Bülent Akbaş- Advanced steel structures
Transcript of Bülent Akbaş- Advanced steel structures
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DYB 654: ADVANCED STEEL STRUCTURES - IIAssoc Prof Bülent AKBAŞAssoc.Prof.Bülent AKBAŞ
Department of Earthquake andSt t l E i iStructural EngineeringCrown Hall at IIT Campus
Chicago . IllinoisLudwig Mies van der Rohe
Composite Beamsd Sh St dand Shear Studs
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Composite Beams and Shear Studs
•Composite Beams
•Nominal Bending Strength of Fully Composite Beams
•Nominal Bending Strength of Fully Composite Beams
•Elastic Behavior and Moment of Inertia of Composite Beams for Deflection•Elastic Behavior and Moment of Inertia of Composite Beams for Deflection
Calculation
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Composite Beams
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Composite Beams
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Composite Beams
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Composite Beams
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Composite Beams
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Composite Beams
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Composite Beams
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Nominal Bending (Flexural) Strength of Fully Composite Beams
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Nominal Bending (Flexural) Strength of Fully Composite Beamsb
Yconhr
tc=Ycon‐hr
Concrete below the top of theConcrete below the top of thedeck is neglected
deck ribs perpendicular (beam)
b
hrYcon
tc=Ycon‐hr/2
average thickness can be used
deck ribs parallel (girder)
Figure . Effective slab depth
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Nominal Bending (Flexural) Strength of Fully Composite Beams
t Y h
b '85.0 cfbafC c'85.0= (compression)
tc=Ycon‐hrhr
a
e
fc
Y2 In this case the concretecompression flange thickness “a” is less than the slab thickness
( p )
dPNA
(plastic neutral axis)sy AfT = (tension)
FyY2=Ycon‐a/2
PNA in concrete slab
TeCeM n ==
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Nominal Bending (Flexural) Strength of Fully Composite Beams
tc=Ycon‐hr
b '85.0 cf
a ccc AfC '85.0= (compression)
d
hr
PNA (plastic neutral axis)
Y2yffl FYbC 1= (compression)Y1
d (plastic neutral axis)
yfsystyb FYbAfAfT 1−== (tension)
Fy
PNA within beam flangeY2=Ycon‐a/2
abAc =
PNA within beam flange
yf
ccsy
FbAfAF
Y2
85.0 '
1
−=
)]2
()2
(2)(85.0[( 11
121' YdFAYYFbYYAfM ysyfccbnb −+++=φφ
900φ 90.0=bφ
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Nominal Bending (Flexural) Strength of Fully Composite Beams
tc=Ycon‐hr
b '85.0 cf
a ccc AfC '85.0= (compression)
d
hr
PNA
Y2flC (compression)
Y1wC (compression)
d PNA (plastic neutral axis) bT (tension)
Fy
PNA within beam webY2=Ycon‐a/2
PNA within beam web
fyw
yffccsy tFt
FtbAfAfY +
−−=
2285.0 '
1
)]2
()2
)((2)2
(2)(85.0[( 11
1121' YdFA
tYtYFt
tYFtbYYAfM ys
ffyw
fyffccbnb −+
−−+−++=φφ
900φ 90.0=bφ
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Nominal Bending (Flexural) Strength of Fully Composite Beams
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Nominal Bending (Flexural) Strength of Fully Composite Beams
(MPa)
21 MPa 70 MPa21 MPa 70 MPa
21 MPa 42 MPa
525 MPa
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Nominal Bending (Flexural) Strength of Fully Composite Beams
kN
kN
tension area
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Nominal Bending (Flexural) Strength of Fully Composite Beams
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Example
2250 mm 28 MPa
82.5 mm
37.5 mm
120 mm
250MP16 26 4 960 2 399250MPa16x26 4,960 mm2 399 mm
23.2 mm
+Ycon‐a/2=308mmcon /
382 kNm
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Nominal Bending (Flexural) Strength of Partially Composite Beams
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Nominal Bending (Flexural) Strength of Partially Composite Beams
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Nominal Bending (Flexural) Strength of Partially Composite Beams
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Elastic Behavior and Moment of Inertia of CompositeBeams for Deflection Calculation
(mm)
200 000 MPa200,000 MPa
)(043.0 '5.1 MPafwE ccc =
(kg/m3)for 1.44 t/m3< wc < 2.5t/m3
(Mpa)
)(4700 ' MPafE cc = For wc > 2.5t/m3
(Mpa)
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
mm2
mm2
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
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Elastic Behavior and Moment of Inertia of Composite Beams for Deflection Calculation
AISC 360‐05 , Commentary I3.1
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Shear Connectors
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Shear Connectors
2mm2
mm2
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Shear Connectors
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Shear Connectors
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Shear Connectors
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Shear Connectors
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Shear Connectors
kN
kN
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Shear Connectors
Top flange
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Shear Connectors
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Shear Connectors
345MPa
=450MPa) 28MPa
12cm 7.5cm
4.80kN/m2 1.0kN/m2
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Shear Connectors
3.65m=10.95m
12.80m12cm
7.5cm
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Shear Connectors
12cm
3.2m
3 60kN/m2
7.5cm3.60kN/m
0.40kN/m2
0.50kN/m2
=4.50kN/m2
4.80kN/m2
3.65m
=4.50x3.65=16.43kN/m
=4.80x3.65=17.52kN/m
=(3 60+0 40)x3 65=14 60kN/m=(3.60+0.40)x3.65=14.60kN/m
=(1.00)x3.65=3.65kN/m
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Shear Connectors
=1.2x16.43+1.6x17.52
=47 75kN/m
=16.43+17.52
=33 95kN/m=47.75kN/m
47.75*12.802=977.92 kNm
=33.95kN/m
33.95*12.802=695.30 kNm
47.75*12.80=305.6 kN 33.95*12.80=217.28 kN
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Shear Connectors
28MPa =345MPa =450MPa)
mm
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Shear Connectors
{12.80/4, (3.65/2+3.65/2)}=3.20m
345 x 8709.66
0.85 x 28 x 3200= 39.45mm = 120mm
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Shear Connectors
458.72195
39.45404.64mm
345 x 8709.66 x 404.64 = 1216 kNm
0.9 x 1216
1094.4 kNm > 977.92 kNm
1216/1.67
728.1 kNm > 695.30 kNm1094.4 kNm > 977.92 kNm 728.1 kNm > 695.30 kNm
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Shear Connectors
MPafwE mkgccc 753,2628)2400(043.0043.0 5.1/'5.1 3
===
46.7== s
EEn
MPaEs 000,200=cE
3.2m mmnb mmeff 43046.7/3200/ ==mmy 10541)2/1207572.458)(430*120(2/72.458*66.8709
=+++
=
75mm
120mm
effmmyb 10.541)430*120(66.8709
=+
=
])2/7245810541(668709109642[ 28xI −+=
mm62.52
mmyb 10.541=mmd 72.458=
]62.5243012012
120430[
])2/72.45810.541(66.870910964.2[
23
xxx
xItr
++
+
4910348.1 mmxItr =
4910011.175.0 mmxIt = 10011.175.0 mmxItr
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Shear Connectors
mmLmmx
xxIE
Lw mmNL 56.35
360800,12
36029.30
)100111)(000200(384800,1252.175
)750(3845
9
4/4
==<===Δ O.K.xIE tr 360360)10011.1)(000,200(384)75.0(384
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Shear Connectors
=1.2x14.60+1.6x3.65
=23.36kN/m
23 36*12 802=478 41 kNm
=14.60+3.65
=18.25kN/m
18 25*12 802=373 76 kNm23.36 12.80 =478.41 kNm
0 9(F Z )=0 9(345x1 486 307mm3)
18.25*12.802=373.76 kNm
(F Z )/1 67=(345x1 486 307mm3)/1 670.9(FyZx)=0.9(345x1,486,307mm )=461.5kNm<478.41kNm
(FyZx)/1.67=(345x1,486,307mm3)/1.67=307.1kNm<373.76kNm
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Shear Connectors
mm
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Shear Connectors
345 x 10,451,59
0.85 x 28 x 3200= 47.35mm < t = 120mm
460195‐
47.35401.33mm
345 x 10,451. x 401.33 =1,447.2 kNm
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Shear Connectors
0.9 x 1,447.2 1,447.2/1.67
1,302.5 kNm > 977.92 kNm 866.6 kNm > 695.30 kNm
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Shear Connectors
0.85x28x3200x47.35=3,606kN
10,451.59 (345)==3,606kN
1,302.5
977.921.33 (33% over‐strength)
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Shear Connectors
977.92kNm
977.92kNm
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Shear Connectors
kN
kNkN
partially composite beam
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Shear Connectors
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Shear Connectors
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Shear Connectors
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Shear Connectors
977.92kNmtry to make
kNFA ys 606,3)345)(10452( ==
Also assume 55% composite action
for a W18x55 beamys ,))((
kNQn 983,1)606,3(55.0 ==∑
mmbf
Qa
Nn 04.26
)2003)(28(850000,983,1
850' ' === ∑
bf effc )200,3)(28(85.085.0
mmaYY con 20.181204.26195
2'
2 =−=−= con 222
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Shear Connectors
00163012)04.263200)(28(85.0)452,10(34585.0 '
KOtxAfAFY ccsy <
−−
Assume that Y1 is within the top flange of the beam:
..00.1630.12345)26.191(2
))((),(21 KOmmtmm
FbY f
yf
y =<===
4603012 )]30.122
460)(345)(452,10()230.12)(30.12)(345)(26.191(2)20.18130.12)(04.263200)(28(85.0[( −+++= xM n
kNmM n 179,1=
900=φ 671=Ω
kNmkNm 92.977061,1 > kNmkNm 30.695706 >
90.0=bφ 67.1=Ωb
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Shear Connectors
MPafwE mkgccc 753,2628)2400(043.0043.0 5.1/'5.1 3
===
467sE
MPaEs 000,200=
46.7==c
s
En
mmxxyb 5.533)2/12075460)(430120(2/460452,10=
+++=
120mm
3.2m mmnb mmeff 43046.7/3200/ ==x
yb )430120(452,10 +
mm5.61
mmyb 5.533=]5.61430120
12120430[
])2/4605.533(452,1010704.3[
23
28
xxx
xItr
++
−+= 75mm
ybmmd 460=
4910590.1 mmxItr =
4910193.175.0 mmxItr =
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Shear Connectors
mmLmmx
xxIE
Lw mmNL 56.35
360800,12
36067.25
)101931)(000200(384800,1252.175
)750(3845
9
4/4
==<===Δ O.K.xIE tr 360360)10193.1)(000,200(384)75.0(384
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Shear Connectors
W 18x55
=1.2x14.60+1.6x3.65
=23.36kN/m
23 36*12 802=478 41 kNm
=14.60+3.65
=18.25kN/m
18 25*12 802=373 76 kNm23.36 12.80 =478.41 kNm
0 9(F Z )=0 9(345x1 835 351mm3)
18.25*12.802=373.76 kNm
(F Z )/1 67=(345x1 835 351mm3)/1 67
W 18x550.9(FyZx)=0.9(345x1,835,351mm )=570kNm<478.41kNm
(FyZx)/1.67=(345x1,835,351mm3)/1.67=379kNm<373.76kNm
mmLmmx
xxIE
Lw mmN
x
L 56.35360
800,12360
22.17)10704.3)(000,200(384
800,1265.35)(384
58
4/4
==<===Δ O.K.
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Shear Connectors
28MPa concretemm19
kNQn 5.76= (See the next slide)
kNQ 983,1=∑ kNQn 983,1∑
9.255.76
983,1= (use 26)
52226 =xmm150 )150( apartmm
m303 )300( tmm
upper flute
m30.3 )300( apartmm
mmx 114196 =mmx 9601208 =
lower flute
Note: usual rib (deck flute) spacing is about 150mm
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Shear Connectors
22
5.2834
)19( mmAsc ==π
MPafwE mkgccc 753,2628)2400(043.0043.0 5.1/'5.1 3
===
kNkNQn 5.76)450)(5.283)(6.0)(0.1(7.122)753,26(28)5.283(5.0 =≤==
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Shear Connectors
CL
mmmm 600,12150@84 =
ribspacingmm150
)(3300 everyflutemm150@20
)(4650 uteeverytwoflmm )(4650 uteeverytwoflmmmm150@16 150@16
mm800.12
mm150@20mm150@16 mm150@16
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Shear Connectors
kN944)460)(91.9)(345(6.0 =kN850)944(9.0 = kN6.305
kN56567.1/944 = kN28.217
MPaFy 345=
mmfiftytwo 19
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Shear Connectors
N C it D i f th BNon‐Composite Design of the Beam:
=1.2x16.43+1.6x17.52
=47 75kN/m
=16.43+17.52
=33 95kN/m=47.75kN/m
47.75*12.802=977.92 kNm
=33.95kN/m
33.95*12.802=695.30 kNm
6
47.75*12.80=305.6 kN 33.95*12.80=217.28 kN
336
, 10150,3)345(9.0
1092.977 mmxxZ reqx == 336
, 10366,3)67.1/345(
1030.695 mmxxZ reqx ==
3310450,39718
mmxZxWuse
x =
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References
• h d d l l• Shen, J., Advanced Steel Structures, Class Notes, IIT, 2009.