bolt through a clip engle.his teet conditione is illustrated by the. attached' photograph.

IV,,~ RESULTS

Fif.s. 9 to:- 13'inolus1ve' shoW' load-deflection: d:1agl'roD,s' tor -th& 'i')Ipestuds with· tn...ends ..·.;. 1t1gs•. l4' to"18 inclusive. .show 'the load tieflee­

ion relation for tha.;'1)rpfJI B studs· wi th"ac'tU.al""'-'onda ... Mter eaoh, load:~pl1cation the loadwssreduo&dto; its initial. value and the permanentet uS observed is indicated by the solid c1Dcles.

) 1~'1)e. A studs. For each stud the critical lO/;,ld was cOMputed fro:n\11er t E foxmula using E • 29.5 :x: l06

t the d1s'~ance between the knifed~'es ot the test baas being ta.ken es' "the effect1va length, end the,vera.~~e thickneslS- of' ma.terial of the particUlar speeL~an was used foret~rniuing I. The specimens so far measured were found to h~ve ~ max­mWll v~riat10n in I ,due to tbeir differing thicknesses, of 5 percent.·

TABLE I •.CO:llparieon 0'£ theoretical and actual ultimat&:'ioads for ''l':ri,)e A, studs

Len~th l/r With Yean ulti:nate :ruler Critical PercentNo!tlb.a.l teat base load (lbe.) load Dif'£ere!lce

4' 142 151 86:3:3 8890 -2.96' 212 222 4023 4163 -3.. 48' 284 294 . 2190 2250 -2 .. 7

iO' ~55 364- 1452 1483 -2.1ll;' 426 4:36 1098 lO8~ +1.4

b) Tyne B studs ~ ... Considerable Trnatloll in loacl deflection relationsbet';een the ve.rlou8 spe~l;nens was observed.. The bearing of the end otthe stud on- the :81.8el plate was not always'coIllpletl!h In sm'lle cases' onlythe web ""!tiS in contnct, and' in others the ends ot, the flanges and only auortion ot the web bore on the plat••. When the initial bearing was atthe end ot the flange edge localtal1ure at those points caused thebe~ring to be trl'"n-sfened. to pouts closer to the neutral plane andc)nsequently changed the load-deflection rel.ationship_ The curves orJig. 14 illustrate such character1stios due to variation in be&ring.

Stud 4B16Al had bearing along the end of' the web only. Thus 6.S

lo~d was applied the stud. defleoted-with concavity relative to the baokof t~e channel. ,- The end of the flanges did not beer until considerablelo~d and deflectio~wa8 on the stud and therefore the contact of thetlun~es did not caUSe a reversal of the deflection, and the stud continuedto bend 'rl th back ot channel concave to -the longi tud1nal axis. The'.~.eultr:nt tension in the tlanges. was the ca.use of t'a11ur~.

Deflections increased ~pidly or slowly and to the right or to theleft depend.ing upon bearing condltiolls at the ends of the studs. The(::.shed line tro:a theultimate load b)o1nt on the graphs is dra-.m to 1ndi­c~te the obeerved behaY10ur ot the stude.. When the ult1.nlate load wasr~- c~et~ there W6.8 an instantaneous increase in datlaction am.ounting toaev~r.al ti~es its v31u. nea~ the ulttn~te load. This -f11pn ot the stud~.8 so r~pld that acaurate defleotion readings o~uld not be mud$) andr:) were 01111tted~

TABLE II

Buckling Tests on ~JPe B StUds with UlnL,ua Restraint

4'

Av.

Ul tintflte Load

6250660039005583

Obs. Ult. loadtor tree-end

2812

Ratio of av. ofult. loads ~actualn

end to "tree" end

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ength Ultimate Load Obs. U1t. Load Ratio of av.otfor free-end ult.loada "actual"

end to ."free" end

6' 377048004700

Av. 4423 1332 3.:3

8' 170029201250

Av. 1957 795< 2.5

10' 76016601610 468

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