結(jié)構(gòu)安全性計算書

鋼砼結(jié)構(gòu)鋼砼結(jié)構(gòu)Gc=25.00Gs=78.00ARF=0.00MBASE=0按模擬施工加荷計算方式計算X,Y兩個方向的風(fēng)荷載計算X,Y兩個方向的地震力不計算框架結(jié)構(gòu)MANNEX=0MCHANGE=0DMAX=2.00內(nèi)部節(jié)點(diǎn)否層間剪力比層間位移算法全國新建夾層結(jié)構(gòu)對原結(jié)構(gòu)影響分析一、 工程概況(一)、原建筑結(jié)構(gòu)基本信息工程名稱為嘉潤大廈，項目地址位于廣東省云浮市新興縣新城鎮(zhèn)廣興大道中。參照原結(jié)構(gòu)結(jié)施圖紙及相關(guān)設(shè)計資料，原建筑結(jié)構(gòu)形式為框架結(jié)構(gòu)，層數(shù)為12層。原建筑基礎(chǔ)形式采用樁基礎(chǔ)，樁型為預(yù)制管樁(包括e400/1300、0500/1750)。(二)、新建建筑結(jié)構(gòu)基本信息新建建筑結(jié)構(gòu)主要為新增夾層結(jié)構(gòu)，施工范圍為1~12層。二、 結(jié)構(gòu)整體計算分析(一)、主體結(jié)構(gòu)計算分析結(jié)經(jīng)PKPK結(jié)構(gòu)設(shè)計軟件建模計算，并導(dǎo)荷分析，對主體結(jié)承載力進(jìn)行核算。執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2010),本文簡稱《混凝土規(guī)范》《建筑地基基礎(chǔ)設(shè)計規(guī)范》(GB50007-2011),本文簡稱《地基規(guī)范》《建筑抗震設(shè)計規(guī)范》(GB50011-2010),本文簡稱《抗震規(guī)范》《建筑樁基技術(shù)規(guī)范》(JGJ94-2008),本文簡稱《樁基規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡稱《荷載規(guī)范》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):地下室層數(shù):豎向荷載計算信息:風(fēng)荷載計算信息:地震力計算信息:特殊荷載計算信息:結(jié)構(gòu)類別:裙房層數(shù):轉(zhuǎn)換層所在層號：墻元細(xì)分最大控制長度(m)墻元側(cè)向節(jié)點(diǎn)信息:是否對全樓強(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)風(fēng)荷載信息 修正后的基本風(fēng)壓(kN/m2): WO= 0.40地面粗糙程度: B類

結(jié)構(gòu)基本周期（秒）:T1=0.00體形變化分段數(shù):MPART=1各段最高層號:NSTi=12各段體形系數(shù):USi=1.30地震信息 地震烈度:NAF=7.00場地類別:KD=2設(shè)計地震分組:一組特征周期TG=0.35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活荷質(zhì)量折減系數(shù):RMC=0.50周期折減系數(shù):TC=1.00結(jié)構(gòu)的阻尼比（%）:DAMP=5.00是否考慮偶然偏心:否是否考慮雙向地震扭轉(zhuǎn)效應(yīng):否斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)=0振型組合方法（CQC耦聯(lián);SRSS非耦聯(lián)）計算振型數(shù):CQCNMODE=15活荷載信息 考慮活荷不利布置的層數(shù) 不考慮柱、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 柱，墻，基礎(chǔ)活荷載折減系數(shù) 計算截面以上的層數(shù) 折減系數(shù)1 1.002---3 0.854---5 0.706---8 0.659---20 0.60>20 0.55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)計彎矩增大系數(shù)：BM=1.00連梁剛度折減系數(shù)：BLZ=0.70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=00.2Qo調(diào)整終止層號：KQ2=0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=剪力墻加強(qiáng)區(qū)起算層號 LEV_JLQJQ=強(qiáng)制指定的薄弱層個數(shù) NWEAK=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=210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墻豎向筋分布最小配筋率(%):RWV=0.30單獨(dú)指定墻豎向分布筋配筋率的層數(shù):NSW=0單獨(dú)指定的墻豎向分布筋配筋率(%):RWV1=0.60設(shè)計信息 結(jié)構(gòu)重要性系數(shù):RWO=1.00柱計算長度計算原則: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)：否柱配筋計算原則:按單偏壓計算鋼構(gòu)件截面凈毛面積比:RN=0.85梁保護(hù)層厚度(mm):BCB=30.00柱保護(hù)層厚度(mm):ACA=30.00是否按砼規(guī)范(7.3.11-3)計算砼柱計算長度系數(shù):否荷載組合信息 恒載分項系數(shù):CDEAD=1.20活載分項系數(shù):CLIVE=1.40風(fēng)荷載分項系數(shù):CWIND=1.40水平地震力分項系數(shù):CEA_H=1.30豎向地震力分項系數(shù):CEA_V=0.50特殊荷載分項系數(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)層數(shù) IWF=2剪力墻底部加強(qiáng)區(qū)高度(m) Z_STRENGTHEN=10.00* 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(m)質(zhì)心Z(m)恒載質(zhì)量(t)活載質(zhì)量(t)12120.26222.03360.000896.2107.211120.26222.03355.000896.2107.210120.26222.03350.000896.2107.29120.26222.03345.000896.2107.28120.26222.03340.000896.2107.27120.26222.03335.000896.2107.26120.23122.03930.000906.5107.25120.23522.04125.000917.0107.24120.23522.04120.000917.0107.23120.23522.04115.000917.0107.22120.20822.02310.000928.8107.21120.22822.0225.000934.8107.2活載產(chǎn)生的總質(zhì)量(t): 1286.667恒載產(chǎn)生的總質(zhì)量(t): 10898.058結(jié)構(gòu)的總質(zhì)量(t): 12184.725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*層號塔號梁數(shù)(混凝土)柱數(shù)(混凝土)墻數(shù)(混凝土)層高(m)累計高度(m)1140(30)27(35)4(30)5.0005.0002140(30)27(35)4(30)5.00010.0003140(30)27(35)4(30)5.00015.0004140(30)27(35)4(30)5.00020.0005140(30)27(35)4(30)5.00025.0006140(30)27(35)4(30)5.00030.0007140(30)27(35)4(30)5.00035.0008140(30)27(35)4(30)5.00040.0009140(30)27(35)4(30)5.00045.00010140(30)27(35)4(30)5.00050.00011140(30)27(35)4(30)5.00055.00012140(30)27(35)4(30)5.00060.000*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Y

11151.59104.6788.5208.39422.73184.610150.04154.71561.8202.13624.86308.69148.38203.12577.1195.43820.210409.78146.59249.63825.4188.201008.415451.87144.65294.35296.9180.331188.821395.66142.50336.86980.9171.651360.428197.65140.09376.98865.3161.921522.335809.24137.33414.210936.4150.761673.144174.63134.04448.313177.7137.501810.653227.52129.90478.215568.5120.771931.462884.21129.90508.118108.8120.772052.173144.8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BMIN11519.0420.4922.0846.3411.2046.3411.2021520.7820.4922.1046.3111.2446.3111.2431522.4220.4522.0946.4011.2746.4011.2741522.4220.4522.0946.4011.2746.4011.2751522.4220.4522.0946.4011.2746.4011.2761524.0920.4722.0946.3911.3046.3911.3071527.3220.4322.1146.4411.3646.4411.3681527.3220.4322.1146.4411.3646.4411.3691527.3220.4322.1146.4411.3646.4411.36101527.3220.4322.1146.4411.3646.4411.36111527.3220.4322.1146.4411.3646.4411.36121527.3220.4322.1146.4411.3646.4411.36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])112007.541.01211989.351.01311960.431.00411960.431.00511960.431.01611934.151.02711902.861.00811902.861.00911902.861.001011902.861.001111902.861.001211902.861.00計算信息墻柱配筋超配筋信息|第9層配筋、驗算柱墻活荷載折減系數(shù)1.00|**Rs=5.66>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第8層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-1825.Uc=N/(Ac*fc)=0.91>0.90Rs=7.55(%)Rsv=1.59(%)Asc=153.0**Rs=7.55>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3067.Uc=N/(Ac*fc)=0.92>0.90Rs=4.65(%)Rsv=1.59(%)Asc=201.0N-C=6(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3047.Uc=N/(Ac*fc)=0.91>0.90Rs=4.73(%)Rsv=1.59(%)Asc=201.0N-C=7(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=6.52>Rsmax=5.00N-C=9(1)B*H(mm)=400*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(29)N=-3944.Uc=N/(Ac*fc)=0.94>0.90Rs=4.93(%)Rsv=1.59(%)Asc=201.0N-C=11(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-4177.Uc=N/(Ac*fc)=1.00>0.90Rs=5.65(%)Rsv=1.75(%)Asc=201.0**Rs=5.65>Rsmax=5.00N-C=17(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4405.Uc=N/(Ac*fc)=1.06>0.90Rs=6.19(%)Rsv=1.75(%)Asc=201.0**Rs=6.19>Rsmax=5.00N-C=19(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((35)N=-4164.Uc=N/(Ac*fc)=1.00>0.90Rs=5.91(%)Rsv=1.59(%)Asc=201.0**Rs=5.91>Rsmax=5.00N-C=21(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第7層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-2149.Uc=N/(Ac*fc)=1.07>0.90Rs=9.47(%)Rsv=1.75(%)Asc=153.0**Rs=9.47>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3352.Uc=N/(Ac*fc)=1.00>0.90Rs=6.23(%)Rsv=1.75(%)Asc=201.0**Rs=6.23>Rsmax=5.00N-C=5(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3720.Uc=N/(Ac*fc)=1.11>0.90Rs=7.13(%)Rsv=1.75(%)Asc=201.0**Rs=7.13>Rsmax=5.00N-C=6(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3701.Uc=N/(Ac*fc)=1.11>0.90Rs=7.16(%)Rsv=1.75(%)Asc=201.0**Rs=7.16>Rsmax=5.00N-C=7(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(29)N=-2792.Uc=N/(Ac*fc)=1.04>0.90Rs=8.29(%)Rsv=1.75(%)Asc=153.0**Rs=8.29>Rsmax=5.00N-C=9(1)B*H(mm)=400*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(29)N=-4632.Uc=N/(Ac*fc)=1.11>0.90Rs=7.19(%)Rsv=1.75(%)Asc=201.0**Rs=7.19>Rsmax=5.00N-C=11(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-4982.Uc=N/(Ac*fc)=1.19>0.90Rs=8.18(%)Rsv=1.75(%)Asc=201.0**Rs=8.18>Rsmax=5.00N-C=17(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-5285.Uc=N/(Ac*fc)=1.27>0.90Rs=9.03(%)Rsv=1.75(%)Asc=201.0**Rs=9.03>Rsmax=5.00N-C=19(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=8.45>Rsmax=5.00N-C=21(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-2574.Uc=N/(Ac*fc)=0.96>0.90Rs=6.74(%)Rsv=1.59(%)Asc=153.0**Rs=6.74>Rsmax=5.00N-C=22(1)B*H(mm)=400*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第6層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-2487.Uc=N/(Ac*fc)=1.24>0.90Rs=11.37(%)Rsv=1.75(%)Asc=153.0**Rs=11.37>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3912.Uc=N/(Ac*fc)=1.17>0.90Rs=7.86(%)Rsv=1.75(%)Asc=201.0**Rs=7.86>Rsmax=5.00N-C=5(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4364.Uc=N/(Ac*fc)=1.31>0.90Rs=9.12(%)Rsv=1.75(%)Asc=201.0**Rs=9.12>Rsmax=5.00N-C=6(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4353.Uc=N/(Ac*fc)=1.30>0.90Rs=9.11(%)Rsv=1.75(%)Asc=201.0**Rs=9.11>Rsmax=5.00N-C=7(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5237.Uc=N/(Ac*fc)=1.25>0.90Rs=8.98(%)Rsv=1.75(%)Asc=201.0**Rs=8.98>Rsmax=5.00N-C=11(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((28)N=-5790.Uc=N/(Ac*fc)=1.16>0.90Rs=6.83(%)Rsv=1.75(%)Asc=254.0**Rs=6.83>Rsmax=5.00N-C=17(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=7.77>Rsmax=5.00N-C=19(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5744.Uc=N/(Ac*fc)=1.15>0.90Rs=6.98(%)Rsv=1.75(%)Asc=254.0**Rs=6.98>Rsmax=5.00N-C=21(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(9)Rs=2.71>Rsmax=2.50N-B=11(I=195,J=196)(1)B*H(mm)=300*700Lb=4.90Cover=30Nfb=3Rcb=30.0|第5層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-3007.Uc=N/(Ac*fc)=0.90>0.90Rs=4.13(%)Rsv=1.59(%)Asc=201.0N-C=1(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-2832.Uc=N/(Ac*fc)=1.41>0.90Rs=13.82(%)Rsv=1.75(%)Asc=153.0**Rs=13.82>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4527.Uc=N/(Ac*fc)=1.13>0.90Rs=6.39(%)Rsv=1.75(%)Asc=240.0**Rs=6.39>Rsmax=5.00N-C=5(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5059.Uc=N/(Ac*fc)=1.26>0.90Rs=7.95(%)Rsv=1.75(%)Asc=240.0**Rs=7.95>Rsmax=5.00N-C=6(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5077.Uc=N/(Ac*fc)=1.27>0.90Rs=7.73(%)Rsv=1.75(%)Asc=240.0**Rs=7.73>Rsmax=5.00N-C=7(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-3009.Uc=N/(Ac*fc)=0.90>0.90Rs=4.70(%)Rsv=1.59(%)Asc=201.0N-C=8(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=6.97>Rsmax=5.00N-C=11(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6634.Uc=N/(Ac*fc)=0.95>0.90Rs=3.39(%)Rsv=1.59(%)Asc=254.0N-C=17(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7102.Uc=N/(Ac*fc)=1.01>0.90Rs=4.18(%)Rsv=1.75(%)Asc=254.0N-C=19(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6544.Uc=N/(Ac*fc)=1.09>0.90Rs=5.76(%)Rsv=1.75(%)Asc=254.0**Rs=5.76>Rsmax=5.00N-C=21(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第4層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-3429.Uc=N/(Ac*fc)=1.03>0.90Rs=5.30(%)Rsv=1.75(%)Asc=201.0**Rs=5.30>Rsmax=5.00N-C=1(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3229.Uc=N/(Ac*fc)=1.61>0.90Rs=17.32(%)Rsv=1.75(%)Asc=153.0**Rs=17.32>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5157.Uc=N/(Ac*fc)=1.29>0.90Rs=8.61(%)Rsv=1.75(%)Asc=240.0**Rs=8.61>Rsmax=5.00N-C=5(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-5765.Uc=N/(Ac*fc)=1.44>0.90Rs=10.45(%)Rsv=1.75(%)Asc=240.0**Rs=10.45>Rsmax=5.00N-C=6(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3475.Uc=N/(Ac*fc)=1.04>0.90Rs=6.15(%)Rsv=1.75(%)Asc=201.0**Rs=6.15>Rsmax=5.00N-C=8(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6680.Uc=N/(Ac*fc)=1.33>0.90Rs=9.00(%)Rsv=1.75(%)Asc=254.0**Rs=9.00>Rsmax=5.00N-C=11(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-4933.Uc=N/(Ac*fc)=0.98>0.90Rs=3.11(%)Rsv=1.59(%)Asc=254.0N-C=15(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-5474.Uc=N/(Ac*fc)=0.91>0.90Rs=1.83(%)Rsv=1.59(%)Asc=254.0N-C=16(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7522.Uc=N/(Ac*fc)=1.07>0.90Rs=5.00(%)Rsv=1.75(%)Asc=254.0N-C=17(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-5516.Uc=N/(Ac*fc)=0.92>0.90Rs=2.18(%)Rsv=1.59(%)Asc=254.0N-C=18(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-8052.Uc=N/(Ac*fc)=1.15>0.90Rs=5.82(%)Rsv=1.75(%)Asc=254.0**Rs=5.82>Rsmax=5.00N-C=19(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-5668.Uc=N/(Ac*fc)=0.94>0.90Rs=2.50(%)Rsv=1.59(%)Asc=254.0N-C=20(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-7394.Uc=N/(Ac*fc)=1.23>0.90Rs=7.43(%)Rsv=1.75(%)Asc=254.0**Rs=7.43>Rsmax=5.00N-C=21(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-3025.Uc=N/(Ac*fc)=0.91>0.90Rs=5.09(%)Rsv=1.59(%)Asc=201.0**Rs=5.09>Rsmax=5.00N-C=25(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第3層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-3825.Uc=N/(Ac*fc)=1.15>0.90Rs=6.06(%)Rsv=1.75(%)Asc=201.0**Rs=6.06>Rsmax=5.00N-C=1(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-3666.Uc=N/(Ac*fc)=1.83>0.90Rs=21.25(%)Rsv=1.75(%)Asc=153.0**Rs=21.25>Rsmax=5.00N-C=2(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-5792.Uc=N/(Ac*fc)=1.45>0.90Rs=10.60(%)Rsv=1.75(%)Asc=240.0**Rs=10.60>Rsmax=5.00N-C=5(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6469.Uc=N/(Ac*fc)=1.61>0.90Rs=13.04(%)Rsv=1.75(%)Asc=240.0**Rs=13.04>Rsmax=5.00N-C=6(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6536.Uc=N/(Ac*fc)=1.63>0.90Rs=12.82(%)Rsv=1.75(%)Asc=240.0**Rs=12.82>Rsmax=5.00N-C=7(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-3934.Uc=N/(Ac*fc)=1.18>0.90Rs=7.29(%)Rsv=1.75(%)Asc=201.0**Rs=7.29>Rsmax=5.00N-C=8(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7469.Uc=N/(Ac*fc)=1.49>0.90Rs=11.03(%)Rsv=1.75(%)Asc=254.0**Rs=11.03>Rsmax=5.00N-C=11(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6734.Uc=N/(Ac*fc)=0.96>0.90Rs=2.22(%)Rsv=1.59(%)Asc=254.0N-C=12(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-5612.Uc=N/(Ac*fc)=1.12>0.90Rs=4.75(%)Rsv=1.75(%)Asc=254.0N-C=15(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6124.Uc=N/(Ac*fc)=1.02>0.90Rs=3.10(%)Rsv=1.75(%)Asc=254.0N-C=16(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-8424.Uc=N/(Ac*fc)=1.20>0.90Rs=6.64(%)Rsv=1.75(%)Asc=254.0**Rs=6.64>Rsmax=5.00N-C=17(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6201.Uc=N/(Ac*fc)=1.03>0.90Rs=3.56(%)Rsv=1.75(%)Asc=254.0N-C=18(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-9008.Uc=N/(Ac*fc)=1.28>0.90Rs=7.62(%)Rsv=1.75(%)Asc=254.0**Rs=7.62>Rsmax=5.00N-C=19(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6390.Uc=N/(Ac*fc)=1.06>0.90Rs=3.95(%)Rsv=1.75(%)Asc=254.0N-C=20(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-8267.Uc=N/(Ac*fc)=1.38>0.90Rs=9.22(%)Rsv=1.75(%)Asc=254.0**Rs=9.22>Rsmax=5.00N-C=21(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(29)N=-1951.Uc=N/(Ac*fc)=0.97>0.90Rs=7.18(%)Rsv=1.59(%)Asc=153.0**Rs=7.18>Rsmax=5.00N-C=23(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-1938.Uc=N/(Ac*fc)=0.97>0.90Rs=4.75(%)Rsv=1.59(%)Asc=153.0N-C=24(1)B*H(mm)=300*400Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-3419.Uc=N/(Ac*fc)=1.02>0.90Rs=6.09(%)Rsv=1.75(%)Asc=201.0**Rs=6.09>Rsmax=5.00N-C=25(1)B*H(mm)=400*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第2層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-4224.Uc=N/(Ac*fc)=1.05>0.90Rs=4.40(%)Rsv=1.75(%)Asc=240.0N-C=1(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4246.Uc=N/(Ac*fc)=1.06>0.90Rs=4.61(%)Rsv=1.75(%)Asc=240.0N-C=2(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-6442.Uc=N/(Ac*fc)=1.29>0.90Rs=7.23(%)Rsv=1.75(%)Asc=254.0**Rs=7.23>Rsmax=5.00N-C=5(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7177.Uc=N/(Ac*fc)=1.43>0.90Rs=8.97(%)Rsv=1.75(%)Asc=254.0**Rs=8.97>Rsmax=5.00N-C=6(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7278.Uc=N/(Ac*fc)=1.45>0.90Rs=8.99(%)Rsv=1.75(%)Asc=254.0**Rs=8.99>Rsmax=5.00N-C=7(1)B*H(mm)=500*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-4411.Uc=N/(Ac*fc)=1.10>0.90Rs=5.00(%)Rsv=1.75(%)Asc=240.0**(29)N=-5463.Uc=N/(Ac*fc)=0.91>0.90Rs=1.77(%)Rsv=1.59(%)Asc=254.0N-C=9(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-8226.Uc=N/(Ac*fc)=1.37>0.90Rs=8.59(%)Rsv=1.75(%)Asc=254.0**Rs=8.59>Rsmax=5.00N-C=11(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-7399.Uc=N/(Ac*fc)=1.05>0.90Rs=2.94(%)Rsv=1.75(%)Asc=254.0N-C=12(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6387.Uc=N/(Ac*fc)=1.06>0.90Rs=3.72(%)Rsv=1.75(%)Asc=254.0N-C=15(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6743.Uc=N/(Ac*fc)=1.12>0.90Rs=4.01(%)Rsv=1.75(%)Asc=254.0N-C=16(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-9348.Uc=N/(Ac*fc)=1.33>0.90Rs=8.69(%)Rsv=1.75(%)Asc=254.0**Rs=8.69>Rsmax=5.00N-C=17(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6857.Uc=N/(Ac*fc)=1.14>0.90Rs=4.58(%)Rsv=1.75(%)Asc=254.0N-C=18(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-9976.Uc=N/(Ac*fc)=1.42>0.90Rs=9.87(%)Rsv=1.75(%)Asc=254.0**Rs=9.87>Rsmax=5.00N-C=19(1)B*H(mm)=600*700Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0((30)N=-7092.Uc=N/(Ac*fc)=1.18>0.90Rs=5.05(%)Rsv=1.75(%)Asc=254.0**Rs=5.05>Rsmax=5.00N-C=20(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=11.38>Rsmax=5.00N-C=21(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-5814.Uc=N/(Ac*fc)=0.97>0.90Rs=2.73(%)Rsv=1.59(%)Asc=254.0N-C=22(1)B*H(mm)=600*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**Rs=5.19>Rsmax=5.00N-C=23(1)B*H(mm)=300*500Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-3818.Uc=N/(Ac*fc)=0.95>0.90Rs=4.51(%)Rsv=1.59(%)Asc=240.0N-C=25(1)B*H(mm)=400*600Cover=30(mm)Cx=1.25Cy=1.25Lc=5.00(m)Nfc=3Rcc=35.0|第1層配筋、驗算柱墻活荷載折減系數(shù)1.00|**(31)N=-4607.Uc=N/(Ac*fc)=1.15>0.90Rs=4.49(%)Rsv=1.75(%)Asc=240.0N-C=1(1)B*H(mm)=400*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-4811.Uc=N/(Ac*fc)=1.20>0.90Rs=5.75(%)Rsv=1.75(%)Asc=240.0**Rs=5.75>Rsmax=5.00N-C=2(1)B*H(mm)=400*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7085.Uc=N/(Ac*fc)=1.41>0.90Rs=8.07(%)Rsv=1.75(%)Asc=254.0**Rs=8.07>Rsmax=5.00N-C=5(1)B*H(mm)=500*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-7864.Uc=N/(Ac*fc)=1.57>0.90Rs=10.09(%)Rsv=1.75(%)Asc=254.0**Rs=10.09>Rsmax=5.00N-C=6(1)B*H(mm)=500*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-8001.Uc=N/(Ac*fc)=1.60>0.90Rs=10.21(%)Rsv=1.75(%)Asc=254.0**Rs=10.21>Rsmax=5.00N-C=7(1)B*H(mm)=500*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**Rs=5.63>Rsmax=5.00N-C=8(1)B*H(mm)=400*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(29)N=-6042.Uc=N/(Ac*fc)=1.00>0.90Rs=2.84(%)Rsv=1.75(%)Asc=254.0N-C=9(1)B*H(mm)=600*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-9083.Uc=N/(Ac*fc)=1.51>0.90Rs=10.46(%)Rsv=1.75(%)Asc=254.0**Rs=10.46>Rsmax=5.00N-C=11(1)B*H(mm)=600*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-8079.Uc=N/(Ac*fc)=1.01>0.90Rs=1.82(%)Rsv=1.75(%)Asc=314.0N-C=12(1)B*H(mm)=600*800Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-7194.Uc=N/(Ac*fc)=1.20>0.90Rs=4.71(%)Rsv=1.75(%)Asc=254.0N-C=15(1)B*H(mm)=600*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-7400.Uc=N/(Ac*fc)=1.06>0.90Rs=2.82(%)Rsv=1.75(%)Asc=254.0N-C=16(1)B*H(mm)=600*700Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-10295.Uc=N/(Ac*fc)=1.28>0.90Rs=7.59(%)Rsv=1.75(%)Asc=314.0**Rs=7.59>Rsmax=5.00N-C=17(1)B*H(mm)=600*800Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-7560.Uc=N/(Ac*fc)=1.08>0.90Rs=3.50(%)Rsv=1.75(%)Asc=254.0N-C=18(1)B*H(mm)=600*700Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0((31)N=-10956.Uc=N/(Ac*fc)=1.37>0.90Rs=8.68(%)Rsv=1.75(%)Asc=314.0**Rs=8.68>Rsmax=5.00N-C=19(1)B*H(mm)=600*800Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(31)N=-10136.Uc=N/(Ac*fc)=1.45>0.90Rs=9.71(%)Rsv=1.75(%)Asc=254.0**Rs=9.71>Rsmax=5.00N-C=21(1)B*H(mm)=600*700Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(30)N=-6477.Uc=N/(Ac*fc)=1.08>0.90Rs=3.66(%)Rsv=1.75(%)Asc=254.0N-C=22(1)B*H(mm)=600*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-4217.Uc=N/(Ac*fc)=1.05>0.90Rs=4.42(%)Rsv=1.75(%)Asc=240.0N-C=25(1)B*H(mm)=400*600Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0**(28)N=-1828.Uc=N/(Ac*fc)=0.91>0.90Rs=3.39(%)Rsv=1.59(%)Asc=153.0N-C=26(1)B*H(mm)=300*400Cover=30(mm)Cx=1.00Cy=1.00Lc=5.00(m)Nfc=3Rcc=35.0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=13.7137(m)Ystif=20.3975(m)Alf=0.0000(Degree)Xmass=20.2276(m)Ymass=22.0223(m)Gmass=1149.2162(t)Eex=0.4883Eey=0.1974Ratx=1.0000Raty=1.0000Ratx1=2.6560Raty1=2.6434薄弱層地震剪力放大系數(shù)=1.00RJX=5.6161E+05(kN/m)RJY=5.2864E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=13.2809(m)Ystif=20.2502(m)Alf=0.0000(Degree)Xmass=20.2079(m)Ymass=22.0232(m)Gmass=1143.2374(t)Eex=0.5525Eey=0.2272Ratx=0.5379Raty=0.5404

Ratx1=1.8425Raty1=1.8130薄弱層地震剪力放大系數(shù)=1.00RJX=3.0207E+05(kN/m)RJY=2.8569E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.3 TowerNo.1Xstif=13.0794(m)Ystif=20.1534(m)Alf=0.0000(Degree)Xmass=20.2346(m)Ymass=22.0411(m)Gmass=1131.3811(t)Eex=0.6056Eey=0.2653Ratx=0.7584Raty=0.7742Ratx1=1.5559Raty1=1.5780薄弱層地震剪力放大系數(shù)=1.00RJX=2.2910E+05(kN/m)RJY=2.2119E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.4TowerNo.1Xstif=13.0794(m)Ystif=20.1534(m)Alf=0.0000(Degree)Xmass=20.2346(m)Ymass=22.0411(m)Gmass=1131.3811(t)Eex=0.6056Eey=0.2653Ratx=0.8774Raty=0.8737Ratx1=1.4945Raty1=1.5586薄弱層地震剪力放大系數(shù)=1.00RJX=2.0101E+05(kN/m)RJY=1.9324E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.5TowerNo.1Xstif=13.0794(m)Ystif=20.1534(m)Alf=0.0000(Degree)Xmass=20.2346(m)Ymass=22.0411(m)Gmass=1131.3811(t)Eex=0.6056Eey=0.2653Ratx=0.9188Raty=0.9131Ratx1=1.4850Raty1=1.6055薄弱層地震剪力放大系數(shù)=1.00RJX=1.8468E+05(kN/m)RJY=1.7646E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.6TowerNo.1Xstif=12.7542(m)Ystif=19.6920(m)Alf=0.0000(Degree)Xmass=20.2309(m)Ymass=22.0388(m)Gmass=1120.8795(t)Eex=0.6777Eey=0.3627Ratx=0.9015Raty=0.8837Ratx1=1.4193Raty1=1.5751薄弱層地震剪力放大系數(shù)=1.00RJX=1.6648E+05(kN/m)RJY=1.5593E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.7TowerNo.1Xstif=12.5079(m)Ystif=19.2339(m)Alf=0.0000(Degree)Xmass=20.2625(m)Ymass=22.0329(m)Gmass=1110.6525(t)Eex=0.8246Eey=0.5134Ratx=0.9203Raty=0.8502Ratx1=1.3787Raty1=1.4333薄弱層地震剪力放大系數(shù)=1.00RJX=1.5321E+05(kN/m)RJY=1.3257E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.8TowerNo.1Xstif=12.5079(m)Ystif=19.2339(m)Alf=0.0000(Degree)Xmass=20.2625(m)Ymass=22.0329(m)Gmass=1110.6525(t)Eex=0.8246Eey=0.5134Ratx=0.9573Raty=0.9328Ratx1=1.4188Raty1=1.4341薄弱層地震剪力放大系數(shù)=1.00RJX=1.4667E+05(kN/m)RJY=1.2366E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.9TowerNo.1

Xstif=12.5079(m)Ystif=19.2339(m) Alf= 0.0000(Degree)Xmass=20.2625(m)Ymass=22.0329(m)Gmass=1110.6525(t)Eex=0.8246Eey=0.5134Ratx=0.9544Raty=0.9301Ratx1=1.5370Raty1=1.5187薄弱層地震剪力放大系數(shù)=1.00RJX=1.3997E+05(kN/m)RJY=1.1501E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.10TowerNo.1Xstif=12.5079(m)Ystif=19.2339(m) Alf= 0.0000(Degree)Xmass=20.2625(m)Ymass=22.0329(m)Gmass=1110.6525(t)Eex=0.8246Eey=0.5134Ratx=0.9295Raty=0.9407Ratx1=1.5809Raty1=1.5431薄弱層地震剪力放大系數(shù)=1.00RJX=1.3010E+05(kN/m)RJY=1.0819E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.11TowerNo.1Xstif=12.5079(m)Ystif=19.2339(m) Alf= 0.0000(Degree)Xmass=20.2625(m)Ymass=22.0329(m)Gmass=1110.6525(t)Eex=0.8246Eey=0.5134Ratx=0.9036Raty=0.9258Ratx1=1.6463Raty1=1.7043薄弱層地震剪力放大系數(shù)=1.00RJX=1.17