詳細評估結果

吾人在求取最後之結果  崩塌地表加速度之前，必須先知道 梁、柱構材之破壞模式，故事先撰寫了兩個程式 (CHKBM.FOR＆

CHKCL.FOR) 以得到單根梁柱構材之破壞模式。因此本節乃列出

單根梁 (2G5)、柱 (3F2C3) 構材破壞模式、承擔之剪力值、彎矩值

的輸出範例及節點強度比較輸出範例。最後為評估結果輸出資料。

Girder Material Property:

Concrete : fc = 161.500kg/cm² beta = .850

Steel Rebar : fy = 2800.000kg/cm² Fvy = 2800.000kg/cm² Es = 2040000.0kg/cm² Girder Name : 2G5

R.C. Section : Ag = 1800.000cm² Ac = 1080.088cm² b = 30.000cm d = 53.500cm d1 = 6.500cm hc = 51.126cm Inflection : Lr = 705.000cm Rebar Layout : AsT = 19.400cm²

AsB = 11.640cm² Ashp = .712cm²

Av = .712cm² sB = 15.000cm Applied Loading:

MDL (T-m) ME (T-m) PDL (T) PE (T) VDL (T) VE (T) – 4.430 1.000 .000 .000 -3.290 .900 Pn-Mn Capacity Analysis ………

Initial value X = Xb = 36.706cm Balance Strength Pb = 147.556T

Mb = 38.301T-m

Find Neutral Axis X = 6.980cm Yielding Strength Pn = -.001T Mn = 16.181T-m Initial yielding ay0 = 20.61143

Calculate reduction factor & rRcode ………

Ductility capacity Rcode = 5.00000 Reduce factor r = .57562

Actual ductility rRcode = 2.87812 Shear Capacity Analysis ………

Shear Reinforcing Vs = 7.111T Gross Concrete Vc1 = 10.810T Core Concrete Vc2 = 5.382T Line OA-A-B-OB

A : R = 1.00000 V = 17.921T B : R = 2.37801 V = 7.111T Line O-C-D

C : R = 1.00000 V = 15.260T D : R = 2.37801 V = 17.410T

** Failure Type: 2 **

Rfail = 1.386 Vfail = 15.702T Mfail = 16.649T ay = 21.10174

dr = (Rfail – 1.0) / (Rcode – 1.0) = .09639 Failure Type: SHEAR Failure after yielding !

取 3F2C3柱分析

Coulmn Material Property:

Concrete : fc = 161.500kg/cm² beta = .850

Steel Rebar : fy = 2800.000kg/cm² fvy = 2800.000kg/cm²

Es = 2040000.0kg/cm² Column Name: 2C3

Section Type: Circular

R.C. Section : Ag = 1590.431cm² Ac = 1025.014cm² b = 45.000cm d = 38.500cm d1 = 6.500cm hc = 36.126cm Inflection : Lr = 250.000cm Rebar Layout : Ast = 46.560cm²

pst = .02928 = Ast/Ag ρshp = .00384

Av = .712cm² sC = 20.000cm Applied Loading:

MDL (T-m) ME (T-m) PDL (T) PE (T) VDL (T) VE (T) .052 .000 – 4.850 .229 -.021 -.002

Pn-Mn Capacity Analysis ………

Initial value X = Xb = 26.415cm Balance Strength Pb = 131.176T

Mb = 23.221T-m Find Neutral Axis X = 13.579cm Yielding Strength Pn = -8.490T

Mn = 17.530T-m Initial yielding ay0 = 58.26005

Calculate reduction factor & rRcode ………

Ductility capacity Rcode = 3.00000 Reduction factor r = .48932 Actual ducitility rRcode = 1.46797 Shear Capacity Analysis ………

Shear Reinforcing Vs = 5.656T Gross Concrete Vc = 8.570T

Line OA-A-B-OB

A : R = 1.00000 V = 14.226T B : R = 1.46797 V = 5.656T Line O-C-D

C : R = 1.00000 V = .156T C : R = 1.46797 V = .167T

** Failure Type: 3 **

Rfail = 1.468 Vfail = -.167T Mfail = 18.760T

ay = 62.99193

dr = (Rfail – 1.0) / (Rcode – 1.0) = .23398 Failure Type: FLEXURE Failure after yielding!

節點強度比較

（ 一 ） 純 構 架

取構架 x方向 1F 節點 2為例：

*** JOINT: # 2 at Level : 1F

BAY COL BRA ID = -56 2 0 35 2 2 0 0 0 0 Property ID = 31 31 0 32 16 26 0 0 0 0 COL<A>:1C3 b= 45.00 d= 38.50 dd= 6.50 Hr= 161.47 12-#8 1-#3@20 MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.27 7.31 -21.46 -0.09 0.14 4.53 [2] Rf= 1.3001 Mf= 23.48 Vf= 14.52

COL<B>:1C3 b= 45.00 d= 38.50 dd= 6.50 Hr= 168.15 12-#8 1-#3@20 MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -0.18 1.06 -31.91 -0.18 0.12 -0.66

[2] Rf= 1.3452 Mf= 24.29 Vf= -15.04

BAY<L>:1B2( b= 30.00 d= 53.50 dd= 6.50 Lr= 407.39 3/0-#7 0/3-#7 1-#3@10

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -6.34 -2.84 0.00 0.00 4.34 0.70 [3] Rf= 5.0000 Mf= -21.04

BAY<R>:1B2( b= 30.00 d= 53.50 dd= 6.50 Lr= 425.56 3/0-#7 0/3-#7 1-#3@10

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -5.86 2.61 0.00 0.00 -4.09 0.61 [3] Rf= 5.0000 Mf= 21.04

* Failure Type of Joint :

facter of Ci/Bi=0.200E+00/0.763E+01 (弱柱強梁)

{C} Rfj= 1.3001 <Above> Vfj= 14.52 <Above>

{C} Rfj= 1.3452 <Below> Vfj= -15.04 <Below>

（二）含磚牆構架

取構架 x方向 2F 節點 25 為例：

*** JOINT: # 25 at Level : 2F

BAY COL BRA ID = -19 20 -37 0 26 26 -45 0 0 0 Property ID = 13 13 17 0 11 2 4 0 0 0

COL<A>:2C1 b=45.00 d=28.50 dd=6.50 Hr=26.33 6X6-#6 3x2-#3@20

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -0.13 -1.07 -9.35 3.05 -0.10 -4.07 [1] Rf= 1.0000 Mf= -4.62 Vf= -17.16

COL<B>:1-BC b=45.00 d=28.50 dd=6.50 Hr=119.45 6X6-#7 3x2-#3@20 MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.16 -6.97 -18.43 0.07 -0.10 5.84 [1] Rf= 1.0000 Mf= -20.44 Vf= 17.16

BAY<L>:2B4( b= 24.00 d= 43.50 dd= 6.50 Lr= 131.99 5/0-#6 0/3-#7 1-#3@15

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -0.15 -3.89 0.00 0.00 0.75 2.95 [2] Rf= 4.0473 Mf= -15.67

BAY<R>:2B4( b= 24.00 d= 43.50 dd= 6.50 Lr= 132.67 5/0-#6 0/3-#7 1-#3@15

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -0.44 3.89 0.00 0.00 -1.06 2.93 [2] Rf= 3.7824 Mf= 18.67

BRA<A>:B4 BH=110.00 BB=300.00 BT= 18.00

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.00 0.00 0.00 -8.76 0.00 0.00 ay1= 1.6720 Pwn= -14.65

* Failure Type of Joint :

factor of Ci/Bi=0.273E+01/0.445E+01 {R} : Brickwall failure

Rfj= 1.0000 <Above> Vfj= -29.67 <Above>

{C} : Column failure

Rfj= 1.0000 <Below> Vfj= 17.16 <Below>

（三）含剪力牆構架

取構架 x方向 2F 第一片剪力牆為例：

*** WALL : # 1 at Level : 2F

SHEAR WALL ID. NO. = 1 BEAM (LEFT) /Property ID = -10 3 BEAM (RIGHT)/Property ID = 15 3

PANEL(BELOW)/Property ID = 2 2 PANEL(BELOW)/Property ID = 1 2 PANEL(BELOW)/Property ID = 1 2 PANEL(BELOW)/Property ID = 1 2 COL (ABOVE)/Property ID = 12 2 COL (ABOVE)/Property ID = 13 2 COL (ABOVE)/Property ID = 14 2 COL (ABOVE)/Property ID = 15 2

BAY<L>:3B4( b= 24.00 d= 43.50 dd= 6.50 Lr= 114.24 4/0-#6 0/3-#6 1-#3@15

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T)

-2.49 -1.47 0.00 0.00 2.84 1.29 [3] Rf= 4.6218 Mf= -12.14

BAY<R>:3B4( b= 24.00 d= 43.50 dd= 6.50 Lr= 153.17 4/0-#6 0/3-#6 1-#3@15

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -1.09 1.13 0.00 0.00 -1.80 1.07 [2] Rf= 3.7176 Mf= 15.05

WAL<B>: 1

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -59.90 -65.20 -76.80 -3.85 1.25 112.00

COL<B>:1-BC b= 45.00 d= 28.50 dd= 6.50 Hr= 293.95 6X6-#7 3x2-#3@20

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.24 5.10 -16.53 -0.51 0.21 3.16 [2] Rf= 1.1739 Mf= 24.92 Vf= 15.50

COL<B>:1-BC b= 45.00 d= 28.50 dd= 6.50 Hr= 295.65 6X6-#7 3x2-#3@20

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) -0.07 5.10 -15.60 -0.27 -0.06 3.14 [2] Rf= 1.1763 Mf= 24.83 Vf= 15.27

COL<B>:1-BC b= 45.00 d= 28.50 dd= 6.50 Hr= 291.46 6X6-#7 3x2-#3@20

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.07 5.29 -16.18 1.43 0.05 3.30 [2] Rf= 1.1496 Mf= 24.36 Vf= 15.20

COL<B>:1-BC b= 45.00 d= 28.50 dd= 6.50 Hr= 317.95 6X6-#7 3x2-#3@20

MDL(T-m) ME(T-m) PDL(T) PE(T) VDL(T) VE(T) 0.43 4.34 -6.53 -2.55 0.35 2.48 [2] Rf= 1.2943 Mf= 25.44 Vf= 14.64

* Failure Type of Shearwall :

ay1=1.7835 ay2=2.3562 ay3=19.0882

→Shear failure

Rf= 2.0000 Vf= 199.75

 純構架之分析結果 X 方向：t1x.out

> Analysis Result: 3F

< Below > Rf = 1.3817 Ra = 1.1908 Fu = 1.1755 ay = 3.9953 Ay = .3229g Ac = .4452g **

< Above > Rf = 1.2842 Ra = 1.1421 Fu = 1.1332 ay = 5.3043 Ay =.5304g Ac = .6011g **

< Below > Rf = 1.1132 Ra = 1.0566 Fu = 1.0511 ay = 4.1218 Ay =.4122g Ac = .4349g **

> Analysis Result: 1F

< Above > Rf = 1.2455 Ra = 1.1228 Fu = 1.1160 ay = 3.6631 Ay =.3663g Ac = .4088g **

< Below > Rf= 1.3947 Ra= 1.1974 Fu= 1.1810

ay= 29.9913 Ay= 2.9991 g Ac= 3.5420 g **

> Analysis Result: BASE

< Above > Rf= 1.0478 Ra= 1.0239 Fu= 1.0236

ay= 37.9460 Ay= 3.7946 g Ac= 3.8843 g **

**Failure Analysis of Building :

> Level: 3F Ac= 0.4696 g (below the Level)

> Level: 2F Ac= 0.6011 g (above the Level)

Ac= 0.4349 g (below the Level)

> Level: 1F Ac= 0.4088 g (above the Level) Ac= 3.5420 g (below the Level) > Level: BASE Ac= 3.8843 g (above the Level)

>>> Building minimum Ac= 0.4088 g at 1F (above the Level)

 含磚牆構架之分析結果 X 方向：t2x.out

> Analysis Result: 3F

< Below > Rf = 1.2110 Ra = 1.1055 Fu = 1.1005 ay = 4.6871 Ay = .4687g Ac = .5158g **

> Analysis Result: 3MF

< Above > Rf = 1.0079 Ra = 1.0040 Fu = 1.0040 ay = 5.8632 Ay =.5863g Ac = .5886g **

< Below > Rf = 1.0059 Ra = 1.0030 Fu = 1.0030 ay = 7.9521 Ay =.7952g Ac = .7976g **

> Analysis Result: 2F

< Above > Rf = 1.0659 Ra = 1.0329 Fu = 1.0324 ay = 7.7535 Ay =.7753g Ac = .8005g **

< Below > Rf = 1.0575 Ra = 1.0288 Fu = 1.0284 ay = 4.2048 Ay =.4205g Ac = .4324g **

> Analysis Result: 2MF

< Above > Rf = 1.0441 Ra = 1.0221 Fu = 1.0218 ay = 4.2409 Ay =.4241g Ac = .4333g **

< Below > Rf = 1.0375 Ra = 1.0188 Fu = 1.0186 ay = 7.0349 Ay =.7035g Ac = .7166g **

> Analysis Result: 1F

< Above > Rf = 1.1007 Ra = 1.0504 Fu = 1.0491

ay = 5.8305 Ay =.5830g Ac = .6117g **

< Below > Rf= 1.2923 Ra= 1.1461 Fu= 1.1368

ay= 44.3721 Ay= 4.4372 g Ac= 5.0441 g **

> Analysis Result: BASE

< Above > Rf= 1.1167 Ra= 1.0583 Fu= 1.0567

ay= 51.0280 Ay= 5.1028 g Ac= 5.3923 g **

**Failure Analysis of Building :

> Level: 3F Ac= 0.5158 g (below the Level) > Level: 3MF Ac= 0.5886 g (above the Level)

Ac= 0.7976 g (below the Level) > Level: 2F Ac= 0.8005 g (above the Level)

Ac= 0.4324 g (below the Level)

> Level: 2MF Ac= 0.4333 g (above the Level)

Ac= 0.7166 g (below the Level)

> Level: 1F Ac= 0.6117 g (above the Level) Ac= 5.0441 g (below the Level) > Level: BASE Ac=5.3923 g (above the Level)

>>> Building minimum Ac= 0.4324 g at 2F (above the Level)

 含剪力牆構架之分析結果 X 方向：t3x.out

> Analysis Result: 3F

< Below > Rf = 1.3230 Ra = 1.1615 Fu = 1.1502 ay = 4.5052 Ay = .4505g Ac = .5182g **

> Analysis Result: 3MF

< Above > Rf = 1.0253 Ra = 1.0126 Fu = 1.0125 ay = 5.9349 Ay =.5935g Ac = .6009g **

< Below > Rf = 1.0260 Ra = 1.0130 Fu = 1.0129 ay = 5.9362 Ay =.5936g Ac = .6013g **

> Analysis Result: 2F

< Above > Rf = 1.3447 Ra = 1.1724 Fu = 1.1596 ay = 4.9271 Ay =.4927g Ac = .5714g **

< Below > Rf = 1.2567 Ra = 1.1284 Fu = 1.1210 ay = 45.2610 Ay =4.5261g Ac = 5.0739g **

> Analysis Result: 2MF

< Above > Rf = 1.1641 Ra = 1.0820 Fu = 1.0789 ay = 50.4864 Ay =5.0486g Ac = 5.4471g **

< Below > Rf = 1.1903 Ra = 1.0952 Fu = 1.0910 ay = 53.3248 Ay =5.3325g Ac =5.8179g **

> Analysis Result: 1F

< Above > Rf = 1.5440 Ra = 1.2720 Fu = 1.2426 ay = 30.5645 Ay =3.0565g Ac = 3.7979g **

ay= 63.3553 Ay= 6.3355 g Ac= 6.6448 g **

> Analysis Result: BASE

< Above > Rf= 1.1164 Ra= 1.0582 Fu= 1.0566

ay= 60.9982 Ay= 6.0998 g Ac= 6.4449 g **

**Failure Analysis of Building :

> Level: 3F Ac= 0.5182 g (below the Level)

> Level: 3MF Ac= 0.6009 g (above the Level)

Ac= 0.6013 g (below the Level)

> Level: 2F Ac= 0.5714 g (above the Level)

Ac= 5.0739 g (below the Level)

> Level: 2MF Ac= 5.4471 g (above the Level)

Ac= 5.8179 g (below the Level)

> Level: 1F Ac= 3.7979 g (above the Level) Ac= 6.6448 g (below the Level) > Level: BASE Ac=6.4449 g (above the Level)

>>> Building minimum Ac= 0.5182 g at 3F (below the Level)

 同時含磚牆、剪力牆構架之分析結果

X 方向：t4x.out

> Analysis Result: 3F

< Below > Rf = 1.2013 Ra = 1.1006 Fu = 1.0960 ay = 5.0035 Ay =.5004g Ac = .5484g **

> Analysis Result: 3MF

< Above > Rf = 1.0279 Ra = 1.0139 Fu = 1.0138 ay = 6.0170 Ay =.6017g Ac = .6100g **

< Below > Rf = 1.0188 Ra = 1.0094 Fu = 1.0094 ay = 12.1683 Ay =1.2168g Ac = 1.2282g **

> Analysis Result: 2F

< Above > Rf = 1.0737 Ra = 1.0369 Fu = 1.0362 ay = 12.0422 Ay =1.2042g Ac = 1.2478g **

< Below > Rf = 1.1793 Ra = 1.0897 Fu = 1.0860 ay = 30.7182 Ay =3.0718g Ac = 3.3359g **

> Analysis Result: 2MF

< Above > Rf = 1.0680 Ra = 1.0340 Fu = 1.0335 ay = 36.5591 Ay =3.6559g Ac = 3.7782g **

< Below > Rf = 1.0088 Ra = 1.0044 Fu = 1.0044 ay = 73.7612 Ay =7.3761g Ac =7.6986g **

> Analysis Result: 1F

< Above > Rf = 1.0067 Ra = 1.0033 Fu = 1.0033 ay = 81.4418 Ay =8.1442g Ac = 8.3383g **

< Below > Rf= 1.1072 Ra= 1.0536 Fu= 1.0522

ay= 60.7996 Ay= 6.0800 g Ac= 6.9375 g **

> Analysis Result: BASE

< Above > Rf= 1.1236 Ra= 1.0618 Fu= 1.0600

ay= 59.4185 Ay= 5.9419 g Ac= 6.2982 g **

**Failure Analysis of Building :

> Level: 3F Ac= 0.5484 g (below the Level) > Level: 3MF Ac= 0.6100 g (above the Level)

Ac= 1.2282 g (below the Level)

> Level: 2F Ac= 1.2478 g (above the Level)

Ac= 3.3359 g (below the Level) > Level: 2MF Ac= 3.7782 g (above the Level)

Ac= 7.6986g (below the Level) > Level: 1F Ac= 8.3383 g (above the Level) Ac= 6.9375 g (below the Level) > Level: BASE Ac=6.2982 g (above the Level)

>>> Building minimum Ac= 0.5484 g at 3F (below the Level)

在文檔中 鋼筋混凝土建築物耐震能力評估法及推廣 (頁 54-70)