Chen, W.F.

Standig, K.F.

Tentschler, G.P.

English

Lehigh University: Lehigh Preserve

Lehigh University
Lehigh Preserve
Fritz Laboratory Reports Civil and Environmental Engineering
1974
Highlights of tests of steel beam-to-column bolted
connections, October 1974.
W.F. Chen
K.F. Standig
G.P. Tentschler
Follow this and additional works at: http://preserve.lehigh.edu/engr-civil-environmental-fritz-lab-
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Recommended Citation
Chen, W.F.; Standig, K.F.; and Tentschler, G.P., "Highlights of tests of steel beam-to-column bolted connections, October 1974."
(1974). Fritz Laboratory Reports. Paper 317.
http://preserve.lehigh.edu/engr-civil-environmental-fritz-lab-reports/317
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Beam-to-Column Connect~ons
HIGHLIGHTS OF TESTS OF STEEL
BEAM-TO-COLUMN BOLTED CONNECTIONS
(C6, C7, C8,C9)
by'
W. F. Chen
K.F. Standig
:G. P. Rentschler
This work has been carried. out as part of an investigation
sponsored jointly 'by the American Iron and Steel Institute and the
Welding Research.Council.
f~F~J'rz Ef\IGiNEEF~ Ij\~(::1
T()f?Y
Department of Civil Engi~eering
Fritz'Engineering Laboratory
,Lehigh University,
Bethlehem, Pennsylvania
Oc~ober 1974
Fritz Engineer~ng Labor<atory Report No. 333.29
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333.29
333 (AISI 137)
18 Oct 74
Highlights of Lehigh Connection Tests
(Cp, C7, C8, C9)
The test program consisting of twelve full-size mom~nt-
resisting beam-to-column connections conducted at Fritz Engineering
Laboratory, Lehigh University has recently been completed. The overall
objective of this study is to d~velop 4esign procedures for safe, effi-
cient, and economical ,beam-to-column' connections. Primary attention
'wa~ focused upon the strength (plastic limit load), deformation
'capacity, and over-~11,stiffness of" the connections.
The tests result 'h~ghlights' presented herein are of 'the four,
bolted s'pecimens tested in the twelve specimen program. They are
con~ections C6, C7, C8.and C9_ The experimental and refere~ce lo~ds
along with a brief description of the joint and the failure mode are
given in Table 1.
C6 and C7
Connections C6 and C7 are shown respectively in Fig. 1 and
Fig. 2.' Both connections were designed u~ing A572 Grade 55 steel with
a WIOx60 column section and a W14x74 beam section.
Connection C6 is ;flange-bolted (8':'1"c.p A490 bolts in, l-1/~6~'
round holes in each flange) utili..zing 1-l/8"x~O", f~~nge connection
"plates with the beam shear carried ·by a stiffened seat plate. 'Connec-
tion C7 has the same bolting co~figuration, ~olt diameter, and hol~
sizes in ~he flange asC6. The bolted parts of both specimens were
'designed as, bearing. type connections. However, in C7,_ the shear is
333.29
carried by means of a shear plate welded to the column flange and
bolted to the beam 'tV'eb by 3-1"tp A490 bol~s in 1-l/16~' round holes.
-2
The load versus deflection curves for C6 and C7 are give~
in Fig. 3. Also sllown on the figure is a p lot of CIO which is "the
control (fully welded) specimen using the same· beam and column sections
as C6 and C7. On this plot, as well as the plot of C8 and C9, the
'effects 'of slip are averaged b'y not plotting any of the horizontal
slip plateaus. Note_that th~ load-deflection plots for both C6 and
C7 have three -distinct phases (slopes).
Photographs describing the failur~ of connection Co are shown
in Fig. 4 through Fig-. 7. Fig.ure' 4 shows an overall view of: C6 a·t
failure depicting the extensive yielding in the beam web up to the end
of the moment plates. Failure of this- connect1on occurred at a load
-of 478.5 kips when the eight bolts conne~tjng the tension flange
sheared off simultaneous-ly.- Figu~e 5 pres~nts a closer look at the
beam on which the eight bolts failed.
Shown in Fig'. ·6 is a view of the column panel zone adjacent
to the beam tensio,D. flanges ,.: Figure 7 show·s the s·hear 'failure: of fo.ur
of the 'bolts and the extensive ~eformation of the bolts at failure.
Photographs detailing the failure of conne~tion C7 are shown
in Fig. 8 through Fig. 12". Figure 8 shows an overall view of C7 at,
333.29 -3
failure ·ag~in depicting the extensive yielding in the beam web (Fig. 9)
up to the end of the moment connection plates. Failure'of this connec-
tion was due to the failure of five bolts in one of the tensi~n flange
,connections. Two outside bolts in this flange failed at a load of 361
kips due to the prying action as shown in Fig. 10. Upon further loading
three more bolts failed at the maximum load of 450 kips.
Shown in Fig. 11 is a view of the panel. zon~ sho~ving yielding
and '8 view of the beam web connection plate and the re'lative rotation
of the beam web and the web 'connection plate. Figure 12 presents a
view of the 'five bolts which failed.
C8 and C9
'Connections a8 and C9 are shown respectively in Fig. 13 and
Fig. 14. Both connections were designed using ASTM A572 Grade 55 steel
,with a W14x136 column section and a: W2'4x~1 beam section.
Connection C8 is a flange..bolted (14-l"q; A490 bolts in l1z;"tp
. holes in each flange) and web~bolted (7-3/4t1 Cfj ,.A325 bolts in slotted
holea). The flange ~onnections were designed as frict~on connections
using aliowable bolt shearing stress values below those of a bearing
type joint. The flange ,connection'p~ates are 3/4 t1x:ll". The web con~
nection.was designed as a bearing joint. u~~ng A325 bolts in slotted
holes perpendicular to the direction of loading. Connection C9 is
identical to C8 except the design'of the bolted flange connection was
b.ased on treating the "joint as a bearing connection. This l..ed~ to a
'flange connection r~quiring 6-1"cp.A490 bolts in 1-1/16" round holes
333.29
and flange connection plates of 3/4I x11".
The load versus deflection curves for C8 and C9 are given
in Fig. 15. Also shown on the'figure is a plot of ell which is the
control (fully welded) specimen using the same beam and column sizes
as C8 and C9.
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-4
Photographs detailing, the failure of connection e8,are shown
in Fig. 16 through Fig. 19. The maximum load reached on this connection
was 516 kips. After reaching this level, the load dropped off due to
column web buckling and the test was terminated for 'safety reasons.
Figu~e 16 shows an overall view of C8 at the termination of test.
Shown in Fig. 17- is a view of one of the beams where it is
connected to the column. On this view the· appearance of slip on the
tension flange (top) can be detected, by the relative mqvement of the
vertical lines. Slip ~n the compression-flange (bottom) was much less.
Figure 18 shows the extensive yieiding which occurred in the column
panel zone and Fig. 19 shows the extent of the ~uckling of the column
web in the compression'region.
Photographs showing ~he failure of connection C9 are given,
in Fig. 20 through Fig. 22. The maximum load 'on this connection was
402 kips. - Failure occurred when ·the six bolts on one of the tension
flange connections and one of the web bolts sheared off simultaneously.
333.29
This can b~ seen clearly in Fig. 22.
Shown in Fig. 20 is an overall view of the connection at
-failure. Figure 21 presents a closer view of the column panel zone
and beam ends showing-the yield pattern.
-5
333.29
TABLE 1 TEST RESULTS OF CONNECTIONS
Joint Failure Bxperirnental Reference p
p
Test m m-Description Mode P P P P P
m p pr p pr
C6 Flange-bolted Shearing £ai1- 478.5 322 270 1.49 1.77
(bearing) with ure of eight
seat(WlOx60 col bolts on one
~~4x74 brn.) tension flange
connection
. C7 Flange-bolted Failure of five 450 322 270 1.40 1.67
(bearing) web- bolts in ·one
bolted(WlOx60 tension flange
col. W14x74 bm) connection.
C8 Flange-bolted . Buckling of 516 315 199 1.63 2.59
(friction) web- column web
bolted(W14xl36
.col. W24x6l bm)
C9 Flange-bolted Shear failure 402 315 199 1.28 2.02
(bearing) web- of six ,bolts on
bolted (W14x136 one of the ten-
col. W.24x61 bm) sien flange con
nections
.Symbols
P = maximum load of connection under te~t
m
= plaitic limit load-.pp
p. =pr plastic limit load assuming the area- of beam web is ~ero
Section. 8-8 -
5~G 4
IYalix fOux 15 3/811
MO,ment Plate
(Fy =55ksi)
Stiffener Plate
lUx 5 11 x II II (A36)
Corner
Clipped
Elevation
, WIOx60 WI4 x 74
(Fy=55k:j)-u--I-- {_Fy=55ksi)
Sym.
Typ.
A
lUx 4 11 x 8~8"
Stiffener fP.. (Fy=55ksi)
III
Y2- Clearance
Sym.
3/ II II 12~'
'8 X I x
Backing Strip (A3"6)
8-1 11 ¢ A490-X Bolts
1'/16
11 Round Holes
Section A--A
Fig. 1 Connection·C6
'Scale:
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o 5 lOin.
II II I 'I II II
/2 X 5i'4 X9'2
Shear It (Fy=55ksi)
8~ I"<P A490-X Bolts
in l'/IGII'Round Holes
I Ye" xIOux15 3/811
Moment Plote
(Fy =55ksi)II",3 -I_ 't' A490.-X Bolts
in IYIGII Round Holes
WI4x74
WIOx60 3 11 (Fy=55ksi)
--+-f-(Fy=55ksi)-+-lil1-~~oI-l--I----+------
Sym.
A
Elevation
. III X 4 ~I X 8 7/8 "
Stiffener It(Fy=55ksi)
I II .
:t2 Clearance
Sy~..
3/8
11 X oJ ,t"x 12"
Backing 'Strip ( A36)
Section A-A
Scale:
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Fig. 2 Connection-C7
333.29
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Fig. 4 Overall View of C6
Fig. 5 View of C6 Beam
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Fig. 6 Tension Panel, Zone of C6
Fig. 7 Sheared Bolts of Connection C6
.333.29
Fig. 8 Overall View of C7
Fig. 9 View of C7 Beam
•333.29
Fig. 10 Prying Action of C7 Flange Bolts
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Fig. 11 Panel Zone of Connection C7
333.29
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Fig. 12 Bolts at'Failure of C7
Sym.
5 IJ II I"
riG x2 x 20Y2 ..
. IIPlate With 13/16,
Round Holes
(A36)
WI4xl36
( Fy= 55 ksi) .
14 -III ¢ A490- F Bolts
in IY411 Round Holes
II
3/8 Strip
Shims
7- 3/411 ¢A325-X Bons
16,LJ~::::;::.:;..r--~ in Slotted Holes
.3@311 =9 11
-- W24x61 -----~~Cf.
3@3H--_9u (F:y=55ksi) ~ IId=23 oJ/4
'2 II ,II I II
vIe x5 1'4 X 20 V2
Shear It (Fy=55 ksi)
Elevation.
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:IL-$--" -$-_-$- -$-_-$- -$- -$- J 3~2l1Gage
II r-$-- -$~-$---$--~ -$---$- .1
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Sym.
. Plan View
13" I U I"~16 xll V4 x24V2 -
Moment Plate
( Fy.=50 ksi)
Scale:
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Fig. 13 Connection'C8
Sym.
5 II II "
:t16 X 2 X 20V2
Plate 'with 13/16
Round Holes
'(A 36)
WI4x 136
( Fy=55 ksi)
Elevation ·
II,/..6-1 \f' A490-X Bolts
in IYls" Round Holes
W24x61
<Fy= 55ksi)
:3 II ' I II ',"
. 1'8 X 5Y'4'X 20/2
Shear Ie. (Fy=55ksi)
3@ 3 11 =9 11
-_3/allxllf x 13 u
Backing Strip (A36)
( Typ.)
7- 3/4 11 cP A325-X Bolts
in ,Slotted Holes
13 II 31 If I"~6 )t 10 '4. X 12 V2
Mome'nt Plate
(Fy=50ksi)
3/8 " Strip Shims
Plan View
Sym.
. ,
Scale:,
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Fig. 14 Connection,C9
'333.29
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Fig. 16 Overall View of C8
Fig. 17 View of C8 Beam
333.29
Fig. 18 Panel Zone of C8
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Fig •. 19 View Showing Buckling-of C8 Column Web
333.29
Fig. 20 Overall View of C9
Fig. 21 Panel Zone of Connection C9
333.29
,F,-ig., 22 - ,View of .C9 Beam a-t Connection


Highlights of tests of steel beam-to-column bolted connections,  October 1974.

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Highlights of tests of steel beam-to-column bolted connections, October 1974.

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