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<4D6963726F736F667420576F7264202D203353415032303030AB44BD75A9CAB0CABA41BEFAAEC9A4C0AA52BCD2C0C0B977B4FAB9EAA4D8A46FBFFBB5B2BA63ABD8BF76AAABB159B6F2B9EAC5E72DA475B57BA7DEB34E2E646F63>http://www.sinotech.org.tw/journal/
15
SAP2000

http://www.sinotech.org.tw/journal/
16
1200 2005

( 1)

(Collapse Level)
SAP2000

(sec)
17

ABCDE
( 4 5)

Load Case( 6 NON_DEAD)

SAP2000 Time
Test
Idealized
Strain
18
0.001 0.005
Time Step 0.01
Time
Damping
2
2 Damping Ratio 0.02
( 8)Damping
CollocationHilber-Hughes-Taylor(HHT)Chung
HHT
()α=0
HHT (α=0-0.05-0.1-0.2) 5
( 9)
Newmark HHT α

Roof Displacement (X-dir)
0 10 20 30 40 50 60 70 80 90
Time (sec)
R oo
f D
is pl
ac em
en t (
m m
0 10 20 30 40 50 60 70 80 90
Time (sec)
R oo
f D
is pl
ac em
en t (
m m
)
Newmark Hall HHT alpha=0 HHT alpha=-0.05 HHT alpha=-0.1 HHT alpha=-0.2
10820107PP. 15-22
19
Size 0.005 Time Step
0.005 Maximum Substep Size
0.001 Time Step
5 Substeps

Substep

Event-to-Event
C 2 C B
2 C
B C
2 1
( Event)
yθ
)1( 6 yec
cye y P
P EI lZF
SAP2000
10820107PP. 15-22
20
0.07 13 yθ 0.050.07
0.08

1F
17
0 10 20 30 40 50 60 70 80 90
Time (sec)
R oo
10820107PP. 15-22
21
18 Y
19 X
20 X
21 X
Drift Angle of 1st Floor(X)
-0.0800
-0.0600
-0.0400
-0.0200
0.0000
0.0200
0.0400
0.0600
0.0800
0.1000
0.1200
0 10 20 30 40 50 60 70 80 90 100
10820107PP. 15-22
22
18~ 22 SAP2000

Model
SAP2000
Chia-Wei Wu, Qiang Xue (2008) Prediction of Real Seismic
Behavior for Buildings by Using Nonlinear Static and Dynamic Analyses, Eleventh East Asia-Pacific Conference on Structural Engineering & Construction (EASEC-11), Nov. 19-21, Taipei, Taiwan
SAP2000: Analysis Reference (2004) Computers and Structures, Inc., U.S.A.
Shuenn-Yih Chang (2004) M.J.N., Studies of Newmark Method for Solving Nonlinear Systems: (I) Basic Analysis, Journal of the Chinese Institute of Engineers, Vol. 27, No. 5, pp. 651-662
(2006) E-Defense
RC
analysis.jp/index_e.html