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ENCE 710Design of SteelStructures
VI. Plate GirdersC. C. Fu, Ph.D., P.E.
Ci il and En iron!ental EngineeringDe"art!ent
#ni ersit$ of %ar$land
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IntroductionFollo&ing su'(ects are co ered)
%o!ent strength
Shear strengthInter!ediate trans erse sti*ener+earing sti*ener
eading)Cha"ters 11 of Sal!on - ohnson/ISC FD S"eci cation Cha"ters + 2Design
e3uire!ents4 and F 2Design of %e!'ers forFle5ure4 and G 2Design of %e!'ers for Shear4
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6$"ical Plate Girders
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/ISC
i!itingatios
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/ISC Design of %e!'ers forFle5ure
2a'out %a(or /5is4
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+ea! sPlateGirder
2for dou'l$ s$!!etric I sha"ed
Plate Girder) / dee"'ea!
8Slender9 &e' "ro'le!s)
1.:e' 'uc;ling
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Vertical +uc;ling2the co!"ression =ange4
2a4 ateral 'uc;ling
2'46orsional 'uc;ling
2c4 Vertical 'uc;ling
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/ISC %a5i!u! :e' h?t &Sti*ened girder 2for a/h 1.5)
h/t w = 11.7 E/Fy 2/ISC F1>.>4
Sti*ened girder 2for a/h @ 1.A4
h/t w 0.42E/F y 2/ISC F1>.B42S - 6a'le 11.>.14
#nsti*ened girder h/t w 260
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/ISC No!inal %o!ent
StrengthIf h/t w 5.70E/F y /ISC 6a'le +B.1 treated as rolled 'ea!sIf h/t w > 5.70E/F y
Case 1 Co!"ression =ange $ieldingMn = R pg F y S xc 2FA 14
Case < ateral 6orsional +uc;lingMn = R pg F cr S xc 2FA r 2FA B, A, 4
2for : +4
a & ratio of &e' area to co!"ression =ange area 2 104h c < 5 centroid to inside face of the co!"ression =ange
( ) y pr
pb y ybcr F
L L
L L F F C F
= 3.0
2
2
=
t
b
bcr
r
L
E C F
yt r F
E r L
7.0 =
170.53001200
1
+= yw
c
w
w pg F
E
t
h
a
a R
6/1(12 w fc
t abr +=
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/ISC No!inal %o!entStrength 2cont.4
Case > Co!"ression =ange local 'uc;lingMn = R pg F cr S xc 2FA 74
F cr a. # # p $ F cr = F y ". # p ! # # r $
2FA 4
c. # > # r $ 2FA H4
% c = 4/&h/t w ) and 0.'5 % c 0.76'Case B 6ension =ange $ielding 2S 5t S 5c 4
Mn = R pt F y S xt 2FA 104
( )
= pf rf
pf y ycr F F F
3.0
2
2
9.0
=
f
f
ccr
t
b
k F
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i!itStates inFle5ure
for "late girder&ith slender&e' 2/ISC FA4
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Co!"arison of 6+
2/ISC FA &ith /ISC F
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Classical Shear 6heor$2a""lied to "late girder &e'"anel4
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Inter!ediate Sti*ener
S"acing
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/ISC No!inal ShearStrengthIf h/t w 1.10 &% ( E/F y )
n = 0.6 * wF y sa!e as rolled 'ea! 2G> 14
If h/t w > 1.10 &% ( E/F y )
2G>
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/ISC No!inal ShearStrength 2cont.4
For 1.10 &% ( E/F y ) h/t w 1.'7 &% ( E/F y )
- ( = 1.10 &% ( E/F y ) / &h/t w ) 2G< B4
For h/t w > 1.'7 &% ( E/F y )
- ( = 1.51 % ( E/+&h/t w ) 2F y , 2G< A4
% ( = 5 5/&a/h) 2 if a/h ' and +260/&h/t w ), 25 other&ise
2S - Fig. 11. .>4
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Shear Ca"acit$ / aila'le
Figure 11.8.1 Shear ca"acit$ a aila'le, considering "ost 'uc;lingstrength.
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6ension Field /ction.
Figure 11.8.2 6ension eld action.
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+uc;ling of Plate Girder :e'
Figure 11.7.3+uc;ling of "late girder&e' resulting fro!shear aloneJ/ISC G4
M:n. t = w/&0.56/E/F y )
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E5a!"le Girder loading and su""ort fordesign
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E5a!"le
Factored !o!entand factored shearen elo"es for t&os"an continuous'ea! of illustrati ee5a!"le
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E5a!"le Design S;etch
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