商業(yè)計(jì)算書樓書

1、/| 公司名稱:|工程名稱 :|工程代號(hào) :建筑結(jié)構(gòu)的總信息SATWE 中文版文件名: WMASS.OUT|設(shè)計(jì)人 :校核人 :|日期:2010/11/ 2 |/總信息 .結(jié)構(gòu)材料信息:混凝土容重 (kN/m3):鋼材容重 (kN/m3):水平力的夾角(Rad):室層數(shù):豎向荷載計(jì)算信息:風(fēng)荷載計(jì)算信息:力計(jì)算信息:特殊荷載計(jì)算信息:結(jié)構(gòu)類別:裙房層數(shù):轉(zhuǎn)換層所在層號(hào)：墻元細(xì)分最大控制長(zhǎng)度(m)墻元網(wǎng)格:是否對(duì)全樓強(qiáng)制采用剛性樓板假定采用的樓層剛度算法結(jié)構(gòu)所在地區(qū)鋼砼結(jié)構(gòu)GcGs ARF=27.0078.0066.00MBASE=0按模擬施工 3 加荷計(jì)算計(jì)算X,Y 兩個(gè)方向的風(fēng)荷載計(jì)算X,Y

2、 兩個(gè)方向的不計(jì)算框架結(jié)構(gòu)力MANNEX= MCHANGE=DMAX=001.00側(cè)向出口結(jié)點(diǎn)否層間剪力比層間位移算法風(fēng)荷載信息 .修正后的基本風(fēng)壓 (kN/m2):地面粗糙程度:結(jié)構(gòu)基本周期（秒）:體形變化分段數(shù):WO =B 類T1 = MPART= NSTi = USi =0.401.161各段最號(hào):31.30各段體形系數(shù):信息 .振型組合方法(CQC 耦聯(lián);SRSS 非耦聯(lián))計(jì)算振型數(shù):烈度:場(chǎng)地類別:CQCNMODE=9NAF =KD =6.003設(shè)計(jì)分組:三組特征周期TG =Rmax1 = Rmax2 =NF = NW = RMC =TC =0.650.040.00430.500.7

3、05.00多遇影響系數(shù)最大值影響系數(shù)最大值框架的抗震等級(jí):剪力墻的抗震等級(jí):活荷重力荷載代表值組合系數(shù):周期折減系數(shù):結(jié)構(gòu)的阻尼比 (%):是否考慮偶然偏心:D=否是=是否考慮雙向扭轉(zhuǎn)效應(yīng):斜交抗側(cè)力構(gòu)件方向的附加斜交抗側(cè)力構(gòu)件方向的附加數(shù)方向角(Deg)40226890活荷載信息 .考慮活荷不利布置的層數(shù)柱、墻活荷載是否折減傳到基礎(chǔ)的活荷載是否折減從第 1 到 3 層折算折算-柱，墻，基礎(chǔ)活荷載折減系數(shù)-計(jì)算截面以上的層數(shù)折減系數(shù)12-34-56-89-20 201.000.850.700.650.600.55調(diào)整信息 .中梁剛度增大系數(shù)：彎矩調(diào)幅系數(shù)：梁設(shè)計(jì)彎矩增大系數(shù)：連梁剛度折減系數(shù)：

4、梁扭矩折減系數(shù)：BK = BT = BM = BLZ = TB = RSF = KQ1 = KQ2 = NTL =RTL =1.750.851.000.600.401.001301.001.151011全樓力放大系數(shù)：0.2Qo 調(diào)整起始層號(hào)：0.2Qo 調(diào)整終止層號(hào)：頂塔樓內(nèi)力放大起算層號(hào)：頂塔樓內(nèi)力放大：九度結(jié)構(gòu)及一級(jí)框架超配筋系數(shù) CPCOEF91 =是否按抗震規(guī)范 5.2.5 調(diào)整樓層是否調(diào)整與框支柱相連的梁內(nèi)力剪力墻加強(qiáng)區(qū)起算層號(hào)強(qiáng)制指定的薄弱層個(gè)數(shù)強(qiáng)制指定的薄弱層層號(hào)力IAUTO525 = IREGU_KZZB = LEV_JLQJQ =NWEAK =WEAKNO = 0配筋信息

5、.強(qiáng)度 (N/mm2):柱主筋強(qiáng)度 (N/mm2):墻主筋強(qiáng)度 (N/mm2):強(qiáng)度 (N/mm2): 柱箍筋強(qiáng)度 (N/mm2): 墻分布筋強(qiáng)度 (N/mm2):邊緣構(gòu)件箍筋強(qiáng)度 (N/mm2):最大間距 (mm):柱箍筋最大間距 (mm):墻水平分布筋最大間距 (mm):墻豎向筋分布最小配筋率 (%):IB = IC = IW = JB = JC = JWH =JWB =360360360210210210210SB = 100.00SC = 100.00SWH = 150.00RWV =0.30結(jié)構(gòu)底部單獨(dú)指定墻豎向分布筋配筋率的層數(shù): NSW =00.60結(jié)構(gòu)底部NSW 層的墻豎向分布

6、配筋率:RWV1 =設(shè)計(jì)信息 .結(jié)構(gòu)重要性系數(shù):柱計(jì)算長(zhǎng)度計(jì)算原則:部分簡(jiǎn)化:是否考慮 P-Delt 效應(yīng)：柱配筋計(jì)算原則:鋼構(gòu)件截面凈毛面積比:梁保護(hù)層厚度 (mm):柱保護(hù)層厚度 (mm):RWO =有側(cè)移1.00剛域否按單偏壓計(jì)算RN = BCB =ACA =0.5030.0030.00是否按砼規(guī)范(7.3.11-3)計(jì)算砼柱計(jì)算長(zhǎng)度系數(shù): 是荷載組合信息 .恒載分項(xiàng)系數(shù): 活載分項(xiàng)系數(shù): 風(fēng)荷載分項(xiàng)系數(shù):CDEAD= CLIVE= CWIND= CEA_H= CEA_V= CSPY = CD_L = CD_W =CEA_L =1.201.401.401.300.500.000.700.

7、600.50水平豎向力分項(xiàng)系數(shù):力分項(xiàng)系數(shù):特殊荷載分項(xiàng)系數(shù):活荷載的組合系數(shù):風(fēng)荷載的組合系數(shù):活荷載的重力荷載代表值系數(shù):剪力墻底部加強(qiáng)區(qū)信息.剪力墻底部加強(qiáng)區(qū)起算層號(hào)剪力墻底部加強(qiáng)區(qū)終止層號(hào),LEV_JLQJQ= 1IWF= 2*各層的質(zhì)量、質(zhì)心坐標(biāo)信息*層號(hào)塔號(hào)質(zhì)心 X質(zhì)心 Y (m)31.50075.79329.79678.37729.88377.989質(zhì)心 Z (m)14.50014.50011.80011.8006.7006.700恒載質(zhì)量(t) 594.3532.01076.41004.61439.41327.0活載質(zhì)量(t) 10.08.983.379.6106.096.3附

8、加質(zhì)量3121212-1.991-1.497-2.553-2.219-2.683-2.1370.00.00.00.00.00.021活載產(chǎn)生的總質(zhì)量 (t):恒載產(chǎn)生的總質(zhì)量 (t):附加總質(zhì)量 (t):結(jié)構(gòu)的總質(zhì)量 (t):恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載384.1455973.7080.0006357.853結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量和附加質(zhì)量活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果 (1t = 1000kg)*各層構(gòu)件數(shù)量、構(gòu)件材料和層高*層號(hào)塔號(hào)數(shù)(混凝土)柱元數(shù)(混凝土)墻元數(shù)(混凝土)層高(m)累計(jì)高度(m)1121212410(30)386(30

9、)418(30)389(30)273(30)242(30)41(30)35(30)41(30)35(30)23(30)18(30)0(30)0(30)0(30)0(30)0(30)0(30)6.7006.7005.1005.1002.7002.7006.7006.70011.80011.80014.50014.50023*風(fēng)荷載信息*層號(hào) 塔號(hào)風(fēng)荷載X剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y312113.73101.95113.7102.0307.1275.338.6836.1338.736.1104.497.621212212.90201.13234.30221.36326.6303.156

10、0.9524.41972.91821.05731.15334.8102.8599.22112.75108.78141.5135.3254.3244.1826.2787.82529.82423.51=各樓層等效尺寸(m,m*2)=形心 X形心 Y等效寬 B等效高 H最大寬 BMAX層號(hào)BMIN 1塔號(hào)面積最小寬121212831.05783.51831.05783.51400.10357.5626.3170.6526.3170.6528.4068.3014.6134.0114.6134.0114.7632.0148.0240.1848.0240.1843.8434.8320.4929.0020.

11、4929.0014.7722.6449.4246.6049.4246.6045.3940.5816.8416.8216.8416.828.948.8823=各樓層的面積質(zhì)量分布(:kg/m*2)=面積質(zhì)量 gi 1859.471816.591395.391383.841510.501513.00質(zhì)量比 max(gi/gi-1,gi/gi+1) 1.331.300.920.921.081.08層號(hào)1塔號(hào)12121223=計(jì)算信息=計(jì)算日期開始時(shí)間: 2010.11. 2:20:42:57: 294.00MB可用內(nèi)存第一步: 數(shù)據(jù)預(yù)處理第二步: 計(jì)算每層剛度中心、度、質(zhì)量等信息第三步: 組裝剛度矩

12、陣并分解FALEBeginning End度優(yōu)化排序Time Time:20:43: 2.4820:43: 3.280.80:Total Time (s)FALE 總剛陣組裝Beginning EndTotal Time (s)Time Time:20:43: 3.2920:43: 3.980.69:VSS 總剛陣LDLT 分解BeginningEndTimeTime:20:43: 3.9820:43: 4. 00.02:Total Time (s):VSS 模態(tài)分析Beginning EndTotal Time (s)Time Time:20:43: 4. 120:43: 4. 30.02:

13、形成荷載向量形成風(fēng)荷載向量形成垂直荷載向量VSS LDLT 回代求解BeginningEndTimeTime:20:43: 7. 120:43: 7. 40.03:Total Time (s):模擬施工荷載 3加載第3 層FALEBeginning End度優(yōu)化排序Time Time:20:43: 7.1420:43: 7.790.65:Total Time (s)FALE 總剛陣組裝Beginning EndTotal Time (s)Time Time:20:43: 7.7920:43: 8.390.60:VSS 總剛陣LDLT 分解Beginning EndTotal Time (s)

14、EndTotal Time (s)Time Time:Time:20:43: 8.4020:43: 8.420.0220:43: 8.430.03:加載第2 層FALEBeginning End度優(yōu)化排序Time Time:20:43: 8.5420:43: 9. 00.46:Total Time (s)FALE 總剛陣組裝Beginning EndTotal Time (s)Time Time:20:43: 9. 120:43: 9.460.45:VSS 總剛陣LDLT 分解Beginning EndTotal Time (s) EndTotal Time (s)Time Time:Time

15、:20:43: 9.4620:43: 9.480.0220:43: 9.500.04:加載第1 層FALEBeginning EndTotal Time (s)度優(yōu)化排序Time Time:20:43: 9.6020:43: 9.820.22:FALE 總剛陣組裝Beginning EndTotal Time (s)Time Time:20:43: 9.8220:43:10. 40.22:VSS 總剛陣LDLT 分解Beginning EndTotal Time (s) EndTotal Time (s)Time Time:Time:20:43:10. 420:43:10. 60.0220:4

16、3:10.340.30:第六步: 計(jì)算桿件內(nèi)力開始時(shí)間活載隨機(jī)加載計(jì)算計(jì)算桿件內(nèi)力結(jié)束日期時(shí)間總用時(shí):20:43:11: 2010.11. 2:20:43:320: 0:35=各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息Floor No Tower No Xstif，Ystif :Alf: 層號(hào): 塔號(hào)剛心的 X，Y 坐標(biāo)值: 層剛性主軸的方向Xmass，Ymass : 質(zhì)心的 X，Y 坐標(biāo)值GmassEex，Eey Ratx，Raty: 總質(zhì)量: X，Y 方向的偏心率: X，Y 方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值Ratx1，Raty1 : X，Y 方向本層塔側(cè)移剛度與上一層相應(yīng)塔

17、側(cè)移剛度 70%的比值或上三層平均側(cè)移剛度 80%的比值中之較小者RJX，RJY，RJZ: 結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度=Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=1Tower No.1-1.9951(m)-2.6828(m) 0.03771.00000.9311Ystif= Ymass= Eey = Raty =Raty1=28.6396(m)29.8828(m)0.09521.0000Alf =9.3193(Degree)Gmass(活荷折減)= 1651.2728(1545.3188)(t)0.9311 薄弱層剪力放大系數(shù)= 1.15R

18、JX = 1.2456E+05(kN/m) RJY = 2.5333E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=1Tower No.2-1.7136(m)-2.1373(m) 0.02361.00000.9331Ystif= Ymass= Eey = Raty =Raty1=78.7944(m)Alf =-8.7778(Degree)77.9886(m)0.06471.00000.9590 薄弱層Gmass(活荷折減)= 1519.6351(1423.3107)(t)剪力放大系數(shù)= 1.1

19、5RJX = 1.1112E+05(kN/m)RJY = 2.3639E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=2Tower No.1-2.0016(m)-2.5530(m) 0.03031.53430.5847Ystif= Ymass= Eey = Raty =Raty1=28.6405(m)Alf =9.3193(Degree)29.7961(m)0.08841.53440.5982 薄弱層Gmass(活荷折減)= 1242.9163(1159.6425)(t)剪力放大系數(shù)= 1.1

20、5RJX = 1.9112E+05(kN/m) RJY = 3.8870E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=2Tower No.2-1.7200(m)-2.2190(m) 0.02791.53090.6018Ystif= Ymass= Eey = Raty =Raty1=78.7939(m)78.3772(m)0.03341.4896Alf =-8.7781(Degree)Gmass(活荷折減)= 1163.8969(1084.2507)(t)0.6444 薄弱層剪力放大系數(shù)= 1

21、.15RJX = 1.7012E+05(kN/m) RJY = 3.5213E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=3Tower No.1-1.6281(m)-1.9915(m) 0.02332.44341.0000Ystif= Ymass= Eey = Raty =Raty1=31.2913(m)Alf =7.5224(Degree)31.4997(m)0.01802.38821.0000 薄弱層Gmass(活荷折減)=614.3522(604.3470)(t)剪力放大系數(shù)= 1.0

22、0RJX = 4.6697E+05(kN/m) RJY = 9.2829E+05(kN/m) RJZ = 0.0000E+00(kN/m)Floor No. Xstif= Xmass= Eex = Ratx =Ratx1=3Tower No.2-1.0085(m)-1.4971(m) 0.03322.37371.0000Ystif= Ymass= Eey = Raty =Raty1=75.2401(m)Alf =-7.4999(Degree)75.7934(m)0.05322.21701.0000 薄弱層Gmass(活荷折減)=549.9240(540.9828)(t)剪力放大系數(shù)= 1.00

23、RJX = 4.0382E+05(kN/m) RJY = 7.8068E+05(kN/m) RJZ = 0.0000E+00(kN/m)=結(jié)構(gòu)整體抗傾覆驗(yàn)算結(jié)果=抗傾覆力矩Mr傾覆力矩Mov比值Mr/Mov零應(yīng)力區(qū)(%)X 風(fēng)荷載 Y 風(fēng)荷載 XY776954.93192998.2776954.93192998.210492.04817.918901.622509.874.05662.7441.11141.850.000.000.000.00=結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果=層號(hào)X 向剛度Y 向剛度X 剛重比24.84Y 剛重比51.61層高上部重量10.236E+060.490E+066.706357

24、9.230.361E+060.871E+060.741E+060.171E+075.102.7033892.11453.54.36205.28111.48402.87該結(jié)構(gòu)剛重比Di*Hi/Gi 大于 10,能夠通過高規(guī)(5.4.4)的整體穩(wěn)定驗(yàn)算該結(jié)構(gòu)剛重比Di*Hi/Gi 大于 20,可以不考慮重力二階效應(yīng)*樓層抗剪承載力、及承載力比值*Ratio_Bu: 表示本層與上一層的承載力之比層號(hào)塔號(hào)X 向承載力Y 向承載力Ratio_Bu:X,Y3322111212120.4180E+040.3824E+040.4435E+040.4114E+040.4510E+040.4169E+040.34

25、15E+040.2978E+040.3476E+040.3128E+040.3891E+040.3556E+041.001.001.061.081.021.011.001.001.021.051.121.14/|公司名稱:| 工程名稱:| 工程代號(hào):SATWE 位移輸出文件文件 名稱: WDISP.OUT|設(shè)計(jì)人:校核人:|日期:2010/11/ 2 |/所有位移的為毫米Floor Tower JmaxJmaxD: 層號(hào): 塔號(hào): 最大位移對(duì)應(yīng)的節(jié)點(diǎn)號(hào): 最大層間位移對(duì)應(yīng)的節(jié)點(diǎn)號(hào)Max-(Z) : 節(jié)點(diǎn)的最大豎向位移h: 層高M(jìn)ax-(X)，Max-(Y)Ave-(X)，Ave-(Y) Max

26、-Dx ，Max-Dy Ave-Dx ，Ave-DyRatio-(X),Ratio-(Y): X,Y 方向的節(jié)點(diǎn)最大位移: X,Y 方向的層平均位移: X,Y 方向的最大層間位移: X,Y 方向的平均層間位移最大位移與層平均位移的比值Ratio-Dx,Ratio-Dy : 最大層間位移與平均層間位移的比值Max-Dx/h，Max-Dy/h : X,Y 方向的最大層間位移角DxR/Dx,DyR/Dy: X,Y 方向的有害位移角占總位移角的百分比例Ratio_AX,Ratio_AY : 本層位移角與上層位移角的 1.3 倍及上三層平均位移角的 1.2 倍的比值的大者X-Disp，Y-Disp，Z-

27、Disp:節(jié)點(diǎn) X,Y,Z 方向的位移= 工況 1 = X 方向作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX311637163716461646108010801093109341141142442415.750.6314.420.5615.134.4413.874.0410.7210.729.859.8512.520.5012.720.5111.783.4211.963.488.388.388.498.491.261.261.131.101.28

28、1.301.161.161.281.281.161.162700.1/4252.2700.1/4816.5100.1/1150.5100.1/1261.6700.1/ 625.6700.1/ 680.99.9%1.00299.9%1.002183.9%2.78286.2%2.781196.8%2.44299.9%2.43X 方向最大值層間位移角:1/ 625.= 工況 2 = X 雙向作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX3116371637

29、1646164610801080109316.060.6514.710.5715.424.5214.1413.090.5313.120.5312.483.6112.481.231.231.121.091.241.251.132700.1/4157.2700.1/4700.5100.1/1129.5100.99.9%1.00299.9%1.002182.0%2.78210934114114244244.1210.9210.9210.0410.043.638.898.898.878.871.141.231.231.131.131/1237.6700.1/ 613.6700.1/ 667.84.7%

30、2.781194.1%2.44298.1%2.44X 方向最大值層間位移角:1/ 613.= 工況 3 = Y 方向作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy/hDyR/DyRatio_AY31164116411646164610861086109313964174174244247.340.307.380.327.292.077.302.255.225.225.205.207.010.297.060.316.831.976.842.024.874.874.694.691.05

31、1.051.051.041.071.051.071.111.071.071.111.112700.1/8974.2700.1/8389.5100.1/2464.5100.1/2271.6700.1/1284.6700.1/1288.99.9%1.00299.9%1.002186.5%2.75281.0%2.621197.9%2.45299.9%2.35Y 方向最大值層間位移角:1/1284.= 工況 4 = Y 雙向作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy/hDyR/DyRa

32、tio_AY31164116411646164610861086109313964174174247.810.327.710.337.902.257.692.275.655.655.487.310.307.290.327.212.087.072.085.145.144.871.071.071.061.051.101.081.091.091.101.101.132700.1/8416.2700.1/8092.5100.1/2263.5100.1/2250.6700.1/1186.6700.99.9%1.00299.9%1.002185.0%2.76281.0%2.631196.3%2.45242

33、45.484.871.131/1223.99.9%2.35Y 方向最大值層間位移角:1/1186.= 工況 5 = X 方向風(fēng)荷載作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ratio-(X)hRatio-DxAve-DxMax-Dx/hDxR/DxRatio_AX31163716371844184410801080140910934114117307306.850.266.730.256.591.886.481.834.714.714.704.706.410.246.690.256.121.716.451.804.414.414.644

34、.641.071.091.001.011.081.101.011.011.071.071.011.012700.1/9999.2700.1/9999.5100.1/2712.5100.1/2791.6700.1/1423.6700.1/1424.99.9%1.00299.9%1.002196.6%2.86296.2%2.901199.8%2.59299.9%2.58X 方向最大值層間位移角:1/1423.= 工況 6 = Y 方向風(fēng)荷載作用下的樓層最大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ratio-(Y)hRatio-DyAve-DyMax-Dy

35、/hDyR/DyRatio_AY311420142018361836763763138913961001007167161.600.051.640.061.630.451.670.521.181.181.191.191.470.051.520.051.440.391.490.411.051.051.071.071.091.101.081.091.141.151.121.251.131.131.111.112700.1/9999.2700.1/9999.5100.1/9999.5100.1/9827.6700.1/5661.6700.1/5612.99.9%1.00299.9%1.002199.

36、9%3.29296.0%3.141199.0%2.74299.2%2.63Y 方向最大值層間位移角:1/5612.= 工況 7 = 豎向恒載作用下的樓層最大位移Floor3Tower 121212Jmax 162218308231350167681Max-(Z)-2.85-2.93-3.64-3.33-4.90-4.0821= 工況 8 = 豎向活載作用下的樓層最大位移Floor3Tower 121212Jmax 158517018231350167681Max-(Z)-0.34-0.34-0.65-0.65-0.88-0.8421=周期、力與振型輸出文件(VSS 求解器)=考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振

37、動(dòng)周期(秒)、X,Y 方向的平動(dòng)系數(shù)、扭轉(zhuǎn)系數(shù)振型號(hào)123456789周 期1.15671.14450.93220.92000.78840.78780.33720.33480.2779轉(zhuǎn) 角8.03171.99126.3565.7079.0499.628.14171.87125.53平動(dòng)系數(shù) (X+Y) 0.99 ( 0.97+0.02 )0.96 ( 0.94+0.02 )0.09 ( 0.03+0.06 )0.06 ( 0.01+0.05 )0.95 ( 0.03+0.92 )0.96 ( 0.03+0.93 )0.99 ( 0.97+0.02 )0.96 ( 0.94+0.02 )0.0

38、8 ( 0.03+0.05 )扭轉(zhuǎn)系數(shù)0.010.040.910.940.050.040.010.040.92作用最大的方向 =-0.962 (度)=僅考慮 X 向 Floor : 層號(hào) Tower : 塔號(hào): X 方向的耦聯(lián): X 方向的耦聯(lián)F-x-t : X 方向的耦聯(lián)作用時(shí)的力力在 X 方向的分量力在 Y 方向的分量力的扭矩1 的振型力FloorTowerF-x-x(kN) 0.00202.210.00381.790.00356.88F-x-y(kN) 0.0028.900.0053.530.0050.32F-x-t (kN-m)0.00233.970.00622.010.00567.9

39、1312121221振型2 的力FloorTowerF-x-x(kN) 221.350.00398.220.00377.560.00F-x-y(kN)-32.270.00-56.150.00-52.710.00F-x-t (kN-m)-598.270.00-1365.220.00-1294.190.00312121221振型3 的力FloorTowerF-x-x(kN) 4.300.0017.370.0016.610.00F-x-y(kN)-10.530.00-22.500.00-21.740.00F-x-t (kN-m) 590.980.001343.320.001297.860.00312

40、1212214 的振型力FloorTowerF-x-x(kN) 0.00-1.040.004.510.003.54F-x-y(kN) 0.003.570.008.660.007.68F-x-t (kN-m)0.00-209.700.00-548.990.00-519.453121212215 的振型力FloorTowerF-x-x(kN) 8.360.0017.700.0016.970.00F-x-y(kN) 49.510.0090.380.0085.650.00F-x-t (kN-m) 139.730.00317.760.00317.600.00312121221振型6 的力FloorTow

41、erF-x-x(kN) 0.005.270.0012.900.0011.71F-x-y(kN) 0.00-38.960.00-73.910.00-68.64F-x-t (kN-m)0.00-89.220.00-234.060.00-232.37312121221振型7 的力FloorTowerF-x-x(kN) 0.00-36.720.00-43.150.00114.57F-x-y(kN) 0.00-5.330.00-6.160.0016.39F-x-t (kN-m)0.00-26.010.00-49.640.00211.803121212218 的振型力FloorTowerF-x-x(kN)

42、-39.640.00-44.610.00120.780.00F-x-y(kN) 5.800.006.180.00-17.240.00F-x-t (kN-m) 89.990.00123.910.00-413.050.003121212219 的振型力FloorTowerF-x-x(kN)-0.700.00-1.600.003.180.00F-x-y(kN) 1.300.001.740.00-4.480.00F-x-t (kN-m)-85.940.00-116.180.00285.040.00312121221各振型作用下 X 方向的基底剪力剪力(kN) 940.88997.1338.277.02

43、43.0329.8834.6936.530.88振型號(hào)123456789各層 X 方向的作用力(CQC)Floor Tower Fx Vx MxS ic Fx: 層號(hào): 塔號(hào): X 向: X 向: X 向作用下結(jié)構(gòu)的反應(yīng)力作用下結(jié)構(gòu)的樓層剪力作用下結(jié)構(gòu)的彎矩靜力法 X 向的力FloorTowerFx(kN)Vx (分塔剪重比) (整層剪重比)(kN)Mx(kN-m)S ic Fx(kN)(注意:下面分塔輸出的剪重比不適合于上連多塔結(jié)構(gòu))3121212226.26205.55405.87385.78402.22376.85226.26( 3.74%)205.55( 3.80%)631.76( 3

44、.58%)591.00( 3.64%)1010.12( 3.05%)945.22( 3.10%)( 3.77%)610.90554.983832.373568.5710561.529864.90433.04387.64508.32475.28384.62354.252( 3.61%)1( 3.08%)X 方向的有效質(zhì)量系數(shù):99.90%=僅考慮 Y 向Floor : 層號(hào)Tower : 塔號(hào)時(shí)的力: Y 方向的耦聯(lián): Y 方向的耦聯(lián)F-y-t : Y 方向的耦聯(lián)力在 X 方向的分量力在 Y 方向的分量力的扭矩振型1 的力FloorTowerF-y-x(kN) 0.0028.530.0053.8

45、70.0050.36F-y-y(kN) 0.004.080.007.550.007.10F-y-t (kN-m)0.0033.010.0087.770.0080型2 的力FloorTowerF-y-x(kN)-31.330.00-56.360.00-53.440.00F-y-y(kN) 4.570.007.950.007.460.00F-y-t (kN-m) 84.680.00193.230.00183.170.003121212213 的振型力FloorTowerF-y-x(kN)-6.150.00-24.860.00-23.770.00F-y-y(kN) 15.070.0032.190.0031.120.00F-y-t (kN-m)-845.770.00-1922.460.00-1857.410.003121212214 的振型力FloorTow