Galambos, T. V.

Lay, M. G.

English

Lehigh University: Lehigh Preserve

Lehigh University
Lehigh Preserve
Fritz Laboratory Reports Civil and Environmental Engineering
1963
Preliminary report on restrained column tests,
September 1963
M. G. Lay
T. V. Galambos
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reports
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Recommended Citation
Lay, M. G. and Galambos, T. V., "Preliminary report on restrained column tests, September 1963" (1963). Fritz Laboratory Reports.
Paper 1800.
http://preserve.lehigh.edu/engr-civil-environmental-fritz-lab-reports/1800
27808
PRELIMINARY REPORT ON RESULTS OF RESTRAINED· COLUMN TESTS
M. G. LAY
T. V. GALAMBOS
September, 1963.
Fritz Engineering
Laborato17,
Department of Civil
Engineering,
Lehigh University.
This report briefly presents the results of seven
restrained column tests conducted at Frity, Laboratory between
January and August, 196,.
I. HISTORY
The tests vere proposed in hitz Laboratory Report
27806 (Proposal for Restrained Column Teets) 1n 1962 and accepted
at the 1962 ~ehigh Project Subcommittee meeting. A report on
~he novel test~ technique 1s now (September, 1963) in the
fina1 stages of preparation and will be distributed as Fritz
Laboratory Report 278.7.
follow 0
II. TEST SET-UP
A report on the seven test results ~111
The test set-up 1s shown d1agramatically on page 30
III. TEST VARIABLES
The ~ able 1 on page· 4 presents the variables introduced
in the seven testso
IV. .TEST -RESULTS
I .
5 to 11.
120
The results are presented in graphical form on pages
A summary of the resu1ta is given in Table 2 on page
DEPARTMENT OF CIVIL ENGINEER!NG
FRITZ ENGINEERING LABORATORY
LEHIGH UNIVERSITY
BETHLEHEM, PENNSYLVANIA
278.8 -2
v. CONCLUSIONS
1) FOr all P/Py • except 0081' the column deflection curve
approach provides close and s~iRht~y conservative estimates
of the behavior of structural frameworks conta1D1ng
significant axial forces.
2) There are DO 1Dstabllity effects associated with the ""
unloading portion of the co~umn curve. This region can
be used in design to effect a further increase 1n ~oad
capacity estimateso
,) Care must be taken ;in using st'andard design methods 1D
those situations in Which the co~umns meeting at a joint
are markedly less flexible than the beamo In such a
I .
situation compatibility ,and deformation must be considered.
27808
...3
T t.~T!.» COf\lbtJtTECl IN S 111L LB MAO-lWE. LDAD! ON
SrllR &EAl\lrS APPUED 8'(" H'fDRAVLlt :JAll<. Bl:AM-7n-
C-OLlJMfIJ COAIIlIa:.7Io!IJ! ARE INELDEl:J.
8rF4D
I 5v.F/g.S
I • I
I
W
Jack J
~~~+- 8VV:3.
~
I StNa~ t.sLI
I fA.C·7) --~.--,\
8W=40 StI\F18·5 "~~"
DIA&RAM Dl= 1'E.~T S'El-U?
I
I
DE FLEL.TE\'::) S\-fAPE t ~~\Nl:r
MuMB,fr blJ\6RAM
--=
ft..
'f// ~f..--:!~__ ___ R.
\
\
\
\
\,
, u4\ec.lecl '~~~e.
I
"'" ~e.~"iY\~ W\o~Q.~ di~raW\.
I .
I
\ ,
, --"~I"RS" -
,
'Fe>-
F
278.8 =4
TEST NOo P/Py h/r s/d DOTES
RC-l 0 .. 4 60 38 .. 4 P/Py increased from
0 .. 4 to 005'
RC-2 004 60 28 0 8
RC...' 004 60 1902
Re-4 006 40 3804
RC-5 0.6 40 280B
RC-6 0.8 '0 28.8 High axial load test.
RC-7 0.4 60 28081J. Sway test, esway ==
i 8 jointo
Py == Area % yield stress
r z: radius of gyration (column)
d == depth (beam)
II top beam omi.tted
TABLE I
OtJU=NT
\\'-IN)
800
400
200
o 0,01 0.02
JOllvT ROTATlOIIJ
(RADIAAJ)
0.03 0,04
I
\11
t'\)
-J
OJ
•C)
,
0.03
MA)(\MOM
~"Q.ocru~
NOM6\)T
- - ==--~:--_-r"\
-
0·0!
800
{oro
400
.200
............
.......
......
-
0.04
--
MJ:\>(IMOM STRVOlJReI'MOMENT f C.OWMIt)l' IIWMENT.
0.01. 0,03
JOJNT RorATIOAJ
(RADIAN)
0.01
/:
RC-3
~ =0-4
'3
. ~ =~o
"-
~ =\<;)·2J.
o
200
600
400
I\)
-J
co
•(1)
---- -
STRUCTURE
---
"
"
"
"\ COLUMN
BEAm
Y/EU:>S
RC-4
~ =O.b
j
~:40
~: ~.
oF---------o~-__o~---;:;-~~-L.--0, OJ 0.02. 0 0' ~
-:rQ\1\Jf ROTATIOI\) . ,j (). 04
( RA\)\~!'J)
500
400
MOMEI\)T
( ~lP-Il\))
600
200
300
800
600
400 COl.()MIV
Y1E1-D~
200
fVlA>lIMU!V1
~7RIJC.IVRE
MOMEJVl
I
--+- - ----- -...... I
I .........~~ 1'_-=........~-::@-=~:=d:=1 =-:_-::::=::
I I
I
I\)
-.JQ)
o
Q)
,
o 0.01 0.02 0,03
J{)INT ROTATJOrtJ
( RADI/1111)
I
\0
,
I-'
o
N
-JQ)
o
Q)
-=0
0.04
JOINT R,(jTATlO!\J (RAIJ/AN)
--
0,01
MAxiMUM
COLUM~TMOMCIV
o
ColJJM\J YIQ.[)f.l)
BEFORE fvfONENJj
WERE. APPLl~
_100
100
300
400
..
1· , • ,
:'
•L
,
-
-
O.04~-
-
--
-
-
-
-.
-- '-,
-_._--~-
J 1
0.01. - 1).0.3
TOINT ROTA71OAJ ({<ADIAAJ)
0.0/
MOMWT
(1<-1 IN)
100
400
600
Teet Max. Axial Pred. Test Predo Test Pred Tes't Predo Test
,-
-n IlY -Frame Load. ·.X II III IV IV
Load
RO-l. 625 139 6'0 0099 785 OG80 ( E:.,) (a) 383 1063
to
184
RO-2 880 139 880 1000 895 0.98 313 2081 509 1073
&0-3 940 139 910 1.03 895 1005 31' '000 526 1.79
RC-4 575 208 550 1.04 775 0 .. 74 (a) \8) 381 1051
aC-5 750 208 630 1019 775 0 .. 97 (a) (a~ 437 1072
RC-6 330 278 325 1002 595 0056 (a) (a) 238 1038(b)
&0-7 630 139 660 0 0 95 645 0098 326 1093 ~4' 1084
top (c)
210
bot.
MO'fV\Q.v.U '''' k.'p .......
toC'"C.~ '''' "'9
Pred. 1:-
Prediction I Use of column and beam deflection curves t~~ether
<.>
with equilibrium and compat1bll1typ "iDe. "eXBct R analysis.
Predo 11:-
Prediction I.! Plastic design wi thout considering rotatio:o.
capac!ty or compat1bil.3.ty.
(c) Assuming O.DoCoB are used to find maximum column momsllto
Pred. 111:-
Prediction III AlSC Specifications (1) assuming all axial
load applied first.
(al, Ax181 load alone greater than aJ.lowable capacity ..
Prado IV:~·
Prediction II Alse Specifioations (1.) assuming axial load
and moment are proportional.
(b) ;No moment in column.
TABLE II


Preliminary report on restrained column tests, September 1963

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Preliminary report on restrained column tests, September 1963

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