計(jì)算程序名稱、代號、版本及編制單位本工程上部結(jié)構(gòu)：采用PKPM《多層及高層建筑結(jié)構(gòu)空間有限元分析與設(shè)計(jì)軟件SATWE》進(jìn)行分析計(jì)算，代號S-3,2010版。地基基礎(chǔ)部分：采用PKPM《獨(dú)基、條基、鋼筋混凝土地基梁、樁基礎(chǔ)和筏板基礎(chǔ)設(shè)計(jì)軟件JCCAD》進(jìn)行分析計(jì)算，代號S-5，2010版。編制單位為：中國建筑科學(xué)研究院PKPMCAD工程部。第一部分建筑結(jié)構(gòu)的總信息總信息..............................................結(jié)構(gòu)材料信息:鋼砼結(jié)構(gòu)混凝土容重(kN/m3):Gc=25.00鋼材容重(kN/m3):Gs=78.00水平力的夾角(Rad):ARF=0.00地下室層數(shù):MBASE=0豎向荷載計(jì)算信息:按模擬施工1加荷計(jì)算風(fēng)荷載計(jì)算信息:計(jì)算X,Y兩個(gè)方向的風(fēng)荷載地震力計(jì)算信息:計(jì)算X,Y兩個(gè)方向的地震力特殊荷載計(jì)算信息:不計(jì)算結(jié)構(gòu)類別:框架結(jié)構(gòu)裙房層數(shù):MANNEX=0轉(zhuǎn)換層所在層號：MCHANGE=0墻元細(xì)分最大控制長度(m)DMAX=1.00墻元網(wǎng)格:側(cè)向出口結(jié)點(diǎn)是否對全樓強(qiáng)制采用剛性樓板假定否采用的樓層剛度算法層間剪力比層間位移算法結(jié)構(gòu)所在地區(qū)全國風(fēng)荷載信息..........................................修正后的基本風(fēng)壓(kN/m2):WO=0.45地面粗糙程度:B類結(jié)構(gòu)基本周期（秒）:T1=0.28體形變化分段數(shù):MPART=1各段最高層號:NSTi=3各段體形系數(shù):USi=1.30地震信息............................................振型組合方法(CQC耦聯(lián);SRSS非耦聯(lián))CQC計(jì)算振型數(shù):NMODE=9地震烈度:NAF=7.00場地類別:KD=2設(shè)計(jì)地震分組:三組特征周期TG=0.45多遇地震影響系數(shù)最大值Rmax1=0.08罕遇地震影響系數(shù)最大值Rmax2=0.50框架的抗震等級:NF=3剪力墻的抗震等級:NW=3活荷重力荷載代表值組合系數(shù):RMC=0.50周期折減系數(shù):TC=0.85結(jié)構(gòu)的阻尼比(%):DAMP=5.00是否考慮偶然偏心:是是否考慮雙向地震扭轉(zhuǎn)效應(yīng):是斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)=0活荷載信息..........................................考慮活荷不利布置的層數(shù)從第1到2層柱、墻活荷載是否折減不折算傳到基礎(chǔ)的活荷載是否折減不折算調(diào)整信息........................................中梁剛度增大系數(shù)：BK=1.00梁端彎矩調(diào)幅系數(shù)：BT=0.85梁設(shè)計(jì)彎矩增大系數(shù)：BM=1.00連梁剛度折減系數(shù)：BLZ=0.60梁扭矩折減系數(shù)：TB=0.40全樓地震力放大系數(shù)：RSF=1.000.2Qo調(diào)整起始層號：KQ1=10.2Qo調(diào)整終止層號：KQ2=2頂塔樓內(nèi)力放大起算層號：NTL=0頂塔樓內(nèi)力放大：RTL=1.00九度結(jié)構(gòu)及一級框架梁柱超配筋系數(shù)CPCOEF91=1.15是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525=1是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0剪力墻加強(qiáng)區(qū)起算層號LEV_JLQJQ=1強(qiáng)制指定的薄弱層個(gè)數(shù)NWEAK=1強(qiáng)制指定的薄弱層層號WEAKNO=0配筋信息........................................梁主筋強(qiáng)度(N/mm2):IB=300柱主筋強(qiáng)度(N/mm2):IC=300墻主筋強(qiáng)度(N/mm2):IW=300梁箍筋強(qiáng)度(N/mm2):JB=210柱箍筋強(qiáng)度(N/mm2):JC=210墻分布筋強(qiáng)度(N/mm2):JWH=210邊緣構(gòu)件箍筋強(qiáng)度(N/mm2):JWB=210梁箍筋最大間距(mm):SB=100.00柱箍筋最大間距(mm):SC=100.00墻水平分布筋最大間距(mm):SWH=150.00墻豎向筋分布最小配筋率(%):RWV=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=0結(jié)構(gòu)底部NSW層的墻豎向分布配筋率:RWV1=0.60設(shè)計(jì)信息........................................結(jié)構(gòu)重要性系數(shù):RWO=1.00柱計(jì)算長度計(jì)算原則:有側(cè)移梁柱重疊部分簡化:不作為剛域是否考慮P-Delt效應(yīng)：是柱配筋計(jì)算原則:按單偏壓計(jì)算鋼構(gòu)件截面凈毛面積比:RN=0.85梁保護(hù)層厚度(mm):BCB=35.00柱保護(hù)層厚度(mm):ACA=40.00是否按砼規(guī)范(7.3.11-3)計(jì)算砼柱計(jì)算長度系數(shù):否荷載組合信息........................................恒載分項(xiàng)系數(shù):CDEAD=1.20活載分項(xiàng)系數(shù):CLIVE=1.40風(fēng)荷載分項(xiàng)系數(shù):CWIND=1.40水平地震力分項(xiàng)系數(shù):CEA_H=1.30豎向地震力分項(xiàng)系數(shù):CEA_V=0.50特殊荷載分項(xiàng)系數(shù):CSPY=0.00活荷載的組合系數(shù):CD_L=0.70風(fēng)荷載的組合系數(shù):CD_W=0.60活荷載的重力荷載代表值系數(shù):CEA_L=0.50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LEV_JLQJQ=1剪力墻底部加強(qiáng)區(qū)終止層號,IWF=2**********************************************************各層的質(zhì)量、質(zhì)心坐標(biāo)信息**********************************************************層號塔號質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量附加質(zhì)量(m)(m)(t)(t)3112.66116.07610.00059.28.50.02118.78612.3517.600226.114.30.01113.28416.0233.100113.410.20.0活載產(chǎn)生的總質(zhì)量(t):32.972恒載產(chǎn)生的總質(zhì)量(t):398.755附加總質(zhì)量(t):0.000結(jié)構(gòu)的總質(zhì)量(t):431.727恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(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**********************************************************層號塔號梁元數(shù)柱元數(shù)墻元數(shù)層高累計(jì)高度(混凝土)(混凝土)(混凝土)(m)(m)1124(30)15(30)0(30)3.1003.1002138(30)15(30)0(30)4.5007.6003112(30)6(30)0(30)2.40010.000**********************************************************風(fēng)荷載信息**********************************************************層號塔號風(fēng)荷載X剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y3112.5912.630.221.4921.551.62147.5260.1300.775.6097.1488.51127.0887.2571.043.96141.1925.7===========================================================================各樓層等效尺寸(單位:m,m**2)===========================================================================層號塔號面積形心X形心Y等效寬B等效高H最大寬BMAX最小寬BMIN1154.7212.6016.049.605.709.605.7021247.2317.8512.7420.1012.3020.1012.303154.7212.6016.049.605.709.605.70===========================================================================各樓層的單位面積質(zhì)量分布(單位:kg/m**2)===========================================================================層號塔號單位面積質(zhì)量g[i]質(zhì)量比max(g[i]/g[i-1],g[i]/g[i+1])112258.952.3221972.480.79311237.011.27===========================================================================計(jì)算信息===========================================================================計(jì)算日期:2011.3.14開始時(shí)間:12:38:24可用內(nèi)存:293.00MB第一步:數(shù)據(jù)預(yù)處理第二步:計(jì)算每層剛度中心、自由度、質(zhì)量等信息第三步:組裝剛度矩陣并分解FALE自由度優(yōu)化排序BeginningTime:12:38:24.99EndTime:12:38:25.4TotalTime(s):0.05FALE總剛陣組裝BeginningTime:12:38:25.5EndTime:12:38:25.8TotalTime(s):0.03VSS總剛陣LDLT分解BeginningTime:12:38:25.10EndTime:12:38:25.10TotalTime(s):0.00VSS模態(tài)分析BeginningTime:12:38:25.11EndTime:12:38:25.13TotalTime(s):0.02形成地震荷載向量形成風(fēng)荷載向量形成垂直荷載向量VSSLDLT回代求解BeginningTime:12:38:25.24EndTime:12:38:25.24TotalTime(s):0.00第六步:計(jì)算桿件內(nèi)力開始時(shí)間:12:38:25活載隨機(jī)加載計(jì)算計(jì)算桿件內(nèi)力結(jié)束日期:2011.3.14時(shí)間:12:38:26總用時(shí):0:0:2===========================================================================各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息FloorNo:層號TowerNo:塔號Xstif，Ystif:剛心的X，Y坐標(biāo)值A(chǔ)lf:層剛性主軸的方向Xmass，Ymass:質(zhì)心的X，Y坐標(biāo)值Gmass:總質(zhì)量Eex，Eey:X，Y方向的偏心率Ratx，Raty: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===========================================================================FloorNo.1TowerNo.1Xstif=17.1482(m)Ystif=12.9088(m)Alf=45.0000(Degree)Xmass=13.2842(m)Ymass=16.0231(m)Gmass(活荷折減)=133.8299(123.6098)(t)Eex=0.4514Eey=0.3639Ratx=1.0000Raty=1.0000Ratx1=3.8312Raty1=4.2907薄弱層地震剪力放大系數(shù)=1.00RJX=1.2238E+05(kN/m)RJY=1.1751E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=17.1482(m)Ystif=12.9088(m)Alf=45.0000(Degree)Xmass=18.7864(m)Ymass=12.3507(m)Gmass(活荷折減)=254.7279(240.4278)(t)Eex=0.1906Eey=0.0649Ratx=0.3729Raty=0.3329Ratx1=1.1103Raty1=1.0127薄弱層地震剪力放大系數(shù)=1.00RJX=4.5632E+04(kN/m)RJY=3.9123E+04(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=12.4732(m)Ystif=16.0813(m)Alf=45.0000(Degree)Xmass=12.6608(m)Ymass=16.0758(m)Gmass(活荷折減)=76.1410(67.6891)(t)Eex=0.0388Eey=0.0011Ratx=1.2867Raty=1.4106Ratx1=1.0000Raty1=1.0000薄弱層地震剪力放大系數(shù)=1.00RJX=5.8715E+04(kN/m)RJY=5.5187E+04(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43550.4581.374.920.00Y風(fēng)荷載26551.3940.328.240.00X地震43550.41623.826.820.00Y地震26551.31362.219.490.00============================================================================結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果============================================================================層號X向剛度Y向剛度層高上部重量X剛重比Y剛重比10.122E+060.118E+063.104317.87.8784.3720.456E+050.391E+054.503081.66.6557.1430.587E+050.552E+052.40677.208.18195.67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----------------------------------------------------------------------層號塔號X向承載力Y向承載力Ratio_Bu:X,Y----------------------------------------------------------------------310.5958E+030.4613E+031.001.00210.6015E+030.6331E+031.011.37110.8958E+030.8912E+031.491.41第二部分周期、地震力與振型輸出文件(VSS求解器)考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動周期(秒)、X,Y方向的平動系數(shù)、扭轉(zhuǎn)系數(shù)振型號周期轉(zhuǎn)角平動系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)10.676169.990.78(0.09+0.69)0.2220.6301160.431.00(0.89+0.11)0.0030.547865.330.40(0.07+0.33)0.6040.1659124.030.90(0.28+0.61)0.1050.164734.810.91(0.61+0.30)0.0960.1317157.970.05(0.04+0.01)0.9570.1222115.720.72(0.14+0.58)0.2880.11168.040.69(0.67+0.02)0.3190.099542.680.20(0.11+0.09)0.80地震作用最大的方向=27.680(度)============================================================僅考慮X向地震作用時(shí)的地震力Floor:層號Tower:塔號F-x-x:X方向的耦聯(lián)地震力在X方向的分量F-x-y:X方向的耦聯(lián)地震力在Y方向的分量F-x-t:X方向的耦聯(lián)地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)311.397.1315.432115.4040.74173.94110.703.5814.42振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)3148.18-17.992.3121152.60-53.8124.101122.33-8.082.72振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)316.2212.41-23.30212.6911.07-261.82112.805.04-19.20振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)31-5.047.345.05210.50-0.876.801118.41-27.28-12.50振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)31-10.82-7.882.36210.911.29-2.441140.2127.93-58.31振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)31-1.110.44-10.27210.89-0.35-0.54111.34-0.5536.99振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)310.91-1.85-4.6021-1.132.31-4.81110.40-0.85-0.34振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)314.960.7614.7921-6.31-0.9510.99112.460.308.05振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)310.500.45-5.1721-0.62-0.5612.07110.200.19-2.04各振型作用下X方向的基底剪力-------------------------------------------------------振型號剪力(kN)117.482223.11311.71413.87530.3061.1370.1781.1190.07各層X方向的作用力(CQC)Floor:層號Tower:塔號Fx:X向地震作用下結(jié)構(gòu)的地震反應(yīng)力Vx:X向地震作用下結(jié)構(gòu)的樓層剪力Mx:X向地震作用下結(jié)構(gòu)的彎矩StaticFx:靜力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整層剪重比)MxStaticFx(kN)(kN)(kN-m)(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))3154.0754.07(7.99%)(7.99%)129.7780.1321164.34215.92(7.01%)(7.01%)1097.41216.311163.81243.57(5.64%)(5.64%)1835.3145.36抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比=1.60%X方向的有效質(zhì)量系數(shù):98.88%============================================================僅考慮Y向地震時(shí)的地震力Floor:層號Tower:塔號F-y-x:Y方向的耦聯(lián)地震力在X方向的分量F-y-y:Y方向的耦聯(lián)地震力在Y方向的分量F-y-t:Y方向的耦聯(lián)地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)314.0820.9745.422145.31119.88511.90112.0510.5442.44振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)31-17.256.44-0.8321-54.6319.26-8.6311-7.992.89-0.97振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)3115.1530.21-56.72216.5526.95-637.35116.8212.26-46.75振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)317.57-11.01-7.5821-0.751.30-10.1911-27.6240.9218.76振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)31-7.62-5.551.66210.640.91-1.721128.3319.68-41.08振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)310.45-0.184.1521-0.360.140.2211-0.540.22-14.95振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)31-2.154.3810.90212.68-5.4611.3911-0.942.020.81振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)310.490.081.4721-0.63-0.091.09110.240.030.80振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)310.600.55-6.2521-0.75-0.6814.57110.240.23-2.47各振型作用下Y方向的基底剪力-------------------------------------------------------振型號剪力(kN)1151.39228.59369.42431.21515.0460.1870.9480.0190.10各層Y方向的作用力(CQC)Floor:層號Tower:塔號Fy:Y向地震作用下結(jié)構(gòu)的地震反應(yīng)力Vy:Y向地震作用下結(jié)構(gòu)的樓層剪力My:Y向地震作用下結(jié)構(gòu)的彎矩StaticFy:靜力法Y向的地震力------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整層剪重比)MyStaticFy(kN)(kN)(kN-m)(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))3147.0047.00(6.94%)(6.94%)112.8075.2121141.82180.87(5.87%)(5.87%)913.86203.021163.97204.33(4.73%)(4.73%)1525.3942.58抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比=1.60%Y方向的有效質(zhì)量系數(shù):98.79%==========各樓層地震剪力系數(shù)調(diào)整情況[抗震規(guī)范(5.2.5)驗(yàn)算]==========層號塔號X向調(diào)整系數(shù)Y向調(diào)整系數(shù)111.0001.000211.0001.000311.0001.000**本文件結(jié)果是在地震外力CQC下的統(tǒng)計(jì)結(jié)果，內(nèi)力CQC統(tǒng)計(jì)結(jié)果見WV02Q.OUT第三部分結(jié)構(gòu)位移所有位移的單位為毫米Floor:層號Tower:塔號Jmax:最大位移對應(yīng)的節(jié)點(diǎn)號JmaxD:最大層間位移對應(yīng)的節(jié)點(diǎn)號Max-(Z):節(jié)點(diǎn)的最大豎向位移h:層高M(jìn)ax-(X)，Max-(Y):X,Y方向的節(jié)點(diǎn)最大位移Ave-(X)，Ave-(Y):X,Y方向的層平均位移Max-Dx，Max-Dy:X,Y方向的最大層間位移Ave-Dx，Ave-Dy:X,Y方向的平均層間位移Ratio-(X),Ratio-(Y):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-Disp:節(jié)點(diǎn)X,Y,Z方向的位移===工況1===X方向地震作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX31707.787.601.022400.710.930.921.011/2576.99.9%1.0021447.436.971.074500.445.094.751.071/884.38.8%2.1111362.602.251.163100.362.602.251.161/1192.88.5%0.75X方向最大值層間位移角:1/884.===工況2===X雙向地震作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX31717.957.951.002400.710.990.961.031/2431.99.9%1.0021448.147.561.084500.445.585.151.081/807.37.4%2.1411362.852.421.183100.362.852.421.181/1087.87.3%0.75X方向最大值層間位移角:1/807.===工況3===X-5%偶然偏心地震作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX31707.827.481.052400.700.940.911.031/2561.99.9%1.0021447.837