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I
FEMA355D
FEMA350
FEMA351
I
I
ANSYS
MP1
MP2MP3
Column Cover Plate
Beam Top-Flange Plate
Reinforced Cover Plate
Beam Bottom-Flange
Plate
AISC
MP1
H=300 cm
cm240bL
AISC
cm1500 L
AISC
MP1
ST-37ANSYS
MP1MP2MP3
MP1
IPE270 Beam section
2IPE240 Column section
220 Center line of column I-
sections
PL220*10 Column cover plate
PL280*60*20 Reinforced cover plate
PL300*200*15 *Beam bottom-flange
plate
PL150*100*10 Shear tab
PL270*210*15 Doubler plate
PL220*60*15 Continuity plate
*
MP1
Loading
Roller Support
Lateral Support
ST-37
2.10E+06 2/ cmKg
0.32/ cmKg6500
MP1
Yield Stress
) 2/ cmKg ) Part
3107 Beam/Column flange
3451 Beam/Column web- web stiffener
3540 Beam top flange plate- reinforced column cover plate
3120 Beam bottom flange plate-doubler plate-continuity plate
3535 Shear tab-column cover plate
SOLID45
XYZ
SOLID45
CONTA173
TARGE170TARGET
CONTACT
SAC97
AISCFEMA350
MP1
MP1
2/ cmKg
Mp
0.8Mp
AISC
a) Von Mises stress contour
b) Von Mises plastic strain contour
MP1
-20
-15
-10
-5
0
5
10
15
20
0 10 20 30 40 50 60 70
Cycles
δ(cm)
X
Y
Z
0
.00813
.016259
.024389
.032519
.040649
.048778
.056908
.065038
.073167
X
Y
Z
.51602
1347
2693
4040
5386
6732
8079
9425
10772
12118
MP1
AISC
Φs
ab12
AC
B
D
bh1t2t
ABCD
AC
Ms
Φs
sk
MsΦs
AISC
MP1
Ms(KN.m)
Φs(rad)
sk
(KN.m)
I(m^4)
L (m)
EILKs /
102.96 1.41E-03 7.28E+04 5.79E-05 4.8 28.73
EILKs /
AISC
)(2
21
22
ab
bapz
)(
))()((
21 tthb
DCBAc
A
C
B
D
E7018
E6013
MP1
MP1
MP1
0.8Mp
AISC
LEI /20Ms
IPE270
Ms
LEI /20
LEI /20
Φs
sK s
sM
KN.m
LEI /
EILKs /
AISC
0
50
100
150
200
250
300
0 0.01 0.02 0.03 0.04 0.05 0.06
Interstory drift Angle(rad)
Mo
me
nt a
t C
olu
mn
Fa
ce
(K
N.m
)
Experimental
Model
Finite Element
Model0.8Mp
IPE200
(IPE400)
IPE200
MP2HbL0L
IPE400
MP3HbL0L
AISC
MP2MP3
MP1
ST-37
2/ cmKg
2.10E+060.32/ cmKg6500
MP1
MP2*
IPE200 Beam section
2IPE180 Column section
180 Center line of column I-
sections
PL180*8 Column cover plate
PL220*60*18 Reinforced cover plate
PL220*150*18 **Beam bottom-flange
plate
PL120*80*8 Shear tab
PL200*150*10 Doubler plate
PL160*45*18 Continuity plate
MP3*
IPE400 Beam section
2IPE360 Column section
330 Center line of column I-
sections
PL330*15 Column cover plate
PL420*80*25 Reinforced cover plate
PL560*300*30 **Beam bottom-flange
plate
PL250*150*15 Shear tab
PL400*330*25 Doubler plate
PL340*85*30 Continuity plate
*mm
**
MP2aMP3
b
0
50
100
150
200
250
300
0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009
Connection Rotation(rad)
Mo
men
t at
Co
lum
n F
ace(K
N.m
)
20EI/L
Ms
MP3
a) MP2
b) MP3
MP2MP3
MP2MP3
MP2MP3
2/ cmKg
a) Von Mises stress contour
a) Von Mises stress contour
b) Von Mises plastic strain contour
MP2MP3
X
Y
Z
.733E-06
.013244
.026487
.03973
.052973
.066217
.07946
.092703
.105946
.119189
MP2
MP3MP1
MP2MP3a
b
a) MP2
b) MP3
MP2MP3
0.8Mp
AISC
EILKs /
MP2MP3
AISC
MP2MP3
Model Name
Ms
(KN.m) Φs
(rad) sk
(KN.m)
I
(m^4) L
(m)
EILKs /
MP2 46.56 1.34E-
03 3.48E+
04 1.94E-
05 4.8 41
MP3 278.4 1.20E-
03 2.31E+
05 2.31E-
04 6.8 32.35
E6013
-100
-80
-60
-40
-20
0
20
40
60
80
100
-0.08 -0.06 -0.04 -0.02 0 0.02 0.04 0.06 0.08
Interstory Drift Angle(rad)
Mo
men
t at
Co
lum
n F
ace(K
N.m
)
-0.8Mp
0.8Mp
-600
-400
-200
0
200
400
600
-0.08 -0.06 -0.04 -0.02 0 0.02 0.04 0.06 0.08
Interstory Drift Angle(rad)
Mo
men
t at
Co
lum
n f
ace(K
N.m
)
LEI /20LEI /2
AISC
0.8Mp
AISC
0.8Mp
AISC
AISC
EILKs /
1. Federal Emergency Management Agency. (2000). FEMA-355D: State of the Art Report on Connection
Reinforcement. Sac Joint Venture, Sacramento, California.
2. Engelhardt, M.D., Sabol T.A., Aboutaha R.S. and Frank K.H. (1995). “Testing Connections: An Overview
of AISC Northridge Moment Connection Test Program.” AISC, Modern Steel Construction, Vol. 35, No. 5,
PP. 36-44.
3. Kurobane, Y., Ogawa, K. and Ueda, C. (1996). “Kobe Earthquake Damage to High-Rise Ashiyahama
Apartment Buildings: Brittle Tensile Failure of Box Section Columns.” Proc., th7 Tubular Structures
Conf., Balkema, Rotterdam, PP. 277-284.
4. Federal Emergency Management Agency. (2000). FEMA-350: Recommended Seismic Design Criteria for
New Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento, California.
5. Federal Emergency Management Agency. (2000). FEMA-351: Recommended Seismic Evaluation and
Upgrade Criteria for Existing Welded Steel Moment Frame Buildings. Sac Joint Venture, Sacramento,
California.
6. Mazrooe, A., Simonian, W. and Nikkhah eshghi, M. (2009). Experimental Evaluation of Rigid Welded
Connections Used in IRAN. BHRC Publication No.R-305, Tehran. (In Persian)
7. Iranian National Building Code. (2005). Part 10: Steel Structures. Ministry of Housing and Urban
Development,Tehran. (In Persian)
8. Deylami, A. and Shiravand, M.R. (2005). “Moment Connection of Steel Built-up Column Using Side
Plates.” Proc. Fourth International Conf. on Advances in Steel Structures, Shanghai, PP. 911-916.
9. AISC, American Institute of Steel Construction. (2005). Seismic Provisions for Structural Steel Buildings.
Chicago.
10. AISC, American Institute of Steel Construction. (2005). Specification for Structural Steel Buildings.
Chicago.
11. Clark, P. (1997). Protocol for Fabrication, Inspection, Testing, and Documentation of Beam-Column
Connection Test and other Experimental Specimen. SAC Joint Venture, Sacramento, California.
12. Mazzolani, F.M. (2000), Moment Resistant Connections of Steel Frames in Seismic Areas, E & FN SPON,
London.
13. Deylami, A. (2010). Report of I-Beam to Double-I Built-up Column Moment Connection Experiments.
BHRC Publication (under revision), Tehran. (In Persian)