第四章 電子計算機程式構造
4.2 主、副程式之功能
本程式除 ETABS 分析程式外，包含兩個主程式及數個副程式，
各主、副程式之功能說明如下：
主程式：
1. FORCE：由 ETABS 輸出檔 TEST.FRM 抓取構材內力，產生 TEST.CLL (柱內力)、TEST.BMM (梁內力)、TEST.WAA (剪 力牆內力)、TEST.BRR (磚牆內力) 輸出資料。
2. CHKBLD：此為鋼筋混凝土構架及含磚牆、剪力牆構架耐震 能力評估主程式。其功能為讀取 TEST.DAT 及 TEST.CLL、
TEST.BMM、TEST.WAA、TEST.BRR 輸入資料檔並進行評估計 算後，產生 TEST.OUT 輸出資料檔。
副程式：
1. READCLF、READBMF、READBRF、READWAF：讀取 FORCE 所得 之樑、柱、磚牆、剪力牆應力檔。
2. GETCLFA、GETCLFB：將 READCLF 所得之柱應力資料輸出，
假設：
KCol >0, Column major dir. along Global X-dir
<0, Column major dir. along Global Y-dir KDIR = 1, Seismic force along Global X-dir
= –1, Seismic force along Global Y-dir
˙KCol*KDIR .GT. 0 則軸向，反之則縱向。
˙取得 CASE 1,2,4(5)之 MD、ML、ME、VD、VL、VE、PD、
PL、PE 及 Hr (反曲點的距離)。
3. GETBMF：將 READBMF 所得之樑應力資料輸出，假設 KBay >0, Beam end i joint to Column
<0, Beam end j joint to Column
˙取得 CASE 1,2,4(5) 之 MD、ML、ME、VD、VL、VE 及 Lr (反曲點的距離)。
4. GETBRF：將 READBRF 所得之磚牆應力資料輸出，假設 Kbra >0, Brace end i joint to Column
<0, Brace end j joint to Column
˙取得 CASE 1,2,4(5) 中之 PD、PL、PE 之值。
5. GETWAF：將 READWAF 所得之剪力牆應力資料輸出
6. Pn Mn：求出樑、柱斷面降伏時彎矩 My = Mn和柱當時之軸力 Pn。
7. Findr：求出樑、柱之韌性折減比例。
8. Vn＿ABCD：求出剪力鋼筋、混凝土之剪力強度及破壞時剪 力、韌性比之關係式。
9. FailType：決定樑、柱之破壞模式。
10. CalAcc：計算每半層結構系統韌性容量。
11. Fu：結構系統地震力折減係數，依 Ra、T、地盤種類之關係 而不同。
12. Inp0：輸入檔案名稱 HEAD$、結構物基本振動周期 T、地盤 種類 IGType、起始地震地表加速度 ag0。
13. Inp1：輸入幾種柱性質 NCP、柱之結構系統韌性容量 (Rcode) RcodeC、混凝土抗壓強度 fcC、主鋼筋降伏強度 fyC、箍筋 降伏強度 fvyC、彈性模數 EsC。
14. Inp2：輸入柱之編號 J、名稱 NID、斷面種類 CTYP、斷面 寬 Dmaj 及深 Dmin、保護層厚度 d1、淨跨度 Hn、主鋼筋量 Ast$、箍筋量 Avt$。
15. Inp3：輸入幾種樑性質 NBP、樑之結構系統特性係數 (Rcode) RcodeB、混凝土抗壓強度 fcB、主鋼筋降伏強度 fyB、箍筋 降伏強度 fvyB、彈性模數 EsB。
16. Inp4：輸入樑之編號 J、名稱 NID、斷面寬 Dmin 及深 Dmaj、
保護層厚度 d1、淨跨度 Ln、主鋼筋量 Ast$、箍筋量 Avt$。
17. Inp5：輸入幾種磚牆性質 NRP、磚牆之結構系統韌性容量 (Rcode) RcodeR、紅磚抗壓強度 fbp、砂漿抗壓強度 fmp 18. Inp6：輸入磚牆之編號 J、名稱 NID、斷面寬 BRB、深 BRH
及厚 BRT。
19. Inp7：輸入幾種剪力牆性質 NPP、剪力牆之形式 NPT、剪力 牆之結構系統韌性容量 (Rcode) Rcode__V（剪力破壞）、
Rcode__M（彎矩破壞）。
20. Inp8：輸入剪力牆之形式 NPT、名稱 SWName、斷面尺寸。
21. Inp9：輸入構架控制資料 (樓層數 NST、地震種類 LEQ (Case4 .or. Case5)、方向 (軸向或橫向) KDIR、幾種 Load CaseNLD、柱總數 NCOL、樑總數 NBAY、磚牆總數 NBRA、剪 力牆總數 NWALL、柱應力檔名 FileC$、樑應力檔名 FileB$、 磚牆應力檔名 FileR$、剪力牆應力檔名 FileW$)。
4.3 程式輸入檔內容
以 下 說 明 TEST.DAT 及 TEST.CLL、TEST.BMM、TEST.WAA、
TEST.BRR 輸入資料檔格式。
(一) TEST.DAT 輸入資料檔格式：
1. 程式輸入檔格式
. . . ...... .
. HEAD$ .
. T IGTyp ag .
. NCP fc' fy fvy Es Rcode . . J NID$ CTyp Dmaj Dmin d1 Hn Ast$ Avt$ Hn . . . . . . . . . . . . . . . . . . . . . . . . NBP fc' fy fvy Es Rcode . . J NID$ Dmaj Dmin d1 AsT$ AsB$ Avt$ Ln . . . . . . . . . . . .
. NRP fbp fmp Rcode .
. J NID$ H B T .
.NST NLD LEQ KDIR NCOL NBAY NBRA File1$ File2$ .
. File3$ File4$ File5$ .
. LID1$ LID2$ LID3$ .
. . .<blankline> .
.LID$ . . B1 B2 B3 B4 C1 C2 BR1 BR2 BR3 BR4 .
. . . . . . . . . . . . . . . . . . . . . .
.<blankline> .
.LID$ . . B1 B2 B3 B4 C1 C2 BR1 BR2 BR3 BR4 .
. . . . . . . . . . .
.<blankline> .
. *END .
2. 程式輸入檔參數說明
. . . ...... . HEAD$ :Project name and description
T :Building fundamental period, sec
IGTyp :Location site & Ground type of site, IGtyp < = 4 Ag :Initial design acceleration, g
NCP :Total number of column properties
fc' :Concrete compressive strength of column, kg/cm2 fy :Main rebar yielding strength of column, kg/cm2
fvy :Shear reinforcement yielding strength of column, kg/cm2 Es :Elastic modulus of steel, kg/cm2
Rcode :Specified ductility capacity of column, default Rcode = 3.00 J :ID no. of column property
NID$ :ID name of column property CTyp :Section type of column = 1 :rectangular column = 2 :circular column
Dmaj :Dimension along major direction, cm Dmin :Dimension along minor direction, cm d1 :Cover thickness, face to rebars center, cm Ast$ :Main rebar list, EX : 6X4-#8, for CTyp = 1 12-#8, for CTyp = 2
Avt$ :Shear reinforcement list, EX: 3X4-#4@10, for CTyp = 1 1-#4@10, for CTyp = 2 Hn :Net height of column, cm
NBP :Total number of girder properties
fc' :Concrete compressive strength of girder, kg/cm2 fy :Main rebar yielding strength of girder, kg/cm2
fvy :Shear reinforcement yielding strength of girder, kg/cm2 Es :Elastic modulus of steel, kg/cm2
Rcode :Specified ductility capacity of girder, default Rcode = 5.00 J :ID no. of girder property
NID$ :ID name of girder property
Dmaj :Dimension along major direction, cm Dmin :Dimension along minor direction, cm d1 :Cover thickness, face to rebars center, cm AsT$ :Main rebar list at top, EX: 6/2-#8
AsB$ :Main rebar list at bottom, EX: 0/5-#10 Avt$ :Shear rebar list, EX: 2-#4@10 Ln :Net length of girder, cm
NRP :Total number of brickwall properties Fbp :The compressive strength of brick fmp :The compresive strength of sand
Rcode : Specified ductility capacity of brickwall, default Rcode = 1.00 J : ID no. of brickwall property
H : The height of brickwall B : The width of brickwall T : The thickness of brickwall NST :Total story/level of frame NLD :Total number of load cases LEQ :Seismic load case ID no.
KDIR :Direction code of applied seismic load = 1: along global X-axes
= –1: along global Y-axes NCOL :Total number of column lines NBAY :Total number of bays
NBRA :Total number of brickwalls
File1$ :Data FileName contains column forces File2$ :Data FileName contains girder forces File3$ :Data FileName contains brace forces File4$ :Data FileName contains wall forces
File5$ :Data FileName for error testing LID$ :ID Name of story/level
B1,B2 :Bay ID & property ID along major dir. of column B3,B4 :Bay ID & property ID along minor dir. of column C1,C2 :COL ID & property ID above /below joint
BR1,BR2 :Brickwall ID & property ID along major dir. of column BR3,BR4 :Brickwall ID & property ID along minor dir. of column
B1,B2,B3,B4 may be +20(2 -21(3 : : :.. property ID :
: :.... BAY ID :.. “j” end connect to joint
:... “i” end connect to joint and C1,C2 may be +12(2 -12(2 : : :.. property ID :
: :.... COL ID :.. “minor” dir. along X-axes :... “major” dir. along global X-axes
*END :Ending of program
(二) TEST.CLL 輸入資料檔格式：
LEVEL = 3F COL = 1
1 0.240E+01 0.423E+00 -.210E+01 -.433E+00 -.150E+01 -.276E+00 -.458E+01
2 0.632E+00 0.183E+00 -.577E+00 -.181E+00 -.403E+00 -.117E+00 -.106E+01
3 0.530E+00 0.898E-01 -.470E+00 -.102E+00 -.333E+00 -.619E-01 -.756E+00
4 -.345E+01 -.239E+00 0.232E+01 0.176E+00 0.193E+01 0.134E+00 0.136E+01
5 -.355E+01 0.187E+00 0.237E+01 -.160E+00 0.197E+01 -.112E+00 0.984E+00
1 -.123E+00 0.378E+00 0.637E-01 -.416E+00 0.624E-01 -.256E+00 -.851E+01
2 -.340E-01 0.240E+00 0.210E-01 -.239E+00 0.183E-01 -.155E+00 -.219E+01
3 -.456E-01 0.209E+00 0.119E-01 -.192E+00 0.192E-01 -.129E+00 -.113E+01
4 -.535E+01 -.298E-01 0.448E+01 0.881E-02 0.328E+01 0.124E-01 -.817E-01
5 -.567E+01 0.117E+00 0.479E+01 -.938E-01 0.349E+01 -.679E-01 -.276E+00
COL = 3
1 0.689E-02 -.190E+00 0.740E-01 -.158E+00 0.224E-01 0.103E-01 -.717E+01
2 -.103E-01 0.127E-01 0.323E-01 -.140E+00 0.142E-01 -.492E-01 -.163E+01
3 0.128E+00 0.821E-01 -.122E+00 -.137E+00 -.834E-01 -.708E-01 -.122E+01
4 -.540E+01 0.677E-02 0.441E+01 0.192E-01 0.327E+01 0.399E-02 0.182E+00
5 -.573E+01 -.141E+00 0.471E+01 0.171E+00 0.348E+01 0.101E+00 0.394E+00
. . .
LEVEL = 2F .
. .
LC M1T M2T M1B M2B V1 V2 P
(三) TEST.BMM 輸入資料檔格式：
LEVEL = 3F
BAY = 1
1 -.274E+01 0.176E+01 -.279E+01 -.970E+00 0.000E+00 2 -.719E+00 0.440E+00 -.720E+00 -.230E+00 0.000E+00 3 -.580E+00 0.446E+00 -.672E+00 -.183E+00 0.000E+00 4 0.431E+01 0.108E+01 0.116E+01 0.116E+01 0.000E+00 5 0.443E+01 0.123E+01 0.115E+01 0.115E+01 0.000E+00 BAY = 2
1 -.437E+01 0.122E+01 -.318E+01 -.136E+01 0.000E+00 2 -.112E+01 0.303E+00 -.815E+00 -.325E+00 0.000E+00 3 -.573E+00 0.212E+00 -.283E+00 -.283E+00 0.000E+00 4 0.327E+01 0.725E+00 0.919E+00 0.919E+00 0.000E+00 5 0.340E+01 0.769E+00 0.948E+00 0.948E+00 0.000E+00 BAY = 3
1 -.444E+01 0.110E+01 -.316E+01 -.134E+01 0.000E+00 2 -.113E+01 0.262E+00 -.806E+00 -.316E+00 0.000E+00 3 -.673E+00 0.325E+00 -.663E+00 -.173E+00 0.000E+00 4 0.368E+01 0.806E+00 0.104E+01 0.104E+01 0.000E+00 5 0.398E+01 0.790E+00 0.115E+01 0.115E+01 0.000E+00
. . .
LEVEL = 2F BAY = 1
. . .
LC Mi Mj Vi Vj P
(四) TEST.WAA 輸入資料檔格式：
Reading Member Forces at Level .... 3F Reading Member Forces at Level .... 2F Reading Member Forces at Level .... 1F LEVEL = 1F
WAL = 1
1 0.262E+01 0.116E+00 -.679E+00 -.586E-01 -.110E+01 -.581E-01 -.288E+02
2 0.808E+00 0.408E-01 -.260E+00 -.207E-01 -.356E+00 -.205E-01 -.925E+01
3 0.260E+01 0.406E-01 -.665E-01 -.202E-01 -.890E+00 -.203E-01 -.553E+01
4 -.333E+02 0.766E-02 0.387E+02 -.594E-02 0.240E+02 -.453E-02 0.492E+01
5 -.366E+02 0.156E-01 0.418E+02 -.125E-01 0.261E+02 -.936E-02 0.475E+01
WAL = 2
1 0.917E+00 0.233E+00 -.702E+00 -.117E+00 -.540E+00 -.117E+00 -.310E+02
2 0.295E+00 0.820E-01 -.267E+00 -.410E-01 -.187E+00 -.410E-01 -.983E+01
3 -.281E+00 0.807E-01 -.106E+00 -.400E-01 0.583E-01 -.403E-01 -.769E+01
4 -.389E+02 -.180E-02 0.387E+02 0.850E-03 0.258E+02 0.880E-03 -.298E+00
5 -.420E+02 0.851E-02 0.417E+02 -.480E-02 0.279E+02 -.444E-02 -.273E+00
WAL = 3
1 -.358E+01 0.128E+00 -.764E+00 -.645E-01 0.940E+00 -.643E-01 -.268E+02
2 -.126E+01 0.470E-01 -.288E+00 -.236E-01 0.324E+00 -.235E-01 -.830E+01
3 -.192E+01 0.366E-01 -.128E+00 -.181E-01 0.597E+00 -.182E-01 -.524E+01
4 -.359E+02 -.626E-02 0.387E+02 0.516E-02 0.249E+02 0.381E-02 -.292E+01
5 -.388E+02 0.347E-02 0.418E+02 0.183E-02 0.269E+02
-.550E-03 -.308E+01 .
.
LC M1T M2T M1B M2B V1 V2 P
(五) TEST.BRR 輸入資料檔格式：
LEVEL = 3F BRA = 1
1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.334E+01
2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.131E+01
3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.138E+00
4 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.324E+01
5 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.501E+01
BRA = 5
1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.730E+00
2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.152E+00
3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 -.150E+00
4 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 -.159E+01
5 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 -.706E+00
BRA = 9
1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.149E+01
2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.606E+00
3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.128E+01
4 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.134E+01
5 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.195E+01
LEVEL = 3MF BRA = 33
. . . BRA = 35
. . . LEVEL = 2F
. . .
LEVEL = 2MF .
. . LEVEL = 2F
. . .
LC M1T M2T M1B M2B V1 V2 P
4.4 程式輸出檔內容及格式
內容詳見 5.2 節實例分析輸出檔。
第五章 耐震能力評估實例分析
5.1 民雄鄉民雄國中校舍及結構概要
本實例建築物為嘉義縣民雄鄉民雄國中內的新建教室，是棟鋼 筋混凝土建造的二層建築，部份有地下室。由於做為教室用途，故 其 Y 向有 1B隔間磚牆，X 向有90 公分高之窗台。長向 (X 向) 有 10 跨，第一跨至第九跨長 3m，第 10 跨長 4m，短向跨度為 2.8m 及 7.5m。平面圖與立面圖如圖 5.1 與 5.2 所示。
民雄國中校舍柱斷面尺寸從底層到頂層皆相同，為 35 × 45、 24 × 50、45φ，樑為 24 × 50、30 × 50、30 × 60，材料性質方面，
為獲得實際的混凝土強度，曾委託國立成功大學進行實驗，鑽心試 體抗壓試驗結果 f ′c得 161.5kg/cm2，fy為 2800kg/cm2，依據其建築 物之實際尺寸，計得建築物總重，約為 458.63t，其中第三層約重 202.56t，第二層約重 256.07t。
分析時，吾人考慮幾種狀況如下：
1. 純梁柱剛構架 2. 含磚牆構架 3. 含剪力牆構架
4. 構架同時含磚牆、剪力牆者
地震力分析 V =Z CW
取 Z =0.1 靜力分析 V =0.1CW
sec 3077 . 0 )
2 . 7 ( 07 . 0 07
.
0 3/4 3/4
code = hn = =
T
sec 43078 .
0 4
.
1 Tcode =
純構架
5.2 評估結果
)
5.2.2 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)
> Level: 2F Ac= 1.2478 g (above the Level)