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Missouri University of Science and Technology Missouri University of Science and Technology Scholars' Mine Scholars' Mine Center for Cold-Formed Steel Structures Library Wei-Wen Yu Center for Cold-Formed Steel Structures 01 Jun 1939 Cornell University School of Civil Engineering Tests on light Cornell University School of Civil Engineering Tests on light beams of cold-formed steel beams of cold-formed steel Cornell University School of Civil Engineering Follow this and additional works at: https://scholarsmine.mst.edu/ccfss-library Part of the Structural Engineering Commons Recommended Citation Recommended Citation Cornell University School of Civil Engineering, "Cornell University School of Civil Engineering Tests on light beams of cold-formed steel" (1939). Center for Cold-Formed Steel Structures Library. 1. https://scholarsmine.mst.edu/ccfss-library/1 This Technical Report is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in Center for Cold-Formed Steel Structures Library by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected].

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Page 1: Cornell University School of Civil Engineering Tests on

Missouri University of Science and Technology Missouri University of Science and Technology

Scholars' Mine Scholars' Mine

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

01 Jun 1939

Cornell University School of Civil Engineering Tests on light Cornell University School of Civil Engineering Tests on light

beams of cold-formed steel beams of cold-formed steel

Cornell University School of Civil Engineering

Follow this and additional works at: https://scholarsmine.mst.edu/ccfss-library

Part of the Structural Engineering Commons

Recommended Citation Recommended Citation Cornell University School of Civil Engineering, "Cornell University School of Civil Engineering Tests on light beams of cold-formed steel" (1939). Center for Cold-Formed Steel Structures Library. 1. https://scholarsmine.mst.edu/ccfss-library/1

This Technical Report is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in Center for Cold-Formed Steel Structures Library by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected].

Page 2: Cornell University School of Civil Engineering Tests on

SCHOOL oit' CIVIL E.';Gr:~EERDW~, COR:HLL mIIVIRE:I'IY.

TEE,Tb ON LIGHT .E:.iUS O:J' COLL ~·OR.iED ~lrEEL

1J'OH 'rHE f~EF.IC,hN· If-OJ fu'!l) ~/l.E:rL I;.\IS':'I'lU'IE.

l!'OUR'lH PROGRESS REroRT, JU';{E e I 19Z9.

1. OJJECT OF 'I'P.l~~ REPORT •

. Buckiing tests huV'('· bl3en carrie"; Jut on. H.e rem3.iniu? three

t';t:t1:1lUS of thf: 22 (fags series, Le. B-22-812a. B-22..816a anc B-22-820a.

A stress curvey has ~cen made on th~ bQttoQ fl~~~e of bea~ B--22-8l2b.

A ~ew series of 22 Fa~e specimens has b~€~ desip.neu for the further study

(;f t·~·le b~)t talA flan&'e stresse;:; and of the t,1p .fl&Il/7e bucklin@'.

I I. ;i!:E'lHOD 01/ rfEE:'I'S.

Tup saIne methods of testin~ ..,':ere uS6d a8 described in the

1)t'(,Tlious reo')r"t.· It Vias f~l1.¢cl hf)~;JeV0r tLat the "pres ont meth'Jd ·:,f nl.:nmtin:·

Fi" ;.{uVf"p.nbr-:rpf:r strain j-a::: es ri':s'oJl ts i:.1 si.cori()ill:; (ift'icultiE;S ~n these

mtth~d )f Boplyin? the ~a~8s wil~bp e€vel~~e~ f~r furth€r invostiFation.

III. GlU'iPHIlAL RE.P.2:r~E.{~ArIOiJ G.;!' 'EiE. RESJLTS.

ThE r&sul ts ('1' th0 t uckl:i.nr tests 'lr:·' f.l'i von in thre'~ '.)f' the

tlCC,,)ffi?any in~'" rrap~ls ~ 'Ill ~ rf;sul ts :Jl' the strt;SG survey of B-22-812b Qre

tL)t incluciec: in t!'lis rqJ'H·t l'~;r rU';H3)nS r"lV8Il bcL)w. 'I'~e SUt?:-\:'stt?tl

(a:nensicns 01' thE. m;w series')!' sp0cif;';.ens will be f~)Und 0n the l'::tE·t

t· sheets.

f:1H:f~ts'26, 27, ::::8 !-,-ivt';o tl::f~ 10l:id doflr::cti;)11 curves of the UP,&:lG ;3-::':2-5120,

B-22-8l6a ClllC. B-22-8Z0a r~,s~E,ctilJ(~ly.

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IV. BUCKLTI~G OBSERVATIO~S.

1}B-22-812a.

This beam failed ut about 2550 lh., w'ii:i ch corrE;sponcs to a

c')m~uted strf":ss of 126E'l{) p.£.L in t:1€ flant"8s. IIhe bucklinp was do-

t ected by thet;reak in the loae! (jeflc:ctio"l curve; at this l·')ut a slipht

l:)cal sh0rt lJrave appearec. at part "a" near mit:span .)I!. one siCe ·..,r the

flanf"e. (Part "a" see sheet 21). No f.ro;>pinr 'Ji' the load 0ccured,..-..

At a furt.cf"r incrE;ase .)f the load tt') 2700 n. ~ sud:.:i.en hucklin¥ \'rave famed

directly at nne Of the load ,Joints ane tt:e 18116 raoidly dr(~pp",d. In­

sDecti,)n revealed/ t:nat the t.'!') s~l.eets of part "b"i.had buckled separately,

t ~l€ bucklinf' "mves beiu;:; siiiffec with respect t,.) .:)11e an.;ther about 2"

and t.ll€: tc,p sheet havinp- bentu?,. the br)t t~!ll snE·€-t, d')1'.n. At this place the

s::>aciup ·)f tp.e S!:Dt welc.s is 4", v:b.Gre:as •)n t:lE: rest ~·f the beam. it i8 2" •

This eX'Jlains t:ie separate action :)1' the tw~) sneets.

2) B-22-816a enG B-22820a.

B-22-3l6a buckled at 2~80 lb. (10100 p.b.i.), B-22-8~0a

bucklec. at 2"50 lb. (7900 p.[j.i.). 'I'he bu~:kLinF' pr::·cesses :)1' these two

bf)am.s WE:re very much alike, altn')u;;.'h in ~,(~a(;1. !3-22-820a tht~ def!):rmatiun

I)f thA t;)il flatU'e ~ef';re huckliIli.~ tnk place, \'jas much &':reator than in

B-2~~-8l6a. r:'he t;~p flen;:.·E'.s ':.f b~)t h Dc'ainS as !'Qceived had sli,-"ht v,aves.

Ti:l~.se V'Cive6 iUCTF;;.tS(~: in t:;;;J.nlitud(· 'cl..r'lC:er lsaCi until, es~eciall~r '}u be&;n

B-22-820a the entire t-)!:> 1'l::m...!~" a:?peu.red i1ctivily 'tv·istcC:. Th,0;;;;e v;ere UJt

:O~1')rt tut l)nf' wavesl the lE.·no;'tr:. of :.me lUil,t' wave beinp ab:-ut ~ ft.

Buckl.ir.r. v'~lich resulted ill (:r:)~)l)in?" of the lQad, .::Jccurrei!. en t')th

t.car13 v...~('n a v f!l'y elip':lt sh:)'rt l::Jcal wave r,)1'tGE:.C! at paTt "utr. Gn bm:m

1::-::',2-820"1 t!H.; C.€"tc.. ")1' part "a" at :me sido 'WUI', ~J../4t1, at ·t;r_e ~·tner 1/2"';

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b ucklinE? t:lJk place at the 1/2" side. 'I'll.is beum was f"urthf.:r ;.. ent lii·t(~r

I!l the f')llov··linr·table t ~:e f\ctual allC tht,> the-:r(;tlcal bucklin~

strf'SSES '=ire recorutJd for all flY·: bowns:)f' t:-.is se:ri(·s. The thc':'retical-'

-t!:;.c ,)tr..er; "ty')O 2" m0mlS U sll.1ilar ;llat.e, unsup~nrtet: at ::·1'1e edpe, but

';..

c0r:l)letely restrai~ed at the ·)ther. {See cccti,;:l V. of third ])r0f"reSS re::.n-t}

Table I.

Bucklinp strFsSBS Q~~ tv ~e. 'f' t'ailure

Beaiil C'}!!l ")ut8d critical stress 01' Actual FaileC

f\3rt "a It pa.rt "btl failure first ill

ty'J& 1 tyJ8 2 ty)6 1 tv·)c 2 ...~art.L .I. .'.'"

B-22-84a 51000 1~4000 ,..5200 119:)':) 14·500 b_...-....

B-22-S8a 12n:,o ~~,O()O 167DO ·;28Uf) Jr.::?2f\ a--B-22-812a 12?f.:0 ~.~()r_~o 6500 l'/i2'JG 12650 a

B-22-816a 51000 l~ i10CJ:J Z55~) 9?nO 1(11)0 b--B-22-820a 51000 l:?<!OOO ;3S~~/) 7400 ?900 b-f'~s a first l1:nr,)xit.latL.n it SOOiilS -thcrr:i'.;.l'c Cl:.>tu::: lis:b.ed, thatj1dTt "u" ()I'

Page 5: Cornell University School of Civil Engineering Tests on

-'

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takec into acc')unt in desi~ninl! the }r8rJ~serl new s,1€cifUens.

T':'~e deflecti~ns)f the beams c:f this series under loads less

than the bucklinp- IJad d.) not Show the same ref-"ulari ty as in the series

A-14. A Iilcrked deviation i'r)!il the straiR"ht line is seen eS:J6cially on

t:16 l::>Bo deflectiJn curves ..)f I:l-22-81'6a anc, B-22-820 .. end a c'Jm:)aris:-m of

t'~lC actual and t:1.8 c.)ffi'-JutE':·d deflccti m rev"t.lls the followinf!' facts:

Table II,

COffi0arisJu of theoretical and actUtil doflection belo~

bucklin~ l0at (luBe Incre~ent P = 1200 lb.)

def'lectivnd

&.Bct

Series A-14

B-22-84a .;:;90

B-22-88a .200

B-22-8l2a .155

B-22-S16a .150

B-22-820a .160

the:>r

.268

.165

.119

.095

.078

dact/a

theJr.1.0

L08

1.21

1.Z0

1.75

2.06

It tl-tus appea.rs th:J.t with increasinr-' widtil (flexibility) of' thE- top f1anre

tl18 rl€!idi ty of t!:e heam as Q wi.lo1e rapidly (;&crcases; this takes place

not only near the buckli:w' load ijut throur"hout t"~f; 6ntire 10&(; ran07e.

VI. STR~~ OBSEEV~1IO~S ON B-~2-812D.

S train measurements were c~rritd out on six points on the

bottom flanpe of this beffin in the usual way. Since the results apP8arec

r8io1arkably irr':wu1ar) r€Deateo. reacini7s vri t~l resettinf' ai' the ~~a<7es '/J61'e

takell sir.lilal' to taose reported. on in section IV. of the secene;. ~rq-re~s

r€::Y~rt •. It wac observed t that the reaclin/?El:;rarieo. tn a sy&t8rr~:.;.tic v:ay

dr;p~mCii:"1f."mQ7: t'1e ('la.'1ner of inOlli'"ltinq tr~e f"arrLS, i. (;. Lifi'( rpnt reaain["s

Page 6: Cornell University School of Civil Engineering Tests on

ere obt sinee whea the mounti)'." rod was upplie{~ from one side of the ~age

or from the other sice. 'I'he cleviatic.as were too larue ( ... ~01[) to pro-• - .0

v~ce any reliable ~ata by avorapinp. It can only be said in th& most

cE'neral \"ay) that no marked chanpe in tne lrlupni tude of the lonrd tuc.inal

streGS8S U7p.r the width of the f1anfe takeo place. The o~served irreq-

ularities o0viously result fr0~ the followin~ fact: The lrroUllti~r device

us~d is similar t~ that designed by B€p~s & Tinby (Eng. News-Record,

~arch 17, 1928) except that the h~erhead of this df;si~n is replaced by

a calibrated snrin¢ support. It is easily seen that a relative motion- .of the point, vlhere this support rests, will : a transl~i tted throUf:'h the

ffi:Juntinf"' rod to the papa ant: thus will affect the reading. Obviously

such motion occurs: b. the flE:xi-ble li/?ht ["age t'lanf?es, resultln~ in a

certain twistiu:7. of the. flanpH. This is <:;sp0cially likely in the beam.

~'s

under con::.idt'lratir.n, since t.he 'tJ' tla.i.1pe 0f this b08lll.,received was not ht

rib"ht ant-les to thE, WEb andhence the bCU1t vas b:mnd to twist u::ld€r l,:,ad.

It theref')re a:>')ears necessar-J t:· develc:p a nev: 1'1;jUlltin,r,' device for the

if n·)t C8nnectea with a remctf:: p~Jint of tilt: 1'1:';ln~·e.

c ·uld be carried r~ut 'In bea;TI5 B-22-816 anc.~ B-~;2-820 I since hucklin/7

r'CCUTf)Qnt suetl L'wJ stresS8s, th~lt 00 sufficient l)grj ra,'1f'e for stress

(;ctcnninutbns is aV(l11able.

,~vrI. CONGLUSIO~S.

1) 'I'fir.: bucklin~ jf the t0P fla...'1p€ or: :ill fi V2 beauts teGted Jccured in a

rer·uV.:.r manner ruided by the formulas fti VC:'J1 in section VIII.

2) The beams under c'~;nsideruti')n snowed U ll1url,::ed C:ecreas€ ill ri :"idi ty

wi tn incrHlsin~· f".1a:l(1'E: V;iC;ttl. 'l'i.is tact re3ulteo in heavy twistin@" of thp

Page 7: Cornell University School of Civil Engineering Tests on

- 6 -

tJ~J .t'lUL1['e under l:)l::l.cs muci-l belli'! t'lC: ul tit:l..::lte bucklin;:: load. For t!11s

rcas"-,n t!l€ le-a'l Gc,floctLm curves ,Ji' theM; , eaIns show a clear depax-ture

fr,·m tne straipht line) especially 1'Gr the wide 'lJe8Jns, and an actual de-

flecti,)ll much .9'reater than the :me c)moute~ for a rip-H; cross section.

~) ::?urt!ler tests are necessCl.I"J t::· investip.b.tc bC)tI:D. ')f these problems.

VIII. DESIQ'l OJ!' THE NEXT SERIES OF SPECIMENS.

In order t" co:nplE:te t~!e stress 5urvey on the b()tt·~m

tlanpes of th.e 22 f:"a~e bea::ls it appoars UGCOBE,<;l.I"'! t:) iluve &"uther series

of these bea.'1ls with increased ril:,dC::i ty :)i' tlu: t:)p f1anr6. The results

menti')uec in secti,m V. t)f tnls refnrt were u:'JGti t-::J' acsi&"n the new

specimens on the: asis Jf a SUPP~)S6u ::mcklJ.n? ~tr(;Scj rrr.' 400000 p.s.i.

6"" cri t = lZZa (100 h) 2b

GoJ

cri t ~ 2500 (100 2:,) 2b

"type lIt railure is to be €'x-rocted ar,d

f~~ the part ~f the f18~~6 of a

h - t!liclGlf;';;S of the -part ')f the flane€: under c:mstd.erat i:'n

():: free wiath II 11 n " I'

It is expectec. ti1at tu«se bea:.as ...,ill n~:t t:,n ly serve f(Jr

Page 8: Cornell University School of Civil Engineering Tests on

- 7 -

~cans ~f this series will ho tested to failur~ with these stiffeners

cut off in order to diE,cern purE: Luckl1uf" a.nC twiGtinr;: action. which

()J:,vi~usly took place ia tile bc:i.."'llS 1'ai1("(; hi thert,l ..

Page 9: Cornell University School of Civil Engineering Tests on

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Page 10: Cornell University School of Civil Engineering Tests on

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Page 11: Cornell University School of Civil Engineering Tests on

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. ...~ •() 'J G 0.... _, C) 3<'::1 <) 0 Q ':J <::l <::><J <:::l C) () a a ~ <::} 'J) -.0 ~ ~'t' "'~ a \lJ -0 "t" c4 a

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Page 12: Cornell University School of Civil Engineering Tests on

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Page 13: Cornell University School of Civil Engineering Tests on

IPrJ~ ~~ liQ r-9 m~ ~I I I' I -+-' I , I

-i~'I~ ~'~ 2' --+- c' 2' ---I"' a. ~I,ffr-

B~t7m E/eyalion

}-...J/.!."• "J a I--

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Sec/ionSliff~ners

77 £/&1/01'Ij'f'e "b H Ion

Sl/fl'en~rs . 'lpe 'Q 1/ .-

S Clme os in preyious C'2 9Cll/fSv-eri(il$ of \Specimens. Make stiffeners

.&;:;<9 "b" on(yol7 ~fJC'cirn(}n.s wdh /2 ~ 16~

20" wit/lh 0/ b oj/om I'/Qng<?

6pC?cimens TOr .inv(?oli!7C7//on01' Cole! Forl77ecl Light OClt./ge

Steel B6'amstJ)

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