第五章 結論與建議
5.2 建議
1. 由於設計的考量，都是以梁的彎矩容量作為一個標準，因此需 強柱弱梁比值
M pc M pb
必須大於 1.0，使柱不會在梁降伏前破 壞；且依本計畫試驗結果建議，於目標梁端變位點之柱面彎矩，不可大於梁的彎矩容量，確保梁與柱維持於彈性。
2. 可使用與消能鋼棒較密合且較厚的束制鋼管，以改善消能鋼棒 受壓挫屈未達受壓降伏情形，增加接頭消能效果。
3. 本試驗之子結構未澆置樓板，未來若能針對樓板效應加以考 量，探討梁柱接合縫隙開合受樓板之影響，可對預力梁柱接頭 之行為有更深入的了解。
4. 由於消能鋼棒採銲接方式安裝，因此較不易更換，需更深入研 究其安裝及替換程序。
參考文獻
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Blakeley, R. W. G., and Park, R. (1973). “Prestressed concrete sections with cyclic flexure.” Journal of the Structural Division, 9(ST8), 1717–1741.
Cheok, G. S., Stone, W. C., and Kunnath, S. K. (1998). “Seismic response of precast concrete frames with hybrid connections.” ACI Struct. J., 95(5),527–539.
Christopoulos, C., Filiatrault, A., Uang, C. M., and Folz, B. (2002).
“Posttensioned energy dissipating connections for moment-resisting steel frames.” J. Struct. Eng., 128(9), 1111–1120.
Christopoulos, C., Filiatrault, A., and Folz, B. (2002). “Seismic response of self-centring hysteretic SDOF systems.” Earthquake Engng Struct. Dyn., 31, 1131–1150.
Cruz, P. R. (2003) “Seismic analysis, design, and evaluation of post-tensioned friction-damped connections for steel moment-resisting frames.” UMI Phd, No.3086964.
Chou, C. C., Chen, J. H., Chen, Y. C., (2004) “Performance evaluation of posttensioned steel connections for moment-resisting frames” 6th
Korea-Japan-Taiwan Joint Seminar on Earthquake Engineering for Building Structures, Taiwan.
Elliott, S. K., Davies, G., and Gorgun, H. (1998). “The stability of precast
prestressed concrete buildings in high seismic zones.” PCI J., 41(4), 44–53.
Englekirk, R. E. (2002). “Design-construction of the paramount – a 39-story precast prestressed concrete apartment building.” PCI J., 47(4), 56–71.
French, C. W., Hafner, M., and Jayashankar, V. (1989). “Connections between precast elements-failure within connection region.” J. Struct.
Eng., 115(12), 3171–3192.
Garlock, M. E. M. (2002). “Design, analysis, and experimental behavior of seismic resistant post-tensioned steel moment resisting frames.” UMI
Phd, No.3073984.
Garlock, M., Sause, R., Ricles, J. M. (2004). “Design and behavior of post-tensioned steel moment frames.” 13th World Conference on
Earthquake Engineering Vancouver, B.C., Canada., No. 2560.
Garlock, M., Ricles, J. M., Sause, R. (2005). “Experimental studies of full-scale posttensioned steel connections.” J. Struct. Eng., 131(3), 448–448.
Holden, T., Restrepo, J., and Mander, J. B. (2003). “Seismic performance of precast reinforced and prestressed concrete walls.” J. Struct. Eng., 129(3), 286–296.
Nakaki, S. D., Englekirk, R. E., and Plaehn, J. L. (1994). “Ductile connectors for a precast concrete frame.” PCI J., 39(5), 46–59.
Nakaki, S. D., Stanton, J. F., and Sritharan, S. (1999). “An overview of the PRESSS five-story precast test building.” PCI J., 44(2), 26–39.
Nishiyama, M., Watanabe, F., and Muaguruma, H. (1991). “Seismic
performance of prestressed concrete beam-column joint assemblages.”
Pacific Conference on Earthquake Engineering, New Zealand, 217–228.
Park, R., and Thompson, K. J. (1977). “Cyclic load tests on prestressed and partially prestressed beam-column joints.” PCI J., 22(5), 84–100.
Restrepo, J. I., Park, R., and Buchanan, A. H. (1995). “Design of connections of earthquake resisting precast reinforced concrete perimeter frames.” PCI J., 40(5), 68–80.
Restrepo, J. I., Park, R., and Buchanan, A. H. (1995). “Tests of connections of earthquake resisting precast reinforced concrete perimeter frames of buildings.” PCI J., 40(4), 44–61.
Priestley, M. J. N., and Tao, J. R. (1993). “Seismic response of precast prestressed concrete frames with partially debonded tendons.” PCI J., 38(1), 58–66.
Priestley, M. J. N., and MacRae, G. A. (1996). “Seismic tests of precast beam-to-column joint subassemblages with unbonded tendons.” PCI J., 41(1), 64–81.
Priestley, M. J. N. (1996). “The PRESSS program-current status and proposed plans for phase III.” PCI J., 41(2), 22–40.
Ricles, J. M., Sause, R., Garlock, M. M., and Zhao, C. (2001). ‘‘Post-tensioned seismic-resistant connections for steel frames.’’ J. Struct. Eng., 127(2), 113–121.
Ricles, J. M., Sause, R., Peng, S. W., and Lu, L. W. (2002). “Experimental evaluation of earthquake resistant posttensioned steel connections.” J.
Rojas, P., Ricles, J. M., Sause, R. (2005). ‘‘Seismic performance of post-tensioned steel moment resisting frames with friction devices.’’ J.
Struct. Eng., 131(4), 529–540.
Stone, W. C., Cheok, G. S., and Stanton, J. F. (1995). “Performance of hybrid moment-resisting precast beam-column concrete connections subjected to cyclic loading.” ACI Struct. J., 91(2), 229–249.
Zatar, W., and Mutsuyoshi, H. (1999). “Inelastic response behavior of partially prestressed concrete piers.” The Seventh East Asia-Pacific
Conference on Structural Engineering ﹠ Construction, Kochi, Japan,
1217–1222.陳誠直 (2003)，「矩形鋼管混凝土柱與 H 型鋼梁抗彎接頭行為之研究 (III)」，國科會研究報告。
表 3.1 試體參數變化表 Specimen
Number of 0.6" strands
Diameter of ED bar (mm)
Length of
表 3.3 鋼材及消能鋼棒實際材料性質表 (a)鋼材實際材料性質
Coupon Steel grade Yield strength (MPa)
Ultimate strength (MPa) Beam web A572 Gr. 50 440 537 Beam flange A572 Gr. 50 426 527 Column tube A572 Gr. 50 354 494
(b)消能鋼棒實際材料性質 Coupon Yield strength
(MPa)
Ultimate strength (MPa) 16 mm ED bar 657 672 22 mm ED bar 474 539
表 3.4 束制鋼管規格表
Specimen
External diameter of tube
(mm)
Internal diameter
of tube
Strand Specification
Diameter (mm)
Sectional area (mm
2
)Yield strength
(MPa)
Ultimate strength (MPa)
15.24 140 1670 1860 195000
表 3.6 荷重計規格表
Internal diameter (mm)
Length
(mm) Number Story drift
(%) Story drift
(%)
表 4.2 試體 S1-2 中各層間變位角首圈梁端受力值與理論值比較表 (a)正層間變位角
Specimen S1-2 East beam West beam Story drift
(%) Story drift
(%)
表 4.3 試體 S1-3 中各層間變位角首圈梁端受力值與理論值比較表 (a)正層間變位角
Specimen S1-3 East beam West beam Story drift
(%) Story drift
(%)
表 4.4 試體 S1-4 中各層間變位角首圈梁端受力值與理論值比較表 (a)正層間變位角
Specimen S1-4 East beam West beam Story drift
(%) Story drift
(%)
表 4.5 試體 S2-1 中各層間變位角首圈梁端受力值與理論值比較表 (a)正層間變位角
Specimen S2-1 East beam West beam Story drift
(%) Story drift
(%)
表 4.6 試體 S2-2 中各層間變位角首圈梁端受力值與理論值比較表 (a)正層間變位角
Specimen S2-2 East beam West beam Story drift
(%) Story drift
(%)
表 4.7 試體各階段勁度值與理論值比較表
表 4.7 試體各階段勁度值與理論值比較表 (續)
East beam
test t g ,
,θ
(% rad)West beam
test
West beam
test
表 4.9 試體柱面彎矩除梁彎矩容量與理論值比較表 S2-2 93.1 105.5 103.5 104.2 103.9 103.3 100.9 106.5 108.0 102.4
表 4.10 試體鋼絞線內力彎矩除梁彎矩容量與理論值比較表 Specimen Story drift
(% rad)
θ
圖 1.1 預力梁柱接頭梁柱接合面縫隙開啟示意圖
M
θ
Post-tensioned Steel Connection Typical Steel
Connection
圖 1.2 預力梁柱接頭接頭及傳統接頭遲滯迴圈圖示意圖
圖 1.3 預力預鑄梁柱接頭 (Priestley and MacRae 1996)
圖 1.4 消能鋼棒預力預鑄混凝土梁柱接頭圖 (Stone et al. 1995)
圖 1.5 Dywidag 韌性接頭圖 (Englekirk 2002)
圖 1.6 消能角鋼型預力鋼梁接 H 型柱梁柱接頭圖 (Ricles et al. 2002)
圖 1.7 含消能鋼棒預力梁柱接頭圖 (Christopoulos et al. 2002)
圖 1.8 切削蓋板型消能鋼板鋼梁接 CFT 柱梁柱接頭圖 (Chou et al. 2005)
ED bar Post-tensioned strands
3
δ 3
b b b
L I P = E
L b d c /2
δ
圖 2.2 梁之梁端力量與梁端位移推導圖
L
bd
c/2
δ
L
bd
c/2
P
H
P
圖 2.3 柱之梁端力量與梁端位移推導圖
L
bd
c/2
L
bd
c/2
( 2 )
2 P L
bd
cM = +
θ
AA
col
θ
θ = 2
( L
bd
c) θ
colδ = + 2
H
圖 2.4 柱簡化為一簡支梁中心受彎矩圖
Neutral axis
Concrete stress
Steel stress Tension side
Compression side
σ s,i
ε x
Strain c
σ c,i i
thfiber element
z y
圖 2.5 斷面分析法示意圖
CFT Column
Panel Zone Steel Beam
M
WV
WM
EV
EM
BottomM
TopV
ColV
ColV
PZV
PZ圖 2.6 梁柱交會區受力示意圖
δ1
δ2
γ
d v
d h
D
圖 2.7 梁柱交會區剪力變形示意圖
d
bγ A
B
d
bγ
γ γ L
b圖 2.8 交會區剪力變形造成之梁端變位分量圖
⎟ ⎠
⎜ ⎞
⎝ ⎛ − H d
b1 d
bγ
A
B
⎟ ⎠
⎜ ⎞
⎝
⎛ +
− 2
c b b b
L d
H
L γ d
γ
L
bL
bd
c/2
L
bd
c/2
P d
bL
edθ
rb r
L θ δ =
2
δ
2
2 ed b
b ed ed
L L
d A P = E
u
d ed
, ld
ed,圖 2.12 消能鋼棒之梁端力量與梁端位移推導圖
f y
f u
ε y ε u
Strain
Str e n gt h
圖 2.13 消能鋼棒應力-應變關係曲線示意圖
y Gap opening
ED bar yield in tension
ED bar yield in compression Re-Centering
Gap closing
4
k c k pz k b
圖 2.16 含消能鋼棒預力梁柱接頭 0-1 階段時，勁度聯結方式圖
k c k pz k b k st
k ed
圖 2.17 含消能鋼棒預力梁柱接頭 1-2 階段時，勁度聯結方式圖
k c k pz k b k st
k ed,y
圖 2.18 含消能鋼棒預力梁柱接頭 2-3 階段時，勁度聯結方式圖
M
yM
dg
2 θ
y,M
t ,g g
θ
θ
y,M
tθ
g
-4 -2 Story drift (%) 0 2 4
-150 -100 -50 0 50 100 150
Displacement (mm)
-1
Fo rce ( k N )
S1-1 (w/o ED) S1-2 (w/ED)
圖 3.1 試體 S1-1 與試體 S1-2 梁端施力與梁端位移模擬曲線比較
-4 -2 Story drift (%) 0 2 4
-150 -100 -50 0 50 100 150
Displacement (mm)
-1
Fo rce ( k N )
S1-2 (ED dia=16 mm) S1-4 (ED dia=22 mm)
圖 3.2 試體 S1-2 與試體 S1-4 梁端施力與梁端位移模擬曲線比較
-4 -2 Story drift (%) 0 2 4
-150 -100 -50 0 50 100 150
Displacement (mm)
-1 -0.5 0 0.5 1
M/ M p
-300 -200 -100 0 100 200 300
Fo rce ( k N )
S2-1 (ED length 0.6 m) S2-2 (ED length 1 m)
圖 3.3 試體 S2-1 與試體 S2-2 梁端施力與梁端位移模擬曲線比較
-4 -2 Story drift (%) 0 2 4
-150 -100 -50 0 50 100 150
Displacement (mm)
-1 -0.5 0 0.5 1
M/ M p
-300 -200 -100 0 100 200 300
Fo rce ( k N )
S1-4 (12 strands, 30% M
p)
S2-2 (20 strands, 35% M
p)
Inflection
point Ground excitation
圖 3.5 結構受地震水平力作用之變形示意圖
3200
2800 400
3200
2800 400
17401440 250 300 1520 400
CFT column
Steel beam Load cell
Unit: mm
圖 3.6 試驗設置台全貌圖
WEST EAST
Tube column 400x400x10
Beam H500x200x10x16
1990 1440
1
Fig. 5 NO.1
transfering_beam-new test setup
Fig. 1
EAST Gr. 50 Reinforcing PL 16 mm
Gr. 50 Shim PL 15 mm Gr. 50 Shim PL 15 mm
40 mmψHole (TYP)
Gr. 50 Reinforcing PL 16 mm
150
TYP
NO.2
10Gr. 50 Reinforcing PL 16 mm
Gr. 50 Shim PL 15 mm Gr. 50 Shim PL 15 mm Gr. 50 Reinforcing PL 16 mm
15
Fig. 5
62.5 62.5 745 62.5 62.5 870
TYP
34 mmψHole (TYP)
26.7 mmψHole (TYP) 21 mmψHole (TYP)
EAST
400 280 TYP
141 218
Beam H500x200x10x16
1
Gr. 50 Reinforcing PL 20 mm
Section E-E
Gr. 50 Reinforcing PL 30 mm
Gr. 50 Reinforcing PL 16 mm
Gr. 50 Reinforcing PL 16 mm
6
Beam H500x200x10x16
1 Gr. 50 Reinforcing
PL 30 mm
Gr. 50 Reinforcing PL 16 mm
741347413484
88 mmψHole (TYP)
550
Gr. 50 Reinforcing PL 20 mm
Gr. 50 Reinforcing PL 16 mm
6
6
Fig. 8
66 mmψHole (TYP)圖 3.14 試體 S1-1、S1-2 與 S1-3 設計圖之八
WEST EAST
Tube column 400x400x10
Beam H500x200x10x16
1990 1440
1
Fig. 5 NO.1
transfering_beam-new test
逆打灌漿頭
EAST Gr. 50 Reinforcing PL 16 mm
Gr. 50 Shim PL15 mm Gr. 50 Shim PL 15 mm
40 mmψHole (TYP)
Gr. 50 Reinforcing PL 16 mm
150
TYP
NO.2
10Gr. 50 Reinforcing PL 16 mm
Gr. 50 Shim PL 15 mm Gr. 50 Shim PL 15 mm Gr. 50 Reinforcing PL 16 mm
15
Fig. 5
62.5 62.5 745 62.5 62.5 870 26.7 mmψHole (TYP)
22 mmψBar 26.7 mmψHole (TYP)
400
EAST
400 280 TYP
141 218
Beam H500x200x10x16
1
Gr. 50 Reinforcing PL 20 mm
Section E-E
Gr. 50 Reinforcing PL 30 mm
Gr. 50 Reinforcing PL 16 mm
Gr. 50 Reinforcing PL 16 mm
6
Beam H500x200x10x16
1 Gr. 50 Reinforcing
PL 30 mm
Gr. 50 Reinforcing PL 16 mm
741347413484
88 mmψHole (TYP)
550
Gr. 50 Reinforcing PL 20 mm
Gr. 50 Reinforcing PL 16 mm
6
6 66 mmψHole (TYP)
Fig. 8
圖 3.22 試體 S1-4、S2-1 與 S2-2 設計圖之八
50
20
2010 30
35
TYP.
ED bar D 16 mm Angle L 55 x 55 x 15
PL 160 x 40 x 20
13 13 13
10
TYP.
TYP.
TYP.
TYP 13
圖 3.23 消能鋼棒銲接設計圖
(a) Anchorage plate SD-6803 (b) Anchorage plate SD-6805
1
2 3
1
3 2
1
2 3
1
3 2
A B
C D
Anchorage plate SD-6803
A B
C D
Anchorage plate SD-6805
1
2 4 3
5
1
2
3 4
5
1 2
4 3
5
3 1
5 2
4
(a) SD-6803 預力次序編號 (a) SD-6805 預力次序編號 圖 3.25 東梁錨頭施加預力次序編號示意圖
圖 3.26 試驗構架鋼梁之側撐設計圖
π-gauge
Tiltmeter 440
500 500
East beam West beam
East beam
West beam
S N N
West beam
East beam
S
550 225
550 225
Dial-gauge Dial-gauge
Dial-gauge
圖 3.27 六組試體外部儀器架設圖
400
100
East beam
N
West beam
N S
100 100 100 6565 6565
200 50 FLA- strain gauge
YFLA- strain gauge
FRA- strain gauge
125
400
100
East beam
N
West beam
N S
100 100 100 6565 6565
200 50 FLA- strain gauge
YFLA- strain gauge
FRA- strain gauge
125
圖 3.29 試體 S2-1 應變計位置圖
Peak displacement (mm)
Number of cycles -8
-6 -4 -2 0 2 4 6 8
In te rs to ry d ri ft a ngl e ( % r a d ia n)
6 6 6 4 2 2 2 2 2 2 11.25 15.00 22.50 30 60 45 90 120 150 180
圖 3.30 梁柱接頭試驗之位移歷時圖
Specimen S1-1 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rce ( k N )
Specimen S1-1 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e (k N )
圖 4.1 試體 S1-1 試驗遲滯迴圈圖
Specimen S1-2 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-2 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.2 試體 S1-2 試驗遲滯迴圈圖
Specimen S1-3 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-3 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.3 試體 S1-3 試驗遲滯迴圈圖
Specimen S1-4 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-4 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.4 試體 S1-4 試驗遲滯迴圈圖
Specimen S2-1 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S2-1 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.5 試體 S2-1 試驗遲滯迴圈圖
Specimen S2-2 East beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S2-2 West beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.6 試體 S2-2 試驗遲滯迴圈圖
Story drift (%)
H y s te ret ic en erg y ( kN -m )
Specimen S1-1 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0
Story drift (%) 0
H y s te ret ic en erg y ( kN -m )
Specimen S1-1 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0
圖 4.7 試體 S1-1 試驗各層間變位角遲滯迴圈消能圖
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S1-2 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S1-2 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
圖 4.8 試體 S1-2 試驗各層間變位角遲滯迴圈消能圖
Story drift (%)
H y s te ret ic en erg y ( kN -m )
Specimen S1-3 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
Story drift (%) 0
H y s te ret ic en erg y ( kN -m )
Specimen S1-3 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
圖 4.9 試體 S1-3 試驗各層間變位角遲滯迴圈消能圖
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S1-4 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S1-4 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
圖 4.10 試體 S1-4 試驗各層間變位角遲滯迴圈消能圖
Story drift (%)
H y s te ret ic en erg y ( kN -m )
Specimen S2-1 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
Story drift (%) 0
H y s te ret ic en erg y ( kN -m )
Specimen S2-1 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
圖 4.11 試體 S2-1 試驗各層間變位角遲滯迴圈消能圖
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S2-2 East beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
Story drift (%) 0
H ys te ret ic en er g y ( kN -m )
Specimen S2-2 West beam
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 5.0
圖 4.12 試體 S2-2 試驗各層間變位角遲滯迴圈消能圖
Specimen S1-1 + Story drift - Story drift
0 0.01 0.02 0.03 0.04 0.05 0.06
Story drift (rad)
0
Ne u tr a l ax is l o c a ti on (m m )
Specimen S1-2 + Story drift - Story drift
0 0.01 0.02 0.03 0.04 0.05 0.06
Story drift (rad)
0
Ne ut ra l ax is lo c a tio n ( m m )
Specimen S1-3 + Story drift - Story drift
0 0.01 0.02 0.03 0.04 0.05 0.06
Story drift (rad)
0
Ne ut ral a xis l o c a tio n ( m m )
Specimen S1-4 + Story drift - Story drift
0 0.01 0.02 0.03 0.04 0.05 0.06
Story drift (rad)
0
Ne ut ral a xis l o c a tio n ( m m )
Specimen S2-1 + Story drift - Story drift
0
Ne ut ra l ax is lo c a tio n ( m m )
Specimen S2-2 + Story drift - Story drift
0
Ne ut ra l ax is lo c a tio n ( m m )
H
d b
P
P
d c
L b L b
θ b θ c θ pz θ g δ g
δ b δ c δ pz
δ total
圖 4.14 梁端變位分量示意圖
Horizontal Tiltmeter
Vertical Tiltmeter
b c
× d θ
⎟ ⎠
⎜ ⎞
⎝
⎛ + 2
c b c
L d θ
圖 4.15 柱體變形造成之梁端變位分量
θ r
δ g = θ r L b
圖 4.16 梁柱接合面縫隙造成之梁端變位分量圖
δ
b圖 4.17 梁變形造成之梁端變位分量
(a) (b)
S1-1
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S1-1
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S1-1 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S1-1 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
(e)
S1-1 Panel zone
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
圖 4.18 試體 S1-1 試驗變位分析圖
(a) (b)
S1-2
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S1-2
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S1-2 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S1-2 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
(e)
S1-2 Panel zone
-4 -2
Story drift (%)
0 2 4Bea m t ip f or c e ( k N)
(a) (b)
S1-3
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S1-3
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S1-3 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S1-3 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
(e)
S1-3 Panel zone
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
圖 4.20 試體 S1-3 試驗變位分析圖
(a) (b)
S1-4
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S1-4
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S1-4 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S1-4 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
(e)
S1-4 Panel zone
-4 -2
Story drift (%)
0 2 4Bea m t ip f or c e ( k N)
(a) (b)
S2-1
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S2-1
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S2-1 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S2-1 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or ce ( k N)
(e)
S2-1 Panel zone
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
圖 4.22 試體 S2-1 試驗變位分析圖
(a) (b)
S2-2
Subassemblage
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Beam t ip f o rce ( k N )
S2-2
Strand and ED bar
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Be am t ip f or c e ( k N)
(c) (d)
S2-2 Column
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
S2-2 Beam
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
Bea m t ip f or c e ( k N)
(e)
S2-2 Panel zone
-4 -2
Story drift (%)
0 2 4Bea m t ip f or c e ( k N)
+ - + - + - + - + - + - S1-1
P e rcen tag e ( % )
Panel zone Beam Column
Strand and ED bar
S1-2 S1-3 S1-4 S2-1 S2-2
圖 4.24 試體最大層間變位角時各分量所佔百分比圖
Specimen S1-1 East beam Predicted
-4 -2 0 2 4
Story drift (%)
-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e (k N )
Specimen S1-1 West beam Predicted
-4 -2 0 2 4
Story drift (%)
-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.25 試體 S1-1 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S1-2 East beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-2 West beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.26 試體 S1-2 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S1-3 East beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-3 West beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.27 試體 S1-3 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S1-4 East beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S1-4 West beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.28 試體 S1-4 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S2-1 East beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S2-1 West beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.29 試體 S2-1 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S2-2 East beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
Specimen S2-2 West beam Predicted
-4 -2
Story drift (%)
0 2 4-150 -100 -50 0 50 100 150
Beam tip d isplacement (mm)
-1
B e a m ti p fo rc e ( k N)
圖 4.30 試體 S2-2 試驗遲滯迴圈包絡線與理論模擬線圖
Specimen S1-1 Strand force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600
St rand f o rce ( k N )
Story drift (%) 0
1
Fo rce r at io T
ST/ T
ini,stSpecimen S1-1
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
圖 4.31 試體 S1-1 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖
Specimen S1-2 Strand force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600
St rands fo rce ( k N )
Story drift (%) 0
1
F o rce ra ti o T
ST/ T
ini,stSpecimen S1-2
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
5.0
圖 4.32 試體 S1-2 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖
Specimen S1-3 Strand force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600
St rands fo rce ( k N )
Story drift (%) 0
1
F o rce ra ti o T
ST/ T
ini,stSpecimen S1-3
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
5.0
圖 4.33 試體 S1-3 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖
Specimen S1-4 Strand Force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600
St rand f o rce ( k N )
Story drift (%) 0
1
Fo rce r a tio T
ST/ T
ini,stSpecimen S1-4
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
5.0
圖 4.34 試體 S1-4 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖
Specimen S2-1 Strand force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600
St rands f o rce ( k N )
Story drift (%) 0
1
Fo rc e r a ti o T
ST/ T
ini,stSpecimen S2-1
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
5.0
圖 4.35 試體 S2-1 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖
Specimen S2-2 Strand Force Predicted
-0.04 -0.02 0 0.02 0.04
Story drift (rad)
600 900 1200 1500 1800 2100 2400
St rand f o rce ( k N )
Story drift (%) 0
1
Fo rce r a tio T
ST/ T
ini,stSpecimen S2-2
0.375 0.5 0.75 1.0 1.5 2.0 3.0 4.0 0
0.5
5.0
圖 4.36 試體 S2-2 試驗與理論模擬鋼絞線內力圖及鋼絞線內力衰減圖