///////////////////////////////////////////////////////////////////////////|公司名稱(chēng):||||建筑結(jié)構(gòu)的總信息||SATWE中文版||2011年9月29日15時(shí)29分||文件名:WMASS.OUT||||工程名稱(chēng):設(shè)計(jì)人:||工程代號(hào):校核人:日期:2012/5/21|///////////////////////////////////////////////////////////////////////////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.框架結(jié)構(gòu)為25.5；框剪結(jié)構(gòu)為26；剪力墻結(jié)構(gòu)為26.500框架結(jié)構(gòu)為25.5；框剪結(jié)構(gòu)為26；剪力墻結(jié)構(gòu)為26.5鋼材容重(kN/m3):Gs=78.考慮防火及防腐時(shí)為8200考慮防火及防腐時(shí)為82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3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“規(guī)定水平力”計(jì)算方法:樓層剪力差方法(規(guī)范方法)特殊荷載計(jì)算信息:不計(jì)算結(jié)構(gòu)類(lèi)別:框架-剪力墻結(jié)構(gòu)裙房層數(shù):MANNEX=0轉(zhuǎn)換層所在層號(hào)：MCHANGE=0嵌固端所在層號(hào)：MQIANGU=1墻元細(xì)分最大控制長(zhǎng)度(m)DMAX=1.00墻元網(wǎng)格:側(cè)向出口結(jié)點(diǎn)是否對(duì)全樓強(qiáng)制采用剛性樓板假定是強(qiáng)制剛性樓板假定是否保留板面外剛度是墻梁跨中節(jié)點(diǎn)作為剛性樓板的從節(jié)點(diǎn)是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(guó)風(fēng)荷載信息..........................................修正后的基本風(fēng)壓(kN/m2):WO=0.50當(dāng)結(jié)構(gòu)高度>60米時(shí)算承載力取100年一遇風(fēng)壓值，算位移時(shí)取50年一遇風(fēng)壓值當(dāng)結(jié)構(gòu)高度>60米時(shí)算承載力取100年一遇風(fēng)壓值，算位移時(shí)取50年一遇風(fēng)壓值風(fēng)荷載作用下舒適度驗(yàn)算風(fēng)壓:WOC=0.50取n=10的風(fēng)壓值取n=10的風(fēng)壓值地面粗糙程度:B類(lèi)結(jié)構(gòu)X向基本周期（秒）:T1=0.91影響風(fēng)荷載計(jì)算設(shè)計(jì)影響風(fēng)荷載計(jì)算設(shè)計(jì)結(jié)構(gòu)Y向基本周期（秒）:T2=0.91影響風(fēng)荷載計(jì)算設(shè)計(jì)影響風(fēng)荷載計(jì)算設(shè)計(jì)是否考慮風(fēng)振:是風(fēng)荷載作用下結(jié)構(gòu)的阻尼比(%):WDAMP=5.00風(fēng)荷載作用下舒適度驗(yàn)算阻尼比(%):WDAMPC=2.00構(gòu)件承載力設(shè)計(jì)時(shí)考慮橫風(fēng)向風(fēng)振影響:否承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù):WENL=1.00體形變化分段數(shù):MPART=3各段最高層號(hào):NSTi=51020各段體形系數(shù):USi=1.301.301.30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=18地震烈度:NAF=7.00場(chǎng)地類(lèi)別:KD=II設(shè)計(jì)地震分組:一組特征周期TG=0.35地震影響系數(shù)最大值Rmax1=0.08用于12層以下規(guī)則砼框架結(jié)構(gòu)薄弱層驗(yàn)算的地震影響系數(shù)最大值Rmax2=0.50框架的抗震等級(jí):NF=2剪力墻的抗震等級(jí):NW=2鋼框架的抗震等級(jí):NS=2抗震構(gòu)造措施的抗震等級(jí):NGZDJ=不改變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=0.80結(jié)構(gòu)的阻尼比(%):DAMP=5.00中震(或大震)設(shè)計(jì):MID=不考慮是否考慮偶然偏心: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20層柱、墻活荷載是否折減不折算傳到基礎(chǔ)的活荷載是否折減折算考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)1.00------------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)11.002---30.854---50.706---80.659---200.60>200.55調(diào)整信息........................................梁剛度放大系數(shù)是否按2010規(guī)范取值：是梁端彎矩調(diào)幅系數(shù)：BT=0.90梁活荷載內(nèi)力增大系數(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=1.000.2Vo調(diào)整分段數(shù)：VSEG=00.2Vo調(diào)整上限：KQ_L=2.00框支柱調(diào)整上限：KZZ_L=5.00頂塔樓內(nèi)力放大起算層號(hào)：NTL=0頂塔樓內(nèi)力放大：RTL=1.00框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級(jí)自動(dòng)提高一級(jí):是實(shí)配鋼筋超配系數(shù)CPCOEF91=1.00是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525=1弱軸方向的動(dòng)位移比例因子X(jué)I1=0.00強(qiáng)軸方向的動(dòng)位移比例因子X(jué)I2=0.00是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0強(qiáng)制指定的薄弱層個(gè)數(shù)NWEAK=0薄弱層地震內(nèi)力放大系數(shù)WEAKCOEF=1.25強(qiáng)制指定的加強(qiáng)層個(gè)數(shù)NSTREN=0配筋信息........................................梁箍筋強(qiáng)度(N/mm2):JB=270柱箍筋強(qiáng)度(N/mm2):JC=270墻分布筋強(qiáng)度(N/mm2):JWH=360邊緣構(gòu)件箍筋強(qiáng)度(N/mm2):JWB=270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=200.00墻豎向分布筋最小配筋率(%):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)構(gòu)底部NSW層的墻豎豎向分布配配筋率:RWVV1=0..60設(shè)計(jì)計(jì)信息..................................................結(jié)構(gòu)構(gòu)重要性系系數(shù):RWO=1.000柱計(jì)計(jì)算長(zhǎng)度計(jì)計(jì)算原則:有側(cè)移梁柱柱重疊部分分簡(jiǎn)化:不作為剛剛域是否否考慮P-DDelt效應(yīng)：是柱配配筋計(jì)算原原則:按單偏壓壓計(jì)算按高高規(guī)或高鋼鋼規(guī)進(jìn)行構(gòu)構(gòu)件設(shè)計(jì):是鋼構(gòu)構(gòu)件截面凈凈毛面積比比:RN==00.85梁保保護(hù)層厚度度(mmm):BBCB==200.00柱保保護(hù)層厚度度(mmm):AACA==200.00剪力力墻構(gòu)造邊邊緣構(gòu)件的的設(shè)計(jì)執(zhí)行行高規(guī)7..2.166-4:是框架架梁端配筋筋考慮受壓壓鋼筋:是結(jié)構(gòu)構(gòu)中的框架架部分軸壓壓比限值按按純框架結(jié)結(jié)構(gòu)的規(guī)定定采用:否當(dāng)邊邊緣構(gòu)件軸軸壓比小于于抗規(guī)6..4.5條條規(guī)定的限限值時(shí)一律律設(shè)置構(gòu)造造邊緣構(gòu)件件:是是否否按混凝土土規(guī)范B.0..4考慮柱二二階效應(yīng):否荷載載組合信息息..................................................恒載載分項(xiàng)系數(shù)數(shù):CDDEAD==11.20活載載分項(xiàng)系數(shù)數(shù):CLLIVE==11.40風(fēng)荷荷載分項(xiàng)系系數(shù):CWINND=1.440水平平地震力分分項(xiàng)系數(shù):CEA__H=1.330豎向向地震力分分項(xiàng)系數(shù):CEA__V=0.550特殊殊荷載分項(xiàng)項(xiàng)系數(shù):CSSPY==00.00活荷荷載的組合合值系數(shù):CD_LL=0.770風(fēng)荷荷載的組合合值系數(shù):CD_WW=0.660活荷荷載的重力力荷載代表表值系數(shù):CCEA_LL=0.550剪力力墻底部加加強(qiáng)區(qū)的層層和塔信息息............................層號(hào)號(hào)塔號(hào)112131用戶(hù)戶(hù)指定薄弱弱層的層和和塔信息...............................層號(hào)號(hào)塔號(hào)用戶(hù)戶(hù)指定加強(qiáng)強(qiáng)層的層和和塔信息...............................層號(hào)號(hào)塔號(hào)約束束邊緣構(gòu)件件與過(guò)渡層層的層和塔塔信息.......................層號(hào)號(hào)塔號(hào)類(lèi)別11約束邊緣緣構(gòu)件層21約束邊緣緣構(gòu)件層31約束邊緣緣構(gòu)件層41約束邊緣緣構(gòu)件層************************************************************************各層的質(zhì)質(zhì)量、質(zhì)心心坐標(biāo)信息息************************************************************************層號(hào)塔號(hào)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)量質(zhì)量比(m)(m)(t))(tt)201244.2644122.1266666.000011918..91155.20.01.000191244.2644122.1266622.700011918..91155.20.01.000181244.2644122.1266599.400011918..91155.20.01.000171244.2644122.1266566.100011918..91155.20.01.000161244.2644122.1266522.800011918..91155.20.01.000151244.2644122.1266499.500011918..91155.20.01.000141244.2644122.1266466.200011918..91155.20.01.000131244.2644122.1266422.900011918..91155.20.01.000121244.2644122.1266399.600011918..91155.20.01.000111244.2644122.1266366.300011918..91155.20.01.000101244.2644122.1266333.000011918..91155.20.01.00091244.2644122.1266299.700011918..91155.20.01.00081244.2644122.1266266.400011918..91155.20.01.00071244.2644122.1266233.100011918..91155.20.01.00061244.2644122.1266199.800011918..91155.20.01.00051244.2644122.1266166.500011918..91155.20.01.00041244.2644122.1266133.200011918..91155.20.01.00031244.2644122.126699.900011918..91155.20.01.00021244.2644122.126666.600011918..91155.20.01.00011244.2644122.126633.300011918..91155.20.01.000活載載產(chǎn)生的總總質(zhì)量(t)):23044.0000恒載載產(chǎn)生的總總質(zhì)量(t)):3383788.4411附加加總質(zhì)量(t)):0.0000結(jié)構(gòu)構(gòu)的總質(zhì)量量(t)):4406822.4411恒載載產(chǎn)生的總總質(zhì)量包括括結(jié)構(gòu)自重重和外加恒恒載結(jié)構(gòu)構(gòu)的總質(zhì)量量包括恒載載產(chǎn)生的質(zhì)質(zhì)量和活載載產(chǎn)生的質(zhì)質(zhì)量和附加加質(zhì)量活載載產(chǎn)生的總總質(zhì)量和結(jié)結(jié)構(gòu)的總質(zhì)質(zhì)量是活載載折減后的的結(jié)果(1tt=11000kkg)************************************************************************各層構(gòu)件件數(shù)量、構(gòu)構(gòu)件材料和和層高************************************************************************層號(hào)(標(biāo)準(zhǔn)層號(hào))塔號(hào)梁元數(shù)柱元數(shù)墻元數(shù)層高累計(jì)高度度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(mm)(m)1(1)1722(30//3600)448(400/3660)10(440/3360)3.330033.30002(1)1722(30//3600)448(400/3660)10(440/3360)3.330066.60003(1)1722(30//3600)448(400/3660)10(440/3360)3.330099.90004(1)1722(30//3600)448(400/3660)10(440/3360)3.3300133.20005(1)1722(30//3600)448(400/3660)10(440/3360)3.3300166.50006(1)1722(30//3600)448(400/3660)10(440/3360)3.3300199.80007(1)1722(30//3600)448(400/3660)10(440/3360)3.3300233.10008(1)1722(30//3600)448(400/3660)10(440/3360)3.3300266.40009(1)1722(30//3600)448(400/3660)10(440/3360)3.3300299.700010(1)1722(30//3600)448(400/3660)10(440/3360)3.3300333.000011(1)1722(30//3600)448(400/3660)10(440/3360)3.3300366.300012(1)1722(30//3600)448(400/3660)10(440/3360)3.3300399.600013(1)1722(30//3600)448(400/3660)10(440/3360)3.3300422.900014(1)1722(30//3600)448(400/3660)10(440/3360)3.3300466.200015(1)1722(30//3600)448(400/3660)10(440/3360)3.3300499.500016(1)1722(30//3600)448(400/3660)10(440/3360)3.3300522.800017(1)1722(30//3600)448(400/3660)10(440/3360)3.3300566.100018(1)1722(30//3600)448(400/3660)10(440/3360)3.3300599.400019(1)1722(30//3600)448(400/3660)10(440/3360)3.3300622.700020(1)1722(30//3600)448(400/3660)10(440/3360)3.3300666.0000************************************************************************風(fēng)荷載信信息************************************************************************層號(hào)塔號(hào)風(fēng)荷載XX剪力X傾覆彎矩X風(fēng)荷載Y剪力Y傾覆彎矩Y201160..72160..7530..42224.2332224.27440.0191156..49317..211577..22118.3554442.622000.5181152..26469..533126..42112.4886555.143662.2171148..04617..555164..22006.6008661.772005.7161143..80761..377676..62000.70010662.4107111.5151139..52900..8100649..31994.75512557.1148660.0141135..1911036..0144068..21888.73314445.9196331.3131130..7911166..8177918..81882.60016228.4250005.2121126..2911293..1222186..01776.33318004.8309660.9111121..6611414..8266854..71669.88819774.7374777.3101116..8811531..6311909..21663.22221337.9445332.391111..9011643..5377332..91556.28822994.2521003.081106..6711750..2433108..51449.00024443.2601665.471101..1311851..3499218..01441.28825884.4686994.06195..2011946..5555641..61333.00027117.4776661.55188..7322035..3622358..01223.98828441.4870338.24181..5222116..8699343..41113.93329555.3967990.93173..4322190..2766571..11002.64430558.011068882.22171..1522261..4844033..6999.48831557.511173001.91168..5122329..9911722..2995.84432553.311280337.9=============================================================================================各樓層偶偶然偏心信信息=============================================================================================層號(hào)塔號(hào)X向偏心Y向偏心11100.050..0521100.050..0531100.050..0541100.050..0551100.050..0561100.050..0571100.050..0581100.050..0591100.050..05101100.050..05111100.050..05121100.050..05131100.050..05141100.050..05151100.050..05161100.050..05171100.050..05181100.050..05191100.050..05201100.050..05=============================================================================================各樓層等等效尺寸(單位:m,mm**2))=============================================================================================層號(hào)塔號(hào)面積形心X形心Y等效寬B等效高H最大寬BMAXX最小寬BMINN11111260..00224.27712..13442.00030..0042..0030..0021111260..00224.27712..13442.00030..0042..0030..0031111260..00224.27712..13442.00030..0042..0030..0041111260..00224.27712..13442.00030..0042..0030..0051111260..00224.27712..13442.00030..0042..0030..0061111260..00224.27712..13442.00030..0042..0030..0071111260..00224.27712..13442.00030..0042..0030..0081111260..00224.27712..13442.00030..0042..0030..0091111260..00224.27712..13442.00030..0042..0030..00101111260..00224.27712..13442.00030..0042..0030..00111111260..00224.27712..13442.00030..0042..0030..00121111260..00224.27712..13442.00030..0042..0030..00131111260..00224.27712..13442.00030..0042..0030..00141111260..00224.27712..13442.00030..0042..0030..00151111260..00224.27712..13442.00030..0042..0030..00161111260..00224.27712..13442.00030..0042..0030..00171111260..00224.27712..13442.00030..0042..0030..00181111260..00224.27712..13442.00030..0042..0030..00191111260..00224.27712..13442.00030..0042..0030..00201111260..00224.27712..13442.00030..0042..0030..00=============================================================================================各樓層的的單位面積積質(zhì)量分布布(單位:kg//m**22)=============================================================================================層號(hào)塔號(hào)單位面積積質(zhì)量g[ii]質(zhì)量比maxx(g[ii]/g[[i-1]],g[ii]/g[[i+1]])11116114.3881.00021116114.3881.00031116114.3881.00041116114.3881.00051116114.3881.00061116114.3881.00071116114.3881.00081116114.3881.00091116114.3881.000101116114.3881.000111116114.3881.000121116114.3881.000131116114.3881.000141116114.3881.000151116114.3881.000161116114.3881.000171116114.3881.000181116114.3881.000191116114.3881.000201116114.3881.000=============================================================================================計(jì)算信息=============================================================================================計(jì)計(jì)算日期:20122.5..21開(kāi)開(kāi)始時(shí)間:122:9::43可可用內(nèi)存:19533.00MMB第一步:數(shù)據(jù)據(jù)預(yù)處理第二步:計(jì)算算每層剛度度中心、自自由度、質(zhì)質(zhì)量等信息息第三步:地震震作用分析析第四步:風(fēng)及及豎向荷載載分析第五步:計(jì)算算桿件內(nèi)力力結(jié)結(jié)束日期:20122.5..21時(shí)時(shí)間:122:11::54總總用時(shí):0:2:111=============================================================================================各層剛心心、偏心率率、相鄰層層側(cè)移剛度度比等計(jì)算算信息FloorrNo::層號(hào)TowerrNo::塔號(hào)Xstiff，Ystiif:剛心的X，Y坐標(biāo)值A(chǔ)lf::層剛性主主軸的方向向Xmasss，Ymasss:質(zhì)心的X，Y坐標(biāo)值Gmasss::總質(zhì)量Eex，EEey:X，Y方向的偏偏心率Ratx，Ratyy:X，Y方向本層層塔側(cè)移剛剛度與下一一層相應(yīng)塔塔側(cè)移剛度度的比值(剪切剛度)Ratx11，Ratyy1:X，Y方向本層層塔側(cè)移剛剛度與上一一層相應(yīng)塔塔側(cè)移剛度度70%的比值或上三層層平均側(cè)移移剛度80%的比值中中之較小者者Ratx22，Ratyy2:XX，Y方向本層層塔側(cè)移剛剛度與上一一層相應(yīng)塔塔側(cè)移剛度度90%、110%或者150%比值1100%指當(dāng)本層層層高大于于相鄰上層層層高1.5倍時(shí)，150%指嵌固層層新高規(guī)新高規(guī)RJX1，RJY1，RJZ11:結(jié)構(gòu)總體體坐標(biāo)系中中塔的側(cè)移移剛度和扭扭轉(zhuǎn)剛度(剪切剛度)RJX3，RJY3，RJZ33:結(jié)構(gòu)總體體坐標(biāo)系中中塔的側(cè)移移剛度和扭扭轉(zhuǎn)剛度(地震剪力力與地震層層間位移的的比)=============================================================================================FloorrNo..11TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=2..28944Ratyy1=22.59228Ratx22=1..07499Ratyy2=11.21000薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=3..49533E+077(kN//m)RJY33=22.80887E+007(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..59388Ratyy1=11.83332Ratx22=1..28577Ratyy2=11.42558薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=2..16777E+077(kN//m)RJY33=11.54775E+007(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..33TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..50899Ratyy1=11.68223Ratx22=1..23599Ratyy2=11.32551薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..87333E+077(kN//m)RJY33=11.20559E+007(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..46700Ratyy1=11.57886Ratx22=1..21288Ratyy2=11.27113薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..68422E+077(kN//m)RJY33=11.01112E+007(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..55TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..44100Ratyy1=11.51224Ratx22=1..20022Ratyy2=11.23881薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..54299E+077(kN//m)RJY33=88.83775E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..66TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..42066Ratyy1=11.46447Ratx22=1..18999Ratyy2=11.21551薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..42855E+077(kN//m)RJY33=77.93008E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..77TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..40477Ratyy1=11.42772Ratx22=1..18299Ratyy2=11.19773薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67277E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..33388E+077(kN//m)RJY33=77.25221E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..88TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..39044Ratyy1=11.39559Ratx22=1..17577Ratyy2=11.18227薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..25299E+077(kN//m)RJY33=66.73001E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..99TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..37977Ratyy1=11.36994Ratx22=1..17066Ratyy2=11.17002薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67277E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..18400E+077(kN//m)RJY33=66.32225E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..100TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..37199Ratyy1=11.34880Ratx22=1..16588Ratyy2=11.15992薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..12399E+077(kN//m)RJY33=66.00330E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..111TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..36977Ratyy1=11.33441Ratx22=1..16344Ratyy2=11.15006薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..07122E+077(kN//m)RJY33=55.75440E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..122TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..37466Ratyy1=11.33004Ratx22=1..16244Ratyy2=11.14557薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..02300E+077(kN//m)RJY33=55.55668E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..133TowwerNNo.1Xstiff=24..26044(m)Ystiif=111.75336(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32228(20344.12226)(tt)Eex=0..00033Eey=00.02889Ratx=1..00000Ratyy=11.00000Ratx11=1..39233Ratyy1=11.34003Ratx22=1..16600Ratyy2=11.14553薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67277E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=9..77844E+066(kN//m)RJY33=55.38991E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..144TowwerNNo.1Xstiff=24..26055(m)Ystiif=111.74114(m))Alff=0.00000(DDegreee)Xmasss=24..26455(m)Ymasss=122.12663(m))Gmaass(活荷折減)=21499.32223(20344.12223)(tt)Eex=0..00033Eey=00.02999Ratx=1..00000Ratyy=11.00000Ratx11=1..42933Ratyy1=11.37110Ratx22=1..17488Ratyy2=11.15112薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..67288E+077(kN//m)RJY11=55.10554E+007(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=9..318