□ 表 3.1 SRC 短柱軸壓試驗之試體規劃表

(1)

表3.1 SRC 短柱軸壓試驗之試體規劃表

Hoop/Spiral Column

Cross-Section

Specimen

Designation Small Circle

Big Circle

Hoop/Spiral Spacing

( mm )

Volume Ratio

Weight of Hoop/Spiral

( N/m )

Reduction Factor

Design Guide

SRC1-HC-ACI-60 #4 60 1.67％ 616 1.00 ACI-318 Code

SRC2-HC-TWN-75 #4 75 1.34％ 494 0.79 Taiwan SRC Code

SRC3-HC-WENG-90 #4 90 1.11％ 410 0.65 Weng’s Formula

SRC4-HC-TWN-75 #4 75 1.34％ 298 0.79 Taiwan SRC Code

SRC5-HC-WENG-90 #4 90 1.11％ 248 0.65 Weng’s Formula

SRC6-HB-TWN-75 #4 75 1.34％ 494 0.79 Taiwan SRC Code

SRC7-HB-WENG-85 #4 85 1.18％ 433 0.68 Weng’s Formula

SRC8-YC-ACI-75 #3 #4 75 1.25％ 360 1.00 ACI-318 Code SRC9-YC-TWN-95 #3 #4 95 0.99％ 283 0.79 Taiwan SRC Code SRC10-YC-WENG-115 #3 #4 115 0.81％ 235 0.65 Weng’s Formula SRC11-YC-S1-60 #3 #4 60 1.56％ 449 --- Spacing = SRC1 SRC12-YC-S2-75 #3 #4 75 1.26％ 360 --- Spacing = SRC2 SRC13-YC-S3-90 #3 #4 90 1.04％ 299 --- Spacing = SRC3 SRC14-YB-TWN-95 #3 #4 95 0.99％ 283 0.79 Taiwan SRC Code SRC15-YB-WENG-110 #3 #4 110 0.85％ 245 0.68 Weng’s Formula SRC16-YC-HS-TWN-105 #3 #4 105 0.88％ 256 0.70 Taiwan SRC Code SRC17-YC-HS-WENG-130 #3 #4 130 0.71％ 208 0.57 Weng’s Formula SRC18-YC-HC-TWN-65 #3 #5 65 2.18％ 557 0.87 Taiwan SRC Code SRC19-YC-HC-WENG-80 #3 #5 80 1.73％ 453 0.69 Weng’s Formula SRC20-YB-HC-TWN-65 #3 #5 65 2.18％ 557 0.87 Taiwan SRC Code SRC21-YB-HC-WENG-80 #3 #5 80 1.83％ 453 0.73 Weng’s Formula

RC-Y-ACI-75 #3 #4 75 1.25％ 360 1.00 ACI-318 Code

Note： (1) SRC Short column dimensions：Height：1200 mm；Cross-section：600 × 600 mm (2) Steel section in SRC column：A572 Gr.50；fys =343 MPa

Cross H：2H350 × 175 × 6 × 9； ρ_s = 2.91%

Cross H：2H350 × 200 × 9 × 14； ρs = 4.72%（SRC16 and SRC17 only）

Box section：

□

275 × 275 × 10 × 10； ρ_s = 2.94%

(3) (A) Longitudinal bar in SRC hoop Column：12 #9（D29）；ρr = 2.15%；SD420； fyr = 412 MPa (B) Longitudinal bar in SRC spiral Column：16 #8（D25）；ρ_r = 2.25%；SD420； f_yr = 412 MPa²

Supplementary longitudinal bar：4 #4（D13）；Cut 50 mm short at each end.

(4) Hoop（Spiral）：#3（D10）、#4（D13）and #5（D16）；SD420；fyh = 412 MPa (5) Longitudinal bar in RC column：

RC：16 # 8（D25）and 12 # 9（D29）；ρ_r = 4.40%；SD420；f_yh = 412 MPa

(2)

Steel

Plate Thickness (mm)

Reinforcement Concrete Material

Strength 6 9 10 14 #3 #4 #8 #9

Normal

⁽¹⁾

Strength Concrete

High

⁽²⁾

Strength Concrete f

y

(MPa) 437 454 419 429 494 472 451 439

f MPa_c′( ) f MPa_c′( )

f

u

(MPa) 546 574 524 549 737 750 698 687 41.9 75.5

註：(1)本研究之試體除了試體 SRC18、19、20、21 之外，均採用一般常重混凝土，其 28 天之平均抗壓強度為 41.9 MPa。

(2)本研究之試體 SRC18、19、20、21，採用高強度混凝土，其 28 天之平均抗壓強度為 75.5 MPa。

表 3.2 SRC 短柱試體之材料強度表

(3)

表3.3 本研究 SRC 與 RC 短柱試體之軸向抗壓強度比較

Column Cross-Section

Specimen Designation

( )

Pn ⁽¹⁾

(kN)

( )

^P_{u squash}⁽²⁾

(kN)

( )

^P_{u test}⁽³⁾

(kN)

( ) ( )

^{u test}n

P P

( ) ( )

_{u squash}^{u test}

P P

SRC1-HC-ACI-60 16765 16912 20856 1.24 1.23 ACI-318 Code SRC2-HC-TWN-75 16765 16912 19885 1.19 1.18 Taiwan SRC Code SRC3-HC-WENG-90 16765 16912 19110 1.14 1.13 Weng’s Formula SRC4-HC-TWN-75 16765 16912 18188 1.08 1.08 Taiwan SRC Code SRC5-HC-WENG-90 16765 16912 17952 1.07 1.06 Weng’s Formula SRC6-HB-TWN-75 16795 17040 18639 1.11 1.09 Taiwan SRC Code SRC7-HB-WENG-85 16795 17040 19522 1.16 1.15 Weng’s Formula SRC8-YC-ACI-75 16903 17148 20964 1.24 1.22 ACI-318 Code SRC9-YC-TWN-95 16903 17148 20199 1.19 1.18 Taiwan SRC Code SRC10-YC-WENG-115 16903 17148 20630 1.22 1.20 Weng’s Formula SRC11-YC-S1-60 16903 17148 23093 1.37 1.35 Spacing = SRC1 SRC12-YC-S2-75 16903 17148 21337 1.26 1.24 Spacing = SRC2 SRC13-YC-S3-90 16903 17148 20827 1.23 1.21 Spacing = SRC3 SRC14-YB-TWN-95 16932 17275 20209 1.19 1.17 Taiwan SRC Code SRC15-YB-WENG-110 16932 17275 19228 1.14 1.11 Weng’s Formula SRC16-YC-HS-TWN-105 18943 19846 21562 1.14 1.09 Taiwan SRC Code SRC17-YC-HS-WENG-130 18943 19846 19954 1.05 1.01 Weng’s Formula SRC18-YC-HC-TWN-65 26860 24711 29253 1.09 1.18 Taiwan SRC Code SRC19-YC-HC-WENG-80 26860 24711 24859 0.93 1.01 Weng’s Formula SRC20-YB-HC-TWN-65 26889 24839 30745 1.14 1.24 Taiwan SRC Code SRC21-YB-HC-WENG-80 26889 24839 28940 1.08 1.17 Weng’s Formula

RC-Y-ACI-75 16569 16324 18109 1.09 1.11 ACI-318 Code

NOTE：(1) Ultimate design compressive strength (Pn) = 0.85f ′ A_c c+AsFys+ArFyr

(2) Ultimate squash compressive strength (Pn) squash= 0.85(f )_c′ _testAcc+As(Fys)test+Ar(Fyr)test

(3) Test compressive strength

(4)

表3.4 未受圍束與受圍束之混凝土抗壓強度的比較

(1)

f ′

c

(MPa)

(2)

f ′

cc

(MPa)

′

(3) cc

′

c

f 0.85 f

Weight of Hoop/Spiral

( N/m )

SRC1-HC-ACI-60 41.9 50.4 1.42 616 ACI-318 Code SRC2-HC-TWN-75 41.9 46.7 1.31 494 Taiwan SRC Code SRC3-HC-WENG-90 41.9 43.8 1.23 410 Weng’s Formula SRC4-HC-TWN-75 41.9 40.4 1.13 298 Taiwan SRC Code

SRC5-HC-WENG-90 41.9 39.5 1.11 248 Weng’s Formula

SRC6-HB-TWN-75 41.9 41.6 1.17 494 Taiwan SRC Code SRC7-HB-WENG-85 41.9 44.9 1.26 433 Weng’s Formula SRC8-YC-ACI-75 41.9 50.0 1.41 360 ACI-318 Code SRC9-YC-TWN-95 41.9 47.1 1.32 283 Taiwan SRC Code

SRC10-YC-WENG-115 41.9 48.7 1.37 235 Weng’s Formula SRC11-YC-S1-60 41.9 58.0 1.63 449 Spacing = SRC1

SRC12-YC-S2-75 41.9 51.4 1.45 360 Spacing = SRC2 SRC13-YC-S3-90 41.9 49.5 1.39 299 Spacing = SRC3 SRC14-YB-TWN-95 41.9 46.7 1.31 283 Taiwan SRC Code SRC15-YB-WENG-110 41.9 43.0 1.21 245 Weng’s Formula SRC16-YC-HS-TWN-105 41.9 42.0 1.18 256 Taiwan SRC Code SRC17-YC-HS-WENG-130 41.9 36.0 1.01 208 Weng’s Formula SRC18-YC-HC-TWN-65 75.5 81.3 1.27 557 Taiwan SRC Code

SRC19-YC-HC-WENG-80 75.5 64.7 1.01 453 Weng’s Formula SRC20-YB-HC-TWN-65 75.5 86.5 1.35 557 Taiwan SRC Code

SRC21-YB-HC-WENG-80 75.5 79.6 1.24 453 Weng’s Formula

RC-Y-ACI-75 41.9 42.3 1.19 360 ACI-318 Code

Note： (1) Unconfined compressive strength of concrete from cylinder test at 28 days.

(5)

表3.5 本研究之 RC 與 SRC 短柱之韌性比較

(1) Pu

ε

_0.7 ⁽²⁾

Pu

ε

^0.7^u

u P P

ε

^Design^Guide

SRC1-HC-ACI-60 0.0094 0.0491 5.22 ACI-318 Code SRC2-HC-TWN-75 0.0090 0.0440 4.89 Taiwan SRC Code SRC3-HC-WENG-90 0.0079 0.0361 4.57 Weng’s Formula SRC4-HC-TWN-75 0.0078 0.0255 3.27 Taiwan SRC Code SRC5-HC-WENG-90 0.0088 0.0317 3.60 Weng’s Formula SRC6-HB-TWN-75 0.0073 0.0306 4.19 Taiwan SRC Code SRC7-HB-WENG-85 0.0067 0.0270 4.03 Weng’s Formula SRC8-YC-ACI-75 0.0117 0.0509 4.35 ACI-318 Code SRC9-YC-TWN-95 0.0115 0.0546 4.75 Taiwan SRC Code SRC10-YC-WENG-115 0.0099 0.0446 4.51 Weng’s Formula SRC11-YC-S1-60 0.0103 0.0496 4.82 Spacing = SRC1 SRC12-YC-S2-75 0.0115 0.0581 5.05 Spacing = SRC2 SRC13-YC-S3-90 0.0101 0.0433 4.29 Spacing = SRC3 SRC14-YB-TWN-95 0.0076 0.0266 3.50 Taiwan SRC Code SRC15-YB-WENG-110 0.0075 0.0234 3.12 Weng’s Formula SRC16-YC-HS-TWN-105 0.0125 0.0344 2.75 Taiwan SRC Code SRC17-YC-HS-WENG-130 0.0096 0.0417 4.34 Weng’s Formula SRC18-YC-HC-TWN-65 0.0087 0.0563 6.47 Taiwan SRC Code SRC19-YC-HC-WENG-80 0.0107 0.0615 5.75 Weng’s Formula SRC20-YB-HC-TWN-65 0.0096 0.0455 4.74 Taiwan SRC Code SRC21-YB-HC-WENG-80 0.0089 0.0232 2.61 Weng’s Formula

RC-Y-ACI-75 0.0099 0.0263 2.65 ACI-318 Code

Note：(1) Compressive strain of column at ultimate axial load.

(2) Compressive strain of column at 70％ ultimate axial load after reaching maximum capacity.

(3)

μ

is the ductility index of the column,

μ ε =

_0.7_P_u

/ ε

_P_u.

(6)

表3.6 本研究之 RC 與 SRC 短柱之強度、韌性及箍筋用量經濟效益分析

( ) ( )

_{n squash}^{u test}

P P

0.7u u

P P

ε

^Volumetric^Ratio

Weight of Hoop/Spiral

( N/m )

Reduction Factor

SRC1-HC-ACI-60 1.23 5.22 1.67％ 616 1.00 ACI-318 Code SRC2-HC-TWN-75 1.18 4.89 1.34％ 494 0.79 Taiwan SRC Code SRC3-HC-WENG-90 1.13 4.57 1.11％ 410 0.65 Weng’s Formula SRC4-HC-TWN-75 1.08 3.27 1.34％ 298 0.79 Taiwan SRC Code SRC5-HC-WENG-90 1.06 3.60 1.11％ 248 0.65 Weng’s Formula

SRC6-HB-TWN-75 1.09 4.19 1.34％ 494 0.79 Taiwan SRC Code SRC7-HB-WENG-85 1.15 4.03 1.18％ 433 0.68 Weng’s Formula SRC8-YC-ACI-75 1.22 4.35 1.25％ 360 1.00 ACI-318 Code SRC9-YC-TWN-95 1.18 4.75 0.99％ 283 0.79 Taiwan SRC Code SRC10-YC-WENG-115 1.20 4.51 0.81％ 235 0.65 Weng’s Formula SRC11-YC-S1-60 1.35 4.82 1.56％ 449 --- Spacing = SRC1 SRC12-YC-S2-75 1.24 5.05 1.26％ 360 --- Spacing = SRC2 SRC13-YC-S3-90 1.21 4.29 1.04％ 299 --- Spacing = SRC3 SRC14-YB-TWN-95 1.17 3.50 0.99％ 283 0.79 Taiwan SRC Code SRC15-YB-WENG-110 1.11 3.12 0.85％ 245 0.68 Weng’s Formula SRC16-YC-HS-TWN-105 1.09 2.75 0.88％ 256 0.70 Taiwan SRC Code SRC17-YC-HS-WENG-130 1.01 4.34 0.71％ 208 0.57 Weng’s Formula SRC18-YC-HC-TWN-65 1.18 6.47 2.18％ 557 0.87 Taiwan SRC Code SRC19-YC-HC-WENG-80 1.01 5.75 1.73％ 453 0.69 Weng’s Formula SRC20-YB-HC-TWN-65 1.24 4.74 2.18％ 557 0.87 Taiwan SRC Code SRC21-YB-HC-WENG-80 1.17 2.61 1.83％ 453 0.73 Weng’s Formula

RC-Y-ACI-75 1.11 2.65 1.25％ 360 1.00 ACI-318 Code

(7)

表4.1 SRC 柱反覆載重試驗：試體規劃表

Spiral Size Column

Cross-Section

Specimen

Designation Small Circle

Big Circle

Spiral Spacing

( mm )

Volume Ratio

Spiral Weight ( N/m )

Spiral Reduction

Factor

Design Guide

C-SRC1-TWN-95 #3 #4 95 0.99％ 283 0.79 Taiwan SRC Code

C-SRC2-WENG-115 #3 #4 115 0.81％ 235 0.65 Weng’s Formula

C-SRC3-TWN-95 #3 #4 95 0.99％ 283 0.79 Taiwan SRC Code

C-SRC4-WENG-110 #3 #4 110 0.85％ 245 0.68 Weng’s Formula

Note：(1) Total number of SRC column cyclic test specimens：4

(2) SRC column dimensions：Height：3550 mm； Cross-section：600 × 600 mm RC foundation size： 2500 × 1800 × 750 mm

Full height of the specimen including RC foundation：4300 mm

Top portion of SRC column is enlarged to 600× 600× 900 mm to connect the MTS actuator . (3) Steel section in SRC column：A572 Gr.50；fys = 343 MPa

Cross H in SRC1 and SRC2：2H350 × 175× 6 × 9； ρs = 2.91%

Box section in SRC3 and SRC4：

□

275 × 275 × 10× 10； ρs = 2.91%

(4) Longitudinal reinforcements in SRC column：16 #8 ( D25 )；ρr = 2.25%；SD420； fyr = 412 MPa Supplementary longitudinal reinforcements：4 #4 ( D13 ) as required in Taiwan SRC code.

(5) Spiral：#3 ( D10 )、#4 ( D13 )；SD420；fyh = 412 MPa (6) Normal weight concrete：fc' = 34.3 MPa

表4.2 SRC 柱反覆載重試驗之材料強度

Steel

Plate Thickness (mm) Reinforcement Concrete Material

Strength

6 9 10 #3 #4 #8 f ′

_c

(

^MPa

)

f

y

(MPa)

³⁶⁵ ⁴⁵⁷ ⁴²² ⁴¹⁴ ⁴⁴⁴ ⁴⁵³ f

u

(MPa)

⁴⁶⁸ ⁵⁵⁷ ⁵³⁸ ⁵⁴¹ ⁶⁵¹ ⁶⁴⁹

37.3 (C-SRC1、

C-SRC2)

40.0 (C-SRC3、

C-SRC4)

(8)

表4.3 試體反覆載重加載歷程 Drift Angle

( % rad.)

Displacement

(mm) Number of Cycle

0.25 8.1 2

0.5 16.3 2

0.75 24.4 2

1.0 32.5 2 1.5 48.8 2 2.0 65.0 2 3.0 97.5 2 4.0 130.0 2 5.0 162.5 2 6.0 195.0 2

表4.4 試體混凝土彈性模數折減係數β及 γ β

Drift Angle (rad.) Specimen

Designation

0.5% 0.75% 1.0%

γ

C-SRC1-TWN-95 0.48 0.41 0.37 0.35

C-SRC2-WENG-115 0.49 0.41 0.38 0.32

C-SRC3-TWN-95 0.43 0.36 0.32 0.31

C-SRC4-WENG-110 0.42 0.34 0.30 0.29

(9)

表4.5 五螺箍 SRC 柱之強度分析與比較

Column Cross-Section

Specimen Designation

P

a

(kN)

(1)

P

P_−Δ

(kN)

(2)

P

h

(kN)

(3)

(Ph)test

(kN)

(4)

(M

n

)

SRC

(kN-m)

(5)

(M

n

)

test

(kN-m)

(6)

( )

n test n SRC

M M

C-SRC1-TWN-95 1380 26 597 623 1414 1791 1.27

C-SRC2-WENG-115 1380 26 626 652 1414 1875 1.33

C-SRC3-TWN-95 1380 26 623 649 1483 1915 1.29

C-SRC4-WENG-110 1380 26 602 628 1483 1853 1.25

Note: (1) P

a

is the fixed axial load applied to the column, P

a = 0.1 Pn

, where P

n is the nominal axial

strength of the column calculated according to Taiwan SRC Code.

(2) P

_P_−Δ

is the lateral load caused by the P-Δ effect, as given in equation (24).

(3) P

h

is the recorded maximum lateral load applied to the column by the MTS actuator.

(4) (P

h

)

test

is the total lateral load applied to the column including the P-Δ effect; (4) = (2) + (3).

(5) (M

n

)

SRC

is the bending moment can be resisted by the column while subjected to the axial load P

a , calculated according to Taiwan SRC Code.

(6) (M

n

)

test

is the total bending moment applied to the column including the P-Δ effect. The value

of (M

n

)

test

is equal to the product of (P

h

)

test

and the distance between the loading point of the

lateral force and the center of the plastic hinge of SRC column.

(10)

圖1.1 配置傳統水平閉合箍筋之矩形 SRC 柱示意圖

(11)

圖2.1 包覆 H 型 SRC 柱中混凝土受圍束之情形

圖 2.2 包覆 H 型 SRC 柱中混凝土之應力-應變曲線

主筋圍束箍筋

高度圍束區(Highly Confined Area) (鋼骨翼板所圍束之區域)

普通圍束區(Ordinarily Confined Area) (箍筋所圍束之區域)

未受圍束之區域(Unconfined Area)

鋼骨

' 0

2 _c

c

f ε

=

E

' 0

2 _c

c

Kf ε

=

E 0.2 Kf

_c'

σ

ε

Ordinarily Confined Concrete

Unconfined Concrete High Confined Concrete

c'

f

c'

Kf

0.2 f

_c'

(12)

圖2.3 包覆十字型 SRC 柱中混凝土受圍束之情形

圖2.4 三角形圍束模式圖 2.5 矩形圍束模式

高度圍束區(Highly Confined Area) (鋼骨翼板所圍束之區域)

普通圍束區(Ordinarily Confined Area) (箍筋所圍束之區域)

未受圍束之區域(Unconfined Area)

主筋鋼骨圍束箍筋

b

fx

h

x

d

y

h

y

d

x

b

fy

高度圍束區普通圍束區未受圍束之區域 b

f

h

x

d

w

h

y

高度圍束區

普通圍束區

未受圍束之區域

(13)

70

600 70

70 70 70 600

70 90 (柱主筋，SD420) 90

#4 (閉合箍筋) (D1=540，SD420)

#3 (螺旋箍筋) (D2=150，SD420) 16-#8 (D25)

350 / 2

fc′ = kgf cm

(柱主筋，SD420) 12-#9 (D29)

(總鋼筋比：4.40%) 30

(每角落4支)

Unit：mm

70 600 325

70 600

(柱主筋，SD420) (鋼筋比：2.15%)

#4 (閉合箍筋) (SD420)

4-#4 (D13) (補助筋) 2H 350×175×6×9 (A572 Gr.50) (鋼骨比:2.91%) 12-#9 (D29)

350 / 2

fc′ = kgf cm

40

Unit：mm

(a) 五螺箍 RC 柱斷面 (b) 傳統橫箍包覆十字型 SRC 柱斷面（無角隅繫筋）

350 / 2

fc′ = kgf cm

350 / 2

fc′ = kgf cm

(c) 傳統橫箍包覆十字型 SRC 柱斷面 (d) 傳統橫箍包覆箱型 SRC 柱斷面

（有角隅繫筋）（有角隅繫筋）

70 70 160 70

600 160

70 600

30 30

(柱主筋，SD420) (鋼筋比：2.25%)

#4 (螺旋箍筋) (D1=540，SD420)

4-#4 (D13) (補助筋) 2H 350×175×6×9 (A572 Gr.50) (鋼骨比:2.91%)

#3 (螺旋箍筋) (D2=150，SD420) 16-#8 (D25)

350 / 2

fc′ = kgf cm

Unit：mm

(e) 五螺箍包覆箱型 SRC 柱斷面 (f) 五螺箍包覆十字型 SRC 柱斷面

圖3.1 本研究各系列短柱試體之斷面配置圖

70 70 160 70

600 160

70 600

(柱主筋，SD420) (鋼筋比：2.25%)

#4 (螺旋箍筋) (D1=540，SD420)

4-#4 (D13) (補助筋)

□275×275×10×10 (A572 Gr.50) (鋼骨比:2.94%)

#3 (螺旋箍筋) (D2=150，SD420) 16-#8 (D25)

30 30 350 / 2

fc′ = kgf cm

Unit：mm

c 34.3 f′ = MPa

c 34.3

f′ = MPa fc′ =34.3MPa

c 34.3

f′ = MPa fc′ =34.3MPa

(14)

圖3.2 SRC 短柱抗壓試驗構架與 SRC 柱斷面示意圖

Strong

Frame

58800 kN Hydraulic Jack

Test Specimen

最大出力 60319 kN

最大位移 500 mm

最大加載速度 0.58 mm/sec 試驗台面尺寸 2000×2000 mm²

A A

A-A 剖面：SRC 柱斷面

600mm

(15)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC3

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC2

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC1

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e Fo rce ( k N ) ^RC

(a) 試體 RC (b) 試體 SRC1

(c) 試體 SRC2 (d) 試體 SRC3

圖3.3 本研究短柱試體之軸力^–位移曲線圖

(16)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC7

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC6

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC5

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC4

(e) 試體 SRC7 (f) 試體 SRC5

(g) 試體 SRC6 (h) 試體 SRC7

(17)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC11

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC10

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC9

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC8

(i) 試體 SRC8 (j) 試體 SRC9

(k) 試體 SRC10 (l) 試體 SRC11 圖3.3 本研究短柱試體之軸力–位移曲線圖（續）

A

B

(18)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC15

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC14

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC13

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC12

(m) 試體 SRC12 (n) 試體 SRC13

(o) 試體 SRC14 (p) 試體 SRC15

(19)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000 40000

C o m p ress iv e F o rc e (k N)

SRC19

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000 40000

C o m p ress iv e F o rc e (k N)

SRC18

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC17

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p ress iv e F o rc e (k N)

SRC16

(q) 試體 SRC16 (r) 試體 SRC17

`

(s) 試體 SRC18 (t) 試體 SRC19 圖3.3 本研究短柱試體之軸力^–位移曲線圖（續）

(20)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000 40000

C o m p ress iv e F o rc e (k N)

SRC20

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000 40000

C o m p ress iv e F o rc e (k N)

SRC21

(u) 試體 SRC20

(v) 試體 SRC21

(21)

0 250 500 750 1000

0 0.02 0.04 0.06 0.08

strain

str ess(k g /c m ^ 2 )

D20-1 D20-2 D20-3

0 250 500 750 1000

0 0.02 0.04 0.06 0.08

strain

str ess(k g /c m ^ 2 )

D20-1 D20-2 D20-3

(a) 傳統橫箍 RC 柱受軸壓之應力-應變曲線

0 250 500 750 1000

0.00 0.02 0.04 0.06 0.08

Strain

St re ss (kg/ cm ^ 2)

C122-0606-8 C122-0603-4 C122-0603-2

0 250 500 750 1000

0.00 0.02 0.04 0.06 0.08

Strain

St re ss (kg/ cm ^ 2)

C122-0606-8 C122-0603-4 C122-0603-2

(b) 五螺箍 RC 柱受軸壓之應力-應變曲線

圖3.4 傳統橫箍 RC 柱與新型五螺箍 RC 柱之應力-應變曲線比較

（張國鎮等，2005）

(22)

(a) 試體 RC (b) 試體 SRC1

(c) 試體 SRC2 (d) 試體 SRC3

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC3

Steel ratio: 5.06 % Spiral spacing: 90 mm Spiral weight: 410 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC2

Steel ratio:5.06 % Spiral spacing: 75 mm Spiral weight: 494 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC1

Steel ratio: 5.06 % Spiral spacing: 60 mm Spiral weight:616 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te /(P st u ) sq

u ash

RC

Steel ratio:4.40 %

Spiral spacing: 75 mm

Spiral weight: 360 N/m

(23)

(e) 試體 SRC4 (f) 試體 SRC5

(g) 試體 SRC6 (h) 試體 SRC7 圖3.5 本研究短柱試體之試驗軸壓強度與壓碎軸壓強度之比值^–位移曲線圖(續)

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC7

Steel ratio: 5.09 % Spiral spacing: 85 mm Spiral weight: 433N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC6

Steel ratio: 5.09 % Spiral spacing: 75mm Spiral weight: 494 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC5

Steel ratio: 5.06 % Spiral spacing: 90 mm Spiral weight: 248 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC4

Steel ratio: 5.06 %

Spiral spacing: 75 mm

Spiral weight: 298 N/m

(24)

(u) 試體 SRC8 (j) 試體 SRC9

(k) 試體 SRC10 (l) 試體 SRC11

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC11

Steel ratio: 5.16 % Spiral spacing: 60 mm Spiral weight: 449 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC10

Steel ratio: 5.16 % Spiral spacing: 115 mm Spiral weight: 235 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC9

Steel ratio: 5.16 % Spiral spacing: 95 mm Spiral weight: 283 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC8

Steel ratio: 5.16 %

Spiral spacing: 75 mm

Spiral weight: 360 N/m

(25)

(m) 試體 SRC12 (n) 試體 SRC13

(o) 試體 SRC14 (p) 試體 SRC15 圖3.5 本研究短柱試體之試驗軸壓強度與壓碎軸壓強度之比值^–位移曲線圖(續)

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC15

Steel ratio: 5.19 % Spiral spacing: 110 mm Spiral weight: 245 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC14

Steel ratio: 5.19 % Spiral spacing: 95 mm Spiral weight:283 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC13

Steel ratio: 5.16 % Spiral spacing: 90 mm Spiral weight:299 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC12

Steel ratio: 5.16 %

Spiral spacing: 75 mm

Spiral weight:360 N/m

(26)

(q) 試體 SRC16 (r) 試體 SRC17

(s) 試體 SRC18 (t) 試體 SRC19

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC19

Steel ratio: 5.16 % Spiral spacing: 80 mm Spiral weight: 453 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC18

Steel ratio: 5.16 % Spiral spacing: 65 mm Spiral weight: 557 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC17

Steel ratio: 6.97 % Spiral spacing: 130 mm Spiral weight: 208 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC16

Steel ratio: 6.97 %

Spiral spacing: 105 mm

Spiral weight: 256 N/m

(27)

(u) 試體 SRC20

(v) 試體 SRC21

圖3.5 本研究短柱試體之試驗軸壓強度與壓碎軸壓強度之比值^–位移曲線圖(續)

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC20

Steel ratio: 5.19 % Spiral spacing: 65 mm Spiral weight: 557 N/m

0 10 20 30 40 50 60 70

Displacement (mm)

0 0.5 1 1.5 2

(P u

) te

st /( P u

) s qua sh

SRC21

Steel ratio: 5.19 %

Spiral spacing: 80 mm

Spiral weight: 453 N/m

(28)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res siv e Fo rce (k N )

^SRC4

SRC5

RC

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res siv e Fo rce (k N )

^SRC1

SRC2 SRC3

RC

圖3.6 五螺箍 RC 柱、具有角隅繫筋之傳統橫箍 SRC 柱與傳統橫箍 RC 柱之軸力^–位移曲線比較

(29)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si ve F o rce (k N )

SRC2

SRC12 SRC4

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e F o rc e ( k N )

SRC3

SRC13 SRC5

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

Co m p re ss iv e F o rc e ( k N)

SRC1 SRC11

(a) 兩支試體之箍筋間距均為 60mm

(b) 兩支試體之箍筋間距均為 75mm (c) 兩支試體之箍筋間距均為 90mm 圖3.8 相同縱向總用鋼量與箍筋間距之五螺箍 SRC 柱與傳統橫箍 SRC 柱之軸力^–位移曲線的比較

(30)

(a) 十字型鋼骨圍束模式

(b) 箱型鋼骨圍束模式

混凝土之高度圍束區域：

此區由鋼骨翼板提供圍束此區由箍筋提供圍束

混凝土之高度圍束區域：

此區由鋼骨翼板提供圍束

此區由箍筋提供圍束

(31)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e F o rc e ( k N)

SRC2

SRC6

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e F o rc e ( k N)

SRC3

SRC7 (a) 採用 Taiwan SRC Code 設計之傳統橫箍 SRC 柱

(b) 採用 Weng’s Formula 設計之傳統橫箍 SRC 柱

圖3.10 傳統橫箍 SRC 柱十字型鋼骨斷面與箱型鋼骨斷面之軸力–位移曲線比較

(32)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e F o rc e ( k N)

SRC9

SRC14

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e F o rc e ( k N)

SRC10

SRC15 (a) 採用 Taiwan SRC Code 設計之五螺箍 SRC 柱

(33)

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e Fo rce (k N )

^SRC16

SRC17

RC

0 10 20 30 40 50 60 70

Displacement (mm)

0 10000 20000 30000

C o m p res si v e Fo rce (k N )

^SRC8

SRC9 SRC10

RC

圖3.12 五螺箍 SRC 柱、五螺箍 RC 柱與五螺箍 RC 柱之軸力^–位移曲線的比較

圖3.13 高鋼骨量五螺箍 SRC 柱、五螺箍 RC 柱與傳統橫箍 RC 柱之軸力^–位移曲線的比較

(34)

0 0.02 0.04 0.06

Strain

0 20 40 60 80

S tre ss ( M Pa )

SRC12

ε

_P_u

ε

_0.7P_u

P_u

0.7P_u

0 0.02 0.04 0.06

Strain

0 20 40 60 80

S tre ss ( M Pa )

SRC4

ε

_P_u

ε

_0.7P_u

P_u

0.7P_u

u

u 0.7 P

P

0.0255 0.0078 3.27

μ =ε = =

ε

0 0.02 0.04 0.06

Strain

0 20 40 60 80

S tre ss ( M Pa )

RC

ε

_P_u

ε

_0.7P_u

P_u

0.7P_u

u

u 0.7 P P

0.0263 0.0999 2.65

μ =ε = =

ε

u

u 0.7 P

P

0.0581 0.0115 5.05

μ =ε = =

ε

(a) 五螺箍 RC 柱（RC）：箍筋間距 75mm

(b) 傳統橫箍 SRC 柱（SRC4）：箍筋間距 75mm

(35)

(Unit：mm) (a) 十字型鋼骨試體(C-SRC1、C-SRC2)

(Unit：mm) (b) 箱型鋼骨試體(C-SRC3、C-SRC4)

圖4.1 本研究之五螺箍 SRC 柱斷面圖

#4 (螺旋箍筋) (D2 = 150，SD420)

□275×275×10×10 (A572 Gr.50) (鋼骨比: 2.94%) 16-#8 (D25) (柱主筋，SD420) (鋼筋比: 2.25%)

#4 (螺旋箍筋) (D1 = 540，SD420)

4-#4 (D13) (補助筋)

70

70 160

70

600 160 30 70 600

fc' = 350 kgf/cm² 30

70

70 160

70

600 160 30 70 600

30

16-#8 (D25) (柱主筋，SD420) (鋼筋比: 2.25%)

#4 (螺旋箍筋) (D1 = 540，SD420)

4-#4 (D13) (補助筋) 2H 350×175×6×9 (A572 Gr.50) (鋼骨比: 2.91%)

#4 (螺旋箍筋) (D2 = 150，SD420)

fc' = 350 kgf/cm²

c 34.3 f′ = MPa

(36)

600

2500

700

1800

898.5 300 298.5 300

600 3550750 4300

298.5150.775150.775

4-Φ46 Hole

3250

(Unit：mm) 圖 4.2 本研究 SRC 柱反覆載重試驗之試體立面圖

2500

250 1000 1000 250

3001200300 450.75898.5450.75

600 925

4001000400 1800

450 1600 450

Φ90

(37)

柱頂補強鋼筋 (#8)

38-#8

>300

10002550

550 #4@100

PL 1000×700×25

#8

100100 #3、#4@95#3、#4@150

#[email protected]

(Unit：mm) 圖4.4 試體 C-SRC1 之正立面圖

(38)

38-#8

>300

10002550

550 #4@100

PL 1000×700×25

#8

100100 #3、#4@115#3、#4@150

#[email protected]

(Unit：mm) 圖 4.5 試體 C-SRC2 之正立面圖

(39)

170 170 170

4575

45 45

(Unit：mm) 圖 4.6 試體 C-SRC1、C-SRC2 之柱主筋配置圖

163.5 150 150 150 150 150 129 100 187

135150150200200200200

PL 1000×700×25

#8

(Unit：mm) 圖 4.7 試體 C-SRC1、C-SRC2 之基礎主筋配置圖

(40)

38-#8

>300

10002550

550 #4@100

PL 1000×700×25

#8

100100 #3、#4@95#3、#4@150

#[email protected]

(41)

38-#8

>300

10002550

550 #4@100

PL 1000×700×25

#8

100100 #3、#4@110#3、#4@150

#[email protected]

(42)

170 170 170

4575

45 45

(Unit：mm) 圖 4.10 試體 C-SRC3、C-SRC4 之柱主筋配置圖

163.5 150 150 150 150 150 129 100 187

135150150200200200200

PL 1000×700×25

#8

(43)

3550 4300

600 750

圖4.12 本研究 SRC 柱反復載重試驗構架示意圖

0 5 10 15 20 25

Number of Cycle -8

-7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7 8

D ri ft An g le (% r a d .)

圖4.13 本研究反復載重加載歷程圖

(44)

Ph (Lateral Force) P (Axial Force)

P Psinθ Pcosθ

θ L1 L θ

δ^〃 δ

Peq

(45)

-200 -150 -100 -50 0 50 100 150 200

Lateral Displacement (mm)

-700 -600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700

L a te ra l F o rc e (k N )

-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6

Drift Angle (% rad.)

-2000 -1500 -1000 -500 0 500 1000 1500 2000

Mo m en t ( k N -m )

C-SRC1

圖4.15 SRC 柱受往復載重作用之遲滯迴圈：試體 C-SRC1

-200 -150 -100 -50 0 50 100 150 200

Lateral Displacement (mm)

-700 -600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700

L a te ra l F o rc e (k N )

-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6

Drift Angle (% rad.)

-2000 -1500 -1000 -500 0 500 1000 1500 2000

Mo men t ( k N -m)

C-SRC2

Column size: 600×600×3250 mm Steel Ratio: ρ

_s

= 2.91%

Spiral Spacing: s = 115 mm Column size: 600×600×3250 mm Steel Ratio: ρ

_s

= 2.91%

Spiral Spacing: s = 95 mm

(46)

-200 -150 -100 -50 0 50 100 150 200

Lateral Displacement (mm)

-700 -600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700

L a te ra l F o rc e (k N )

-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6

Drift Angle (% rad.)

-2000 -1500 -1000 -500 0 500 1000 1500 2000

Mo men t ( k N -m)

C-SRC3

-200 -150 -100 -50 0 50 100 150 200

-700 -600 -500 -400 -300 -200 -100 0 100 200 300 400 500 600 700

L a te ra l F o rc e (k N )

-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6

Drift Angle (% rad.)

-2000 -1500 -1000 -500 0 500 1000 1500 2000

Mo men t ( k N -m)

C-SRC4

Column size: 600×600×3250 mm Steel Ratio: ρ

_s

= 2.94%

Spiral Spacing: s = 95 mm

Column size: 600×600×3250 mm Steel Ratio: ρ

_s

= 2.94%

Spiral Spacing: s = 110 mm

(47)

-7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7

Drift Angle (% rad.)

-2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 2500

Mo men t ( k N -m )

圖4.19 SRC 柱受往復載重作用之遲滯迴圈包絡線：試體 C-SRC1 與 C-SRC2

-7 -6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6 7

Drift Angle (% rad.)

-2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 2500

Mo men t ( k N -m )

圖4.20 SRC 柱受往復載重作用之遲滯迴圈包絡線：試體 C-SRC3 與 C-SRC4

C-SRC3

Steel Ratio: ρ

_s

= 2.94%

Spiral Spacing: s = 95 mm

C-SRC4

Steel Ratio: ρ

_s

= 2.94%

Spiral Spacing: s = 110 mm

C-SRC1

Steel Ratio: ρ

_s

= 2.91%

Spiral Spacing: s = 95 mm

C-SRC2

Steel Ratio: ρ

_s

= 2.91%

Spiral Spacing: s = 115 mm

(48)

0 1 2 3 4 5 6 7

Drift Angle (% rad.)

-1000 0 1000 2000 3000 4000 5000

St r a in ( 1 0 -6 )

Rebar Steel Spiral

圖 4.21 試體 C-SRC1 之柱底部鋼骨翼板、主筋及箍筋的應變計讀數變化

0 1 2 3 4 5 6 7

-1000 0 1000 2000 3000 4000 5000

St ra in ( 1 0 -6 )

Rebar Steel Spiral C-SRC2

Note: Strain readings were recorded from strain gages on longitudinal rebar, steel flange and large spiral, located 300 mm from the SRC column base.

C-SRC1

Note: Strain readings were recorded from

strain gages on longitudinal rebar,

steel flange and large spiral, located

300 mm from the SRC column base.

(49)

(a) 箍筋及主筋組立完成 (b) 鋼骨組立完成

(a) 五螺箍包覆箱型 SRC 柱 (b) 五螺箍包覆十字型 SRC 柱照片3.1 SRC 柱灌漿前之情形

(50)

照片3.2 SRC 柱試體灌漿並搗實

(51)

(a) 58800 kN 萬能試驗機

(b) 試體架設於試驗機平台上之情形

照片3.4 58800 kN 萬能試驗機與 SRC 短柱試體之架設情形

(52)

(a) 主筋輕微挫屈

(53)

(a) 採用 ACI-318 Code 設計 (b) 採用 ACI-318 Code 設計（箍筋間距 75 mm）（箍筋間距 60 mm）

(c) 採用 Taiwan SRC Code 設計 (d) 採用Weng’s Formula 設計

（箍筋間距 75 mm） （箍筋間距 90 mm）

照片3.6 五螺箍 RC 柱（試體 RC）與有角隅繫筋之傳統橫箍 SRC 柱（試體 SRC1、

SRC2、SRC3）達極限載重 Pu時之破壞情形

(54)

(a) 採用 ACI-318 Code 設計（箍筋間距 75 mm）

(b) 採用 Taiwan SRC Code 設計 (c) 採用Weng’s Formula 設計

(55)

(a) 採用 ACI 318 Code 設計（箍筋間距 60 mm）

(b) 採用 ACI 318 Code 設計（箍筋間距 60 mm）

照片3.8 五螺箍 SRC 柱（試體 SRC11 至 SRC13）與傳統橫箍 SRC 柱

（試體SRC1 至 SRC5）達極限載重 Pu時之破壞情形

(56)

(c) 採用 Taiwan SRC Code 設計

（箍筋間距 75 mm）

(d) 採用 Taiwan SRC Code 設計 (e) 採用 Taiwan SRC Code 設計

(57)

(f) 採用 Weng’s Formula 設計

（箍筋間距 90 mm）

(g) 採用 Weng’s Formula 設計 (h) 採用 Weng’s Formula 設計

照片3.8 五螺箍 SRC 柱（試體 SRC11 至 SRC13）與傳統橫箍 SRC 柱

（試體SRC1 至 SRC5）達極限載重 Pu 時之破壞情形（續）

(58)

(a) 採用 Taiwan SRC Code 設計 (b) 採用 Taiwan SRC Code 設計（箍筋間距 75 mm）（箍筋間距 75 mm）

(c) 採用 Weng’s Formula 設計 (d) 採用Weng’s Formula 設計

□ 表 3.1 SRC 短柱軸壓試驗之試體規劃表

□

Steel

Plate Thickness (mm)

Reinforcement Concrete Material

Strength 6 9 10 14 #3 #4 #8 #9

Normal

Strength Concrete

High

Strength Concrete f

(MPa) 437 454 419 429 494 472 451 439

f

(MPa) 546 574 524 549 737 750 698 687 41.9 75.5

註：(1)本研究之試體除了試體 SRC18、19、20、21 之外，均採用一般常重混凝土，其 28 天之平均抗壓強度為 41.9 MPa。

(2)本研究之試體 SRC18、19、20、21，採用高強度混凝土，其 28 天之平均抗壓強度為 75.5 MPa。

表 3.2 SRC 短柱試體之材料強度表

( )

( )

( )

( ) ( )

( ) ( )

f ′

f ′

′

′

f 0.85 f

ε

ε

ε

ε

μ

μ ε =

/ ε

( ) ( )

ε

ε

□

Steel

Plate Thickness (mm) Reinforcement Concrete Material

Strength

6 9 10 #3 #4 #8 f ′

(

)

f

365 457 422 414 444 453 f

468 557 538 541 651 649

37.3

(C-SRC1、

C-SRC2)

40.0

(C-SRC3、

C-SRC4)

Column Cross-Section

Specimen Designation

P

(kN)

P

(kN)

P

(kN)

(kN)

(M

)

(kN-m)

(M

)

(kN-m)

( )

( )

C-SRC1-TWN-95 1380 26 597 623 1414 1791 1.27

C-SRC2-WENG-115 1380 26 626 652 1414 1875 1.33

C-SRC3-TWN-95 1380 26 623 649 1483 1915 1.29

C-SRC4-WENG-110 1380 26 602 628 1483 1853 1.25

Note: (1) P

is the fixed axial load applied to the column, P

, where P

strength of the column calculated according to Taiwan SRC Code.

(2) P

is the lateral load caused by the P-Δ effect, as given in equation (24).

(3) P

³⁶⁵ ⁴⁵⁷ ⁴²² ⁴¹⁴ ⁴⁴⁴ ⁴⁵³ f

⁴⁶⁸ ⁵⁵⁷ ⁵³⁸ ⁵⁴¹ ⁶⁵¹ ⁶⁴⁹

主筋圍束箍筋

主筋鋼骨圍束箍筋

高度圍束區普通圍束區未受圍束之區域 b