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1、計算結(jié)果分析1>剛度比(wmass.out)各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息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（剪切剛度）Ratxl,Ratyl: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Ratx2,Raty2: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90%、1
2、20%或者150%比值□0%指當(dāng)本層層高大于相鄰上層層高1.5倍時，150%指嵌固層RJX1,RJY1,RJZ1:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（剪切剛度）RJX3,RJY3,RJZ3:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（地震剪力與地震層間位移的比）Xstif=24.3502(m)Ystif=13.9201(m)Alf=O.OOOO(Degree)Xmass=24.4835(m)Ymass=13.6936(m)Gmass(活荷折減)二2230.0383(2039.7002)(t)Eex=0.0091Eey=0.0140Ratx=1.0000Raty=1.00
3、00Ratxl=2.2035Ratyl=2.0988Ratx2=1.3087Raty2=1.2484FloorNo.1TowerNo.1薄弱層地震剪力放大系數(shù)二1.00RJZ1=RJZ3=RJX1=3.3493E+07(kN/m)RJY1=3.0565E+07(kN/m)0.0000E+00(kN/m)RJX3=6.9358E+06(kN/m)RJY3=6.9936E+06(kN/m)Xstif=94.2299(m)Ystif=21.3366(m)Alf=0.0000(Degree)Xmass=89.0866(m)Ymass=18.0155(m)Gmass(活荷折減)二
4、1595.8390(1495.0383)(t)Eex=0.6164Eey=0.4017Ratx=1.0000Raty=1.0000Ratxl=2.1730Ratyl=2.2806Ratx2=1.2906Raty2=1.3545薄弱層地震剪力放大系數(shù)二1.00RJZ1=RJZ3=RJX1=2.7088E+07(kN/m)RJY1=3.7911E+07(kN/m)0.0000E+00(kN/m)RJX3=7.1084E+06(kN/m)RJY3=8.8327E+06(kN/m)0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=24.6977(m
5、)Ystif=13.0387(m)Alf=-0.0667(Degree)Xmass=24.7155(m)Ymass=13.6482(m)Gmass(活荷折減)二2035.1155(1844.7814)(t)Eex0.00120.0369Ratxl=1.5789Ratyl=1.62951.2674Ratx2=1.2280Raty2=薄弱層地震剪力放大系數(shù)二1.00RJX1=4.2627E+07(kN/m)RJY1=3.7597E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=4.4967E+06(kN/m)RJY3=4.7533E+06(kN/m)R
6、JZ3=0.0000E+00(kN/m)Xstif=94.2484(m)Ystif=21.3050(m)Alf=0.0000(Degree)Xmass=88.7768(m)Ymass=17.8370(m)Gmass(活荷折減)二1412.5632(1311.7656)(t)Eex=0.5856Eey=0.4028Ratx=1.2727Raty=1.2727Ratxl=1.6409Ratyl=1.8968Ratx2=1.2762Raty2=1.4753FloorNo.2TowerNo.2薄弱層地震剪力放大系數(shù)二1.00RJZ1=RJX1=3.4476E+07(kN/m)R
7、JY1=4.8251E+07(kN/m)0.0000E+00(kN/m)0.0000E+00(kN/m)《高規(guī)》3.5.2條、當(dāng)釆用框架結(jié)構(gòu)時,Ratxl>Ratyl大于1即滿足規(guī)范第1款的要求；當(dāng)采用框架剪力墻、剪力墻結(jié)構(gòu)時，Ratx2、Raty2大于1即滿足規(guī)范第2款的要求。當(dāng)有轉(zhuǎn)換層時、尚應(yīng)按《高規(guī)》附錄E,第E.0.2條復(fù)核。按《超限審查》表三規(guī)定，本層側(cè)向剛度不應(yīng)小于相鄰上一層的50%02、整體傾覆、整體穩(wěn)定(wmass.out)結(jié)構(gòu)整體抗傾覆驗算結(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464214
