0 0.5 1 1.5 2 2.5 3
0 0.2 0.4 0.6 0.8 1
Spectral Acceleration (g)
Period (sec)
0 0.5 1 1.5 2 2.5 3
0 10 20 30
5 15 25
Period (sec)
Spectral Displacement (cm)
ξ= 5%
10%
15%
20%
30%
ξ= 5%
10%
15%
20%
30%
圖 4-9 1940 年 El Centro N-S 加速度時間歷時、加速度反應譜、位移反應譜示 意圖
0 1 2 3
Acceleration (g)Spectral Acceleration (g)
Period (sec)
Period (sec)
Spectral Displacement (cm)
PGA=0.130g
Chi-Chi Earthquake -100%TAP003EW
ξ= 5%
0 20 40 60 80 100 120 140 -0.1
0 0.1
-0.15 -0.05 0.05 0.15
0 1 2 3
0 0.1 0.2 0.3 0.4 0.5
0 0.5 1 1.5 2 2.5 3
0 10 20 30
5 15 25
Acceleration (G)
Time (sec)
Spectral Acceleration (g)
Period (sec)
Spectral Displacement (cm)
Period (sec)
Chi-Chi Earthquake -100%TAP010EW
PGA=0.117g
ξ= 5%
10%
15%
20%
30%
ξ= 5%
10%
15%
20%
30%
圖 4-11 九二一集集大地震 TAP010EW 加速度時間歷時、加速度反應譜、位移 反應譜示意圖
0.035
0.00649
Time (sec)
Displacement (m)
0 2 4 6 8 10
-0.12 -0.08 -0.04 0 0.04 0.08 0.12
圖 4-12 規則型十層樓三維構架，
假設斜撐勁度無窮大時，採平均分配法分配阻尼係數自由振動辨識整體阻尼比
0 2 4 6 8 10
-0.08 -0.04 0 0.04 0.08
Time (sec)
Displacement (m)
0.03006
0.00441
圖 4-13 規則型十層樓三維構架，
假設斜撐勁度無窮大時，採彈性應變能分配阻尼係數自由振動辨識整體阻尼比
0 2 4 6 8 10 -0.08
-0.04 0 0.04 0.08
Time (sec)
Displacement (m)
0.0314
0.00492
圖 4-14 規則型十層樓三維構架，
假設斜撐勁度無窮大時，依樓層剪力分配阻尼係數自由振動辨識整體阻尼比
Max. Relative Displacement (cm)
0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 1
Max. Story Drift Angle
-2 0 2 4 6 8
Max. Acceleration (m/sec2)
0 4000 8000 12000 16000
0
Max. Story Shear (KN)
圖 4-15 規則型結構三維構架承受 100%El Centro 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
空構架
Max. Relative Displacement (cm)
0 0.004 0.008 0.012 0.016
1
Max. Story Drift Angle
2 4 6 8 10 12
Max. Acceleration (m/sec2)
0 10000 20000 30000 40000
0
Max. Story Shear (KN)
圖 4-16 規則型結構三維構架承受 200%TAP003 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
空構架
Max. Relative Displacement (cm)
0 0.004 0.008 0.012
1
Max. Story Drift Angle
0 2 4 6 8 10 12
Max. Acceleration (m/sec2)
0 10000 20000 30000 40000
0
Max. Story Shear (KN)
圖 4-17 規則型結構三維構架承受 200%TAP010 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
0 10 20 30 -0.2
-0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inhearent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Displacement (m)Displacement (m)Displacement (m)
Time(sec)
Time(sec)
Time(sec)
圖 4-18 規則型結構振動模態之三維構架受 100%El Centro 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 10 20 30 -8
-4 0 4 8
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 10 20 30
-8 -4 0 4 8
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 10 20 30
-8 -4 0 4 8
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Acceleration (m/sec2)Acceleration (m/sec2)Acceleration (m/sec2)
Time (sec)
Time (sec)
Time (sec)
圖 4-19 規則型結構振動模態之三維構架受 100%El Centro 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
0 40 80 120 160 -0.4
-0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 40 80 120 160
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 40 80 120 160
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Time (sec)
Time (sec) Displacement(m)Displacement(m)Displacement(m)
Time (sec)
圖 4-20 規則型結構振動模態之三維構架受 200%TAP003 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 40 80 120 160 -15
-10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 40 80 120 160
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 40 80 120 160
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Time (sec)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-21 規則型結構振動模態之三維構架受 200%TAP003 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
0 40 80 120 -0.4
-0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 40 80 120
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 40 80 120
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Displacement (m)
Time (sec)
Time (sec)
Time (sec)
Displacement (m)Displacement (m)
圖 4-22 規則型結構振動模態之三維構架受 200%TAP010 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 40 80 120 -15
-10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.29%
0 40 80 120
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.10%
0 40 80 120
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.59%
Time (sec)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-23 規則型結構振動模態之三維構架受 200%TAP010 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
圖 4-24 具軟層之結構三維構架 X-Y 向平面圖
[email protected]m2@6m
圖 4-25 具軟層之結構三維構架 X-Z 向平面圖
圖 4-26 具軟層之結構三維構架 Y-Z 向平面圖
-0.015 -0.01 -0.005 0 0.005 0.01 0.015 -8000
-4000 0 4000 8000
1st Story
K1=533364.45 KN/m
Story Shear (KN)
Story Drift (m)
-0.03 -0.02 -0.01 0 0.01 0.02 0.03
-8000 -4000 0 4000 8000
Story Shear (KN)
Story Drift (m) 2nd Story
K2=334511.84 KN/m
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -8000
-4000 0 4000 8000
Story Shear (KN)
Story Drift (m)
3nd Story
K3=694989.63 KN/m
-0.008 -0.004 0 0.004 0.008
-6000 -4000 -2000 0 2000 4000 6000
Story Shear (KN)
Story Drift (m)
K4=745062.45 KN/m 4th Story
圖 4-27(a) 具軟層之結構十層樓三維構架各樓層之勁度
-0.008 -0.004 0 0.004 0.008 -6000
-3000 0 3000 6000
Story Shear (KN)
Story Drift (m) 5th Story
K5=748279.49 KN/m
-0.008 -0.004 0 0.004 0.008
-6000 -3000 0 3000 6000
Story Shear (KN)
Story Drift (m) 6th Story
K6=716109.03 KN/m
-0.006 -0.004 -0.002 0 0.002 0.004 0.006 -4000
-2000 0 2000 4000
Story Shear (KN)
Story Drift (m)
K7=628196.51 KN/m 7th Story
-0.006 -0.003 0 0.003 0.006
-3000 -2000 -1000 0 1000 2000 3000
Story Shear (KN)
Story Drift(m) 8th Story
K8=544571.80 KN/m
圖 4-27(b) 具軟層之結構十層樓三維構架各樓層之勁度
-0.004 -0.002 0 0.002 0.004 -2000
-1000 0 1000 2000
Story Shear(KN)
Story Drift (m) 9th Story
K9=486260.13 KN/m
-0.003 -0.002 -0.001 0 0.001 0.002 0.003 -1200
-800 -400 0 400 800 1200
Story Shear (KN)
Story Drift (m) 10th Story
K10=360927.96 KN/m
圖 4-27(c) 具軟層之結構十層樓三維構架各樓層之勁度
圖 4-28(a) 具軟層之結構三維構架 X-Z 向應力比-DL+LL
圖 4-28(b) 具軟層之結構三維構架 Y-Z 向應力比-DL+LL
圖 4-29(a) 具軟層之結構三維構架 X-Z 向應力比-DL+LL+EQ
圖 4-29(b) 具軟層之結構三維構架 Y-Z 向應力比-DL+LL+EQ
-0.12 -0.08 -0.04 0 0.04 0.08 0.12
0 2 4 6 8 10
0.00634 0.03699
Displacement (cm)
Time (sec)
圖 4-30 具軟層之十層樓三維構架，
假設斜撐勁度無窮大時，採平均分配法分配阻尼係數自由振動辨識整體阻尼比
0 2 4 6 8 10
-0.08 -0.04 0 0.04 0.08
0.0006353 0.01509
Displacement (cm)
Time (sec)
圖 4-31 具軟層之十層樓三維構架，
假設斜撐勁度無窮大時，採彈性應變能分配阻尼係數自由振動辨識整體阻尼比
0 2 4 6 8 10 -0.12
-0.08 -0.04 0 0.04 0.08 0.12
0.00274 0.0264
Displacement (cm)
Time (sec)
圖 4-32 具軟層之十層樓三維構架，
假設斜撐勁度無窮大時，依樓層剪力分配分配阻尼係數自由振動辨識整體阻尼比
空構架
Max. Relative Displacement (cm)
0 0.002 0.004 0.006
1
Max. Story Drift Angle
-6 -3 0 3 6
Max. Acceleration (m/sec2)
0 2000 4000 6000 8000 10000
0
Max. Story Shear (KN)
圖 4-33 具軟層之結構三維構架承受 100%El Centro 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
空構架
Max. Relative Displacement (cm)
0 0.004 0.008 0.012 0.016 0.02
1
Max. Story Drift Angle
0 2 4 6 8 10
Max. Acceleration (m/sec2)
0 10000 20000 30000 40000
0
Max. Story Shear (KN)
圖 4-34 具軟層之結構三維構架承受 200%TAP003 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
空構架
Max. Relative Displacement (cm)
0 0.004 0.008 0.012 0.016
1
Max. Story Drift Angle
-2 0 2 4 6 8 10
Max. Acceleration (m/sec2)
0 10000 20000 30000 40000
0
Max. Story Shear (KN)
圖 4-35 具軟層之結構三維構架承受 200%TAP010 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
0 10 20 30 -0.2
-0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Displacement (m)
Time (sec)
Time (sec)
Time (sec) Displacement (m)Displacement (m)
圖 4-36 具軟層之結構振動模態之三維構架受 100%El Centro 地震歷時擾動 下，上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪 力分配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 10 20 30 -6
-4 -2 0 2 4 6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 10 20 30
-6 -4 -2 0 2 4 6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 10 20 30
-6 -4 -2 0 2 4 6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Acceleration (m/sec2)Acceleration (m/sec2)Acceleration (m/sec2)
Time (sec)
Time (sec)
Time (sec)
圖 4-37 具軟層之結構振動模態之三維構架受 100%El Centro 地震歷時擾動 下，上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪 力分配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
0 40 80 120 160 -0.4
-0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 40 80 120 160
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 40 80 120 160
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Time (sec)
Displacement (m)
Time (sec)
Time (sec) Displacement (m)Displacement (m)
圖 4-38 具軟層之結構振動模態之三維構架受 200%TAP003 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 40 80 120 160 -12
-8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 40 80 120 160
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 40 80 120 160
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Acceleration (m/sec2)
Time (sec)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-39 具軟層之結構振動模態之三維構架受 200%TAP003 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
0 40 80 120 -0.4
-0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 40 80 120
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 40 80 120
-0.4 -0.2 0 0.2 0.4
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Time (sec) Displacement (m)Displacement (m)Displacement (m)
Time (sec)
Time (sec)
圖 4-40 具軟層之結構振動模態之三維構架受 200%TAP010 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 40 80 120 -12
-8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.9%
0 40 80 120
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 19.44%
0 40 80 120
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 12.74%
Acceleration (m/sec2)
Time (sec)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-41 具軟層之結構振動模態之三維構架受 200%TAP010 地震歷時擾動下，
上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪力分 配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
圖 4-42 Setback Building 二維構架 X-Z 向平面圖
-0.004 -0.002 0 0.002 0.004 -2000
-1000 0 1000 2000
1st Story
K1 = 398034.83KN/m
Story Drift (m)
Story Shear (KN)
-0.008 -0.004 0 0.004 0.008
-2000 -1000 0 1000 2000
2nd Story
K2 = 231575.23 KN/m
Story Drift (m)
Story Shear (KN)
-0.008 -0.004 0 0.004 0.008
-2000 -1000 0 1000 2000
Story Drift (m)
Story Shear (KN)
3rd Story
K3 = 180004.45KN/m
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1500
-1000 -500 0 500 1000 1500
4th Story
K4 = 141201.85 KN/m
Story Drift (m)
Story Shear (KN)
圖 4-43(a) Setback Building 十二層二維構架各樓層之勁度
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1500
-1000 -500 0 500 1000 1500
5th Story
K5 = 131489.98 KN/m
Story Drift (m)
Story Shear (KN)
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1500
-1000 -500 0 500 1000 1500
Story Shear (KN)
Story Drift (m)
K6 = 117909.48 KN/m 6th Story
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1200
-800 -400 0 400 800 1200
Story Shear (KN)
Story Drift (m) 7th Story
K7=112124.89 KN/m
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1200
-800 -400 0 400 800 1200
Story Shear (KN)
Story Drift (m)
K8=108777.97 KN/m 8th Story
圖 4-43(b) Setback Building 十二層二維構架各樓層之勁度
-0.012 -0.008 -0.004 0 0.004 0.008 0.012 -1200
-800 -400 0 400 800 1200
Story Shear (KN)
Story Drift (m)
K9=95957.70 KN/m 9th Story
-0.008 -0.004 0 0.004 0.008
-800 -400 0 400 800
Story Shear (KN)
Story Drift (m) 10th Story
K10=91360.12 KN/m
-0.008 -0.004 0 0.004 0.008
-600 -400 -200 0 200 400 600
Story Shear (KN)
Story Drift (m) 11th Story
K11=86428.61 KN/m
-0.004 -0.002 0 0.002 0.004
-300 -200 -100 0 100 200 300
Story Shear (KN)
Story Drift (m) 12th Story
K12=71395.04 KN/m
圖 4-43(c) Setback Building 十二層二維構架各樓層之勁度
圖 4-44 Setback Building 二維構架 X-Z 向應力比-DL+LL
圖 4-45 Setback Building 二維構架 X-Z 向應力比-DL+LL+EQ
0.0377
0.00643
Time (sec)
Displacement (m)
0 2 4 6 8 10
-0.12 -0.08 -0.04 0 0.04 0.08 0.12
圖 4-46 Setback Building 十二層樓二維構架，
假設斜撐勁度無窮大時，採平均分配法分配阻尼係數自由振動辨識整體阻尼比
0.0315
0.00412
Time (sec)
Displacement (m)
0 2 4 6 8 10
-0.12 -0.08 -0.04 0 0.04 0.08 0.12
圖 4-47 Setback Building 十二層樓二維構架，
假設斜撐勁度無窮大時，採彈性應變能法分配阻尼係數自由振動辨識整體阻尼比
0.0348
0.00528
Time (sec)
Displacement (m)
0 2 4 6 8 10
-0.12 -0.08 -0.04 0 0.04 0.08 0.12
圖 4-48 Setback Building 十二層樓二維構架，
假設斜撐勁度無窮大時，依樓層剪力分配阻尼係數自由振動辨識整體阻尼比
空構架
Max. Relative Displacement (cm)
0 0.002 0.004 0.006
1
Max. Story Drift Angle
-2 0 2 4 6 8 10
Max. Acceleration (m/sec2)
0 400 800 1200 1600 2000 2400
0
Max. Story Shear (KN)
空構架
Max Relative Displacement (cm)
0 0.004 0.008 0.012 0.016
1
Max. Story Drift Angle
0 4 8 12
Max. Acceleration (m/sec2)
0 2000 4000 6000 8000
0
Max. Story Shear (KN)
圖 4-50 Setback Building 二維構架承受 200%TAP003 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
空構架
Max. Relative Displacement (cm)
0 0.004 0.008 0.012
1
Max. Story Drift Angle
0 2 4 6 8 10
Max. Acceleration (m/sec2)
0 2000 4000 6000 8000
0
Max. Story Shear (KN)
圖 4-51 Setback Building 二維構架承受 200%TAP010 地震擾動下，
各方法之位移、加速度、剪力、層間變位角之情形
0 10 20 30 -0.2
-0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.94%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.98%
0 10 20 30
-0.2 -0.1 0 0.1 0.2
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.84%
Displacement (m)
Time (sec)
Time (sec)
Time (sec)
Displacement (m)Displacement (m)
圖 4-52 Setback Building 振動模態之二維構架受 100%El Centro 地震歷時擾 動下，上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層 剪力分配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 10 20 30 -12
-8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.94%
0 10 20 30
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.98%
0 10 20 30
-12 -8 -4 0 4 8 12
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.84%
Time (sec)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-53 Setback Building 振動模態之二維構架受 100%El Centro 地震歷時擾 動下，上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層 剪力分配加裝線性黏性阻尼器補強後與補強前之加速度歷時反應
0 40 80 120 160 -0.6
-0.3 0 0.3 0.6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.94%
0 40 80 120 160
-0.6 -0.3 0 0.3 0.6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.98%
0 40 80 120 160
-0.6 -0.3 0 0.3 0.6
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.84%
Time (sec)
Time (sec)
Time (sec)
Displacement (m)Displacement (m)Displacement (m)
圖 4-54 Setback Building 振動模態之二維構架受 200%TAP003 地震歷時擾動 下，上、中、下圖分別為阻尼係數依平均分配法、彈性應變能、樓層剪 力分配加裝線性黏性阻尼器補強後與補強前之位移歷時反應
0 40 80 120 160 -15
-10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 8.94%
0 40 80 120 160
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 10.98%
0 40 80 120 160
-15 -10 -5 0 5 10 15
inherent damping ratio 5%
inherent damping ratio 5% + added damping ratio 9.84%
Time (sec) Acceleration (m/sec2)
Time (sec)
Time (sec) Acceleration (m/sec2)Acceleration (m/sec2)
圖 4-55 Setback Building 振動模態之二維構架受 200%TAP003 地震歷時擾動
圖 4-55 Setback Building 振動模態之二維構架受 200%TAP003 地震歷時擾動