泉州市麗超宿舍樓建筑與結(jié)構(gòu)設(shè)計(jì)

目錄28726_WPSOffice_Level1摘要 110205_WPSOffice_Level1ABSTRACT 229015_WPSOffice_Level1一、結(jié)構(gòu)設(shè)計(jì)信息 115721_WPSOffice_Level21、總信息 121798_WPSOffice_Level22、風(fēng)荷載信息 131169_WPSOffice_Level23、地震信息 126982_WPSOffice_Level24、活荷載信息 224391_WPSOffice_Level25、調(diào)整信息 222438_WPSOffice_Level26、配筋信息 210035_WPSOffice_Level27、設(shè)計(jì)信息 331359_WPSOffice_Level28、荷載組合信息 314070_WPSOffice_Level29、剪力墻底部加強(qiáng)區(qū)信息 310、各層的質(zhì)量、質(zhì)心坐標(biāo)信息310732_WPSOffice_Level211、各層構(gòu)件數(shù)量、構(gòu)件材料和層高 413735_WPSOffice_Level212、風(fēng)荷載信息 42960_WPSOffice_Level213、各樓層等效尺寸(單位:m,m2) 427064_WPSOffice_Level214、各樓層的單位面積質(zhì)量分布(單位:kg/m2) 53586_WPSOffice_Level215、各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息 52450_WPSOffice_Level216、抗傾覆驗(yàn)算結(jié)果 712175_WPSOffice_Level217、結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果 715808_WPSOffice_Level218、樓層抗剪承載力、及承載力比值 729727_WPSOffice_Level1二、周期地震 818905_WPSOffice_Level21、考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動(dòng)周期(秒)、X,Y方向的平動(dòng)系數(shù)、扭轉(zhuǎn)系數(shù) 819224_WPSOffice_Level22、僅考慮X向地震作用時(shí)的地震力 814661_WPSOffice_Level23、僅考慮Y向地震時(shí)的地震力 1328017_WPSOffice_Level24、耦聯(lián)時(shí)的振型 196025_WPSOffice_Level25、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] 2315704_WPSOffice_Level1三、結(jié)構(gòu)位移 2315385_WPSOffice_Level21、X方向地震力作用下的樓層最大位移 2428106_WPSOffice_Level22、Y方向地震力作用下的樓層最大位移 244137_WPSOffice_Level23、X方向風(fēng)荷載作用下的樓層最大位移 2427114_WPSOffice_Level24、Y方向風(fēng)荷載作用下的樓層最大位移 259336_WPSOffice_Level25、豎向恒載作用下的樓層最大位移 2515886_WPSOffice_Level26、豎向活載作用下的樓層最大位移 2529566_WPSOffice_Level1四、超配筋信息 2515612_WPSOffice_Level1五、薄弱層信息 2714879_WPSOffice_Level21、樓板剪力 2725232_WPSOffice_Level22、樓板的屈服系數(shù) 2724416_WPSOffice_Level23、樓板在X方向上的彈塑性位移 2717782_WPSOffice_Level24、樓板在Y方向上的彈塑性位移 27208_WPSOffice_Level1六、樓板計(jì)算書 2815457_WPSOffice_Level2（一）、一至五層板計(jì)算書 2823936_WPSOffice_Level2（二）、屋面樓板計(jì)算書 3826782_WPSOffice_Level1七、梁柱配筋及驗(yàn)算 4932259_WPSOffice_Level21、符號(hào)說明： 4921252_WPSOffice_Level22、鋼(鋼管混凝土)柱、支撐驗(yàn)算輸出符號(hào)說明： 5010270_WPSOffice_Level23、剪力墻配筋輸出符號(hào)說明： 5112652_WPSOffice_Level24、矩形(型鋼)混凝土梁配筋輸出符號(hào)說明： 5111490_WPSOffice_Level25、鋼(鋼管混凝土)梁驗(yàn)算輸出符號(hào)說明： 518400_WPSOffice_Level26、荷載組合分項(xiàng)系數(shù)說明 5219656_WPSOffice_Level27、柱配筋和驗(yàn)算 5316773_WPSOffice_Level28、梁配筋和驗(yàn)算 55八、20017_WPSOffice_Level1基礎(chǔ)設(shè)計(jì) 5915304_WPSOffice_Level21、荷載組合公式 5919296_WPSOffice_Level22、符號(hào)說明: 6012975_WPSOffice_Level23、基礎(chǔ)節(jié)點(diǎn)設(shè)計(jì) 617407_WPSOffice_Level1九、樓梯鋼筋驗(yàn)算 755716_WPSOffice_Level21、荷載和受力計(jì)算 7530631_WPSOffice_Level22、配筋面積計(jì)算: 7718777_WPSOffice_Level23、配筋結(jié)果: 776323_WPSOffice_Level24、梯梁配筋結(jié)果： 787407_WPSOffice_Level1十、參考文獻(xiàn) 807407_WPSOffice_Level1十一、致謝 81I一、結(jié)構(gòu)設(shè)計(jì)信息1、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)算信息按模擬施工加荷計(jì)算方式風(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(hào)：MCHANGE=0墻元細(xì)分最大控制長(zhǎng)度(m)DMAX=2.00墻元側(cè)向節(jié)點(diǎn)信息內(nèi)部節(jié)點(diǎn)是否對(duì)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(guó)2、風(fēng)荷載信息修正后的基本風(fēng)壓(kN/m2)WO=0.70地面粗糙程度:C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(hào)NSTi=7各段體形系數(shù)USi=1.303、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=7.50場(chǎng)地類別KD=3設(shè)計(jì)地震分組三組特征周期TG=0.65多遇地震影響系數(shù)最大值Rmax1=0.12罕遇地震影響系數(shù)最大值Rmax2=0.72框架的抗震等級(jí):NF=3剪力墻的抗震等級(jí):NW=3活荷質(zhì)量折減系數(shù):RMC=0.50周期折減系數(shù):TC=1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)04、活荷載信息考慮活荷不利布置的層數(shù)從第1到7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>200.555、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=0.70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(hào)KQ1=00.2Qo調(diào)整終止層號(hào)KQ2=0頂塔樓內(nèi)力放大起算層號(hào)NTL=0頂塔樓內(nèi)力放大RTL=1.00九度結(jié)構(gòu)及一級(jí)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(hào)LEV_JLQJQ=1強(qiáng)制指定的薄弱層個(gè)數(shù)NWEAK=06、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=300柱箍筋強(qiáng)度(N/mm2)JC=300墻分布筋強(qiáng)度(N/mm2)JWH=300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=0.607、設(shè)計(jì)信息結(jié)構(gòu)重要性系數(shù)RWO=1.00柱計(jì)算長(zhǎng)度計(jì)算原則有側(cè)移梁柱重疊部分簡(jiǎn)化不作為剛域是否考慮P-Delt效應(yīng)否柱配筋計(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=20.00柱保護(hù)層厚度(mm)ACA=20.00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)否8、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)層數(shù)：IWF=2剪力墻底部加強(qiáng)區(qū)高度(m)：Z_STRENGTHEN=7.20各層的質(zhì)量、質(zhì)心坐標(biāo)信息層號(hào)塔號(hào)質(zhì)心X(m)質(zhì)心Y(m)質(zhì)心Z(m)恒載質(zhì)量(t)活載質(zhì)量(t)7127.15415.49923.40086.06.86127.15412.46520.400566.177.35127.15412.35617.100711.677.34127.15412.35613.800711.677.33127.15412.35610.500711.677.32127.15412.3567.200711.677.31127.15412.3553.900720.877.3活載產(chǎn)生的總質(zhì)量(t)：470.525恒載產(chǎn)生的總質(zhì)量(t)：4219.493結(jié)構(gòu)的總質(zhì)量(t);4690.017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)11、各層構(gòu)件數(shù)量、構(gòu)件材料和層高層號(hào)塔號(hào)梁數(shù)(混凝土)柱數(shù)(混凝土)墻數(shù)(混凝土)層高(m)累計(jì)高度(m)1173(25)44(25)0(25)3.9003.9002173(25)44(25)0(25)3.3007.2003173(25)44(25)0(25)3.30010.5004173(25)44(25)0(25)3.30013.8005173(25)44(25)0(25)3.30017.1006173(25)44(25)0(25)3.30020.4007112(25)12(25)0(25)3.00023.40012、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Y7122.8022.868.4105.24105.2315.76141.1463.9279.4108.98214.21022.65138.06102.0616.0100.84315.12062.34136.11138.11071.895.67410.73417.83136.11174.21646.795.67506.45088.92136.11210.32340.895.67602.17075.71142.68253.03327.5113.06715.19864.713、各樓層等效尺寸(單位:m,m2)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BMAX最小寬BMIN11650.7427.1511.8440.4916.1040.4916.1021650.7427.1511.8440.4916.1040.4916.1031650.7427.1511.8440.4916.1040.4916.1041650.7427.1511.8440.4916.1040.4916.1051650.7427.1511.8440.4916.1040.4916.1061650.7427.1511.8440.4916.1040.4916.107165.7427.1515.6568.559.3268.559.3214、各樓層的單位面積質(zhì)量分布(單位:kg/m2)層號(hào)塔號(hào)單位面積質(zhì)量g[i]質(zhì)量比max(g[i]/g[i-1],g[i]/g[i+1])111226.371.01211212.361.00311212.361.00411212.361.00511212.361.2361988.780.82711411.691.4315、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(hào)TowerNo:塔號(hào)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=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.3546(m)Gmass=875.3433(t)Eex=0.0000Eey=0.0107Ratx=1.0000Raty=1.0000Ratx1=1.1887Raty1=1.3583薄弱層地震剪力放大系數(shù)=1.00RJX=3.6326E+05(kN/m)RJY=3.1790E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.3564(m)Gmass=866.2232(t)Eex=0.0000Eey=0.0109Ratx=1.0568Raty=0.9457Ratx1=1.2640Raty1=1.3226薄弱層地震剪力放大系數(shù)=1.00RJX=3.8391E+05(kN/m)RJY=3.0063E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.3TowerNo.1Xstif=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.3564(m)Gmass=866.2232(t)Eex=0.0000Eey=0.0109Ratx=0.9952Raty=0.9722Ratx1=1.2939Raty1=1.3673薄弱層地震剪力放大系數(shù)=1.00RJX=3.8209E+05(kN/m)RJY=2.9228E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.4TowerNo.1Xstif=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.3564(m)Gmass=866.2232(t)Eex=0.0000Eey=0.0109Ratx=0.9946Raty=0.9743Ratx1=1.4405Raty1=1.4776薄弱層地震剪力放大系數(shù)=1.00RJX=3.8004E+05(kN/m)RJY=2.8477E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.5TowerNo.1Xstif=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.3564(m)Gmass=866.2232(t)Eex=0.0000Eey=0.0109Ratx=0.9917Raty=0.9668Ratx1=1.5365Raty1=1.6282薄弱層地震剪力放大系數(shù)=1.00RJX=3.7689E+05(kN/m)RJY=2.7532E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.6TowerNo.1Xstif=27.1540(m)Ystif=12.1920(m)Alf=45.0000(Degree)Xmass=27.1542(m)Ymass=12.4653(m)Gmass=720.7344(t)Eex=0.0000Eey=0.0181Ratx=0.9298Raty=0.8774Ratx1=5.9816Raty1=4.5241薄弱層地震剪力放大系數(shù)=1.00RJX=3.5042E+05(kN/m)RJY=2.4156E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.7TowerNo.1Xstif=27.1540(m)Ystif=14.9003(m)Alf=45.0000(Degree)Xmass=27.1540(m)Ymass=15.4993(m)Gmass=99.5711(t)Eex=0.0000Eey=0.0296Ratx=0.2090Raty=0.2763Ratx1=1.2500Raty1=1.2500薄弱層地震剪力放大系數(shù)=1.00RJX=7.3229E+04(kN/m)RJY=6.6744E+04(kN/m)RJZ=0.0000E+00(kN/m)16、抗傾覆驗(yàn)算結(jié)果抗傾覆彎矩Mr傾覆彎矩Mov比值Mr/Mov零應(yīng)力區(qū)(%)X風(fēng)荷載1009526.23947.0255.770.00Y風(fēng)荷載381063.911156.034.160.00X地震1009526.244474.822.700.00Y地震381063.939702.39.600.0017、結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果層號(hào)X向剛度Y向剛度層高上部重量X剛重比Y剛重比10.363E+060.318E+063.9046900.30.2126.4420.384E+060.301E+063.3038920.32.5525.4930.382E+060.292E+063.3031030.40.6331.0840.380E+060.285E+063.3023141.54.1940.6150.377E+060.275E+063.3015252.81.5559.5760.350E+060.242E+063.307362.157.07108.2770.732E+050.667E+053.00928.236.72215.75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)18、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,Y710.5911E+030.6864E+031.001.00610.2435E+040.3152E+044.124.59510.3225E+040.3866E+041.321.23410.4215E+040.4877E+041.311.26310.4957E+040.5661E+041.181.16210.5668E+040.6322E+041.141.12110.6849E+040.7150E+041.211.13二、周期地震1、考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動(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)周期轉(zhuǎn)角平動(dòng)系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)11.310090.001.00（0.00+1.00)0.0021.212990.010.09（0.00+0.08)0.9131.16560.001.00（1.00+0.00)0.0040.425190.001.00（0.00+1.00)0.0050.396390.010.12（0.01+0.10)0.8860.38390.000.99(0.99+0.00)0.0170.242090.001.00(0.00+1.00)0.0080.2285179.980.49(0.41+0.08)0.5190.22640.010.66(0.60+0.07)0.34100.16930.030.99(0.98+0.01)0.01110.169190.680.98(0.47+0.51)0.02120.1690179.340.98(0.49+0.49)0.02130.159290.000.23(0.00+0.23)0.77140.1450180.000.24(0.20+0.04)0.76150.1430180.000.03(0.03+0.00)0.97160.1381180.000.81(0.81+0.00)0.19170.135790.001.00(0.00+1.00)0.00180.124590.000.26(0.01+0.25)0.74地震作用最大的方向=0.000(度)2、僅考慮X向地震作用時(shí)的地震力Floor:層號(hào)Tower:塔號(hào)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2.1振型1的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.002.2振型2的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)711.040.00-4.76610.970.00-348.67510.980.00-369.07410.840.00-319.66310.670.00-253.79210.470.00-175.31110.250.00-89.722.3振型3的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)7185.940.004.7361552.750.00372.1751640.930.00406.7341564.650.00361.6031456.560.00292.6821322.890.00204.9911173.180.00105.772.4振型4的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.002.5振型5的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)71-1.690.006.2461-2.040.00360.8751-0.690.00152.97411.230.00-166.92312.620.00-406.86212.89-0.01-458.43111.940.00-300.902.6振型6的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)71-58.180.00-4.8561-279.900.00-418.21FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)51-166.830.00-254.724184.030.0083.4531292.570.00373.8821357.920.00467.9411250.720.00319.992.7振型7的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.002.8振型8的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)7122.670.00-21.686139.56-0.01-596.4651-30.090.01691.6841-69.590.021221.4031-25.960.01323.212148.84-0.01-958.271166.47-0.02-1146.402.9振型9的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)7125.980.0016.026169.540.01695.6151-38.44-0.01-601.1441-109.84-0.02-1231.5031-46.45-0.01-384.302173.940.01930.5911105.300.011156.582.10振型10的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)71-44.14-0.0229.046111.78-0.01-73.105181.230.04-77.7341-9.530.0151.8831-82.74-0.0588.76FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)211.070.00-25.881183.100.05-94.072.11振型11的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.010.00610.000.010.00510.00-0.040.00410.00-0.010.00310.000.040.00210.000.000.00110.00-0.040.00振型12的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.00-0.010.00410.000.000.00310.000.010.00210.000.000.00110.00-0.010.00振型13的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.010.00-0.6461-0.140.000.83510.130.0049.69410.100.00-0.9131-0.140.00-50.2521-0.060.00-0.08110.140.0050.312.14振型14的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)713.960.00-103.0261-15.020.00-16.35519.430.0016.224113.240.0017.0831-14.390.00-22.0821-7.850.00-8.631117.490.0026.132.15振型15的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.002.16振型16的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)7121.790.0087.6061-47.170.00-12.68517.990.00-16.634151.450.0012.0231-35.480.004.3521-32.320.00-9.301153.320.003.462.17振型17的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.002.18型18的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)710.160.00-1.7361-0.200.0047.0751-0.120.0018.41410.310.00-62.8031-0.110.0026.7421-0.230.0042.89110.290.00-58.762.19各振型作用下X方向的基底剪力振型號(hào)剪力(kN)10.0025.2132796.9140.0054.266480.3370.00851.91980.021040.77110.00120.00130.06146.86150.001619.57170.00180.102.20各層X方向的作用力(CQC)Floor：層號(hào)Tower：塔號(hào)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FloorTowerFxFx(kN)Vx(分塔剪重比)(整層剪重比)(kN)Mx(kN-m)Static(kN)71122.59122.59(13.21%)(13.21%)367.78388.4061630.30739.83(10.05%)(10.05%)2780.34706.7451670.771379.50(9.04%)(9.04%)7283.94726.3641601.211896.32(8.19%)(8.19%)13422.19586.1931559.312313.87(7.46%)(7.46%)20839.91446.0121505.002640.51(6.78%)(6.78%)29237.30305.8411381.672850.95(6.08%)(6.08%)39953.70167.58抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比=2.40%X方向的有效質(zhì)量系數(shù):96.38%3、僅考慮Y向地震時(shí)的地震力Floor:層號(hào)Tower:塔號(hào)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3.1振型1的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.0079.16-0.01610.00505.35-1.10510.00578.19-1.16410.00501.97-1.01310.00398.53-0.80210.00274.42-0.56110.00139.18-0.283.2振型2的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.02610.000.001.18510.000.001.25410.000.001.08310.000.000.86210.000.000.59110.000.000.303.3振型3的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.003.4振型4的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.00-59.590.01610.00-301.010.70510.00-165.440.30410.00107.42-0.31310.00324.10-0.78210.00380.64-0.89110.00252.45-0.583.5振型5的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.00-0.01610.000.00-0.69510.000.00-0.29410.000.000.3231-0.010.000.7821-0.010.000.88110.000.000.583.6振型6的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.01110.000.000.003.7振型7的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.0041.40-0.01610.00128.09-0.27510.00-72.980.26410.00-199.200.51310.00-75.300.16210.00143.95-0.39110.00187.60-0.493.8振型8的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)71-0.010.000.0161-0.010.000.16510.010.00-0.19410.020.00-0.33310.010.00-0.0921-0.010.000.2611-0.020.000.313.9振型9的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.010.000.1051-0.010.00-0.0941-0.020.00-0.1831-0.010.00-0.06210.010.000.14110.020.000.173.10振型10的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)71-0.020.000.02610.010.00-0.04510.040.00-0.0441-0.010.000.0331-0.050.000.05210.000.00-0.01110.050.00-0.053.11振型11的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.02-19.50-0.01610.00-13.200.0551-0.0456.99-0.09410.008.76-0.03310.04-58.370.09210.00-4.600.0211-0.0458.86-0.093.12振型12的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.00-18.650.00610.00-12.840.0251-0.0154.68-0.12410.008.64-0.01310.01-56.070.12210.00-4.530.0111-0.0156.56-0.123.13振型13的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.000.00510.000.000.26410.000.000.00FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)310.000.00-0.26210.000.000.00110.000.000.263.14振型14的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.003.15振型15的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.030.00610.00-0.060.00510.000.010.00410.000.050.00310.00-0.040.00210.00-0.030.00110.000.050.003.16振型16的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.000.00510.000.000.00410.000.000.00310.000.000.00210.000.000.00110.000.000.003.17振型17的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.0030.400.00610.00-40.490.05510.00-17.790.05410.0057.11-0.08310.00-24.010.02210.00-38.990.06110.0053.60-0.073.18振型18的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)710.000.000.00610.000.00-0.05510.000.00-0.02410.000.000.07310.000.00-0.03210.000.00-0.05110.000.000.073.19各振型作用下Y方向的基底剪力振型號(hào)剪力(kN)12476.8020.0030.004538.5750.0060.007153.5680.0090.00100.001128.951227.79130.00140.00150.02160.001719.84180.00各層Y方向的作用力(CQC)Floor:層號(hào)Tower:塔號(hào)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FloorTowerFy(kN)Vy(分塔剪重比)(整層剪重比)(kN)My(kN-m)StaticFy(kN)71114.89114.89(12.38%)(12.38%)344.6778.7761600.63705.67(9.58%)(9.58%)2651.57629.2351614.161277.05(8.37%)(8.37%)6805.67646.71FloorTowerFy(kN)Vy(分塔剪重比)(整層剪重比)(kN)My(kN-m)StaticFy(kN)41552.441718.85(7.43%)(7.43%)12328.02521.9031533.462073.15(6.68%)(6.68%)18895.64397.1021496.442357.85(6.06%)(6.06%)26282.21272.3011379.742545.02(5.43%)(5.43%)35716.03149.20抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比=2.40%Y方向的有效質(zhì)量系數(shù):96.35%4、耦聯(lián)時(shí)的振型Floor:層號(hào)Tower:塔號(hào)X-Disp:耦聯(lián)振型在X方向的位移分量Y-DISP:耦聯(lián)振型在Y方向的位移分量Angle-Z:耦聯(lián)振型繞Z軸的轉(zhuǎn)角4.1振型1FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.0001.0000.000610.0000.9590.000510.0000.8890.000410.0000.7710.000310.0000.6120.000210.0000.4220.000110.0000.2110.0004.2振型2FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.2000.000-0.050610.0280.000-0.048510.0230.000-0.045410.0200.000-0.039310.0160.000-0.031210.0110.000-0.021110.0060.000-0.0114.3振型3FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-1.0000.000-0.00361-0.9660.000-0.00351-0.9070.000-0.00341-0.7990.000-0.003FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)31-0.6460.000-0.00221-0.4570.000-0.00111-0.2420.000-0.0014.4振型4FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.000-1.0000.000610.000-0.7590.000510.000-0.3380.000410.0000.2190.000310.0000.6620.000210.0000.7770.000110.0000.5100.0004.5振型5FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.2420.000-0.049610.0440.000-0.037510.0120.000-0.01441-0.0210.0000.01531-0.0460.0000.03621-0.0500.0000.04111-0.0330.0000.0274.6振型6FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-1.0000.000-0.00561-0.7230.000-0.00551-0.3490.000-0.003410.1760.0000.001310.6120.0000.004210.7490.0000.005110.5180.0000.0034.7振型7FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.0001.0000.000610.0000.4650.000510.000-0.2140.000410.000-0.5850.000310.000-0.2210.000210.0000.4230.000110.0000.5450.0004.8振型8FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)711.0000.000-0.052610.2620.000-0.01951-0.1610.0000.01941-0.3730.0000.03431-0.1390.0000.009210.2620.000-0.026110.3530.000-0.0314.9振型9FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)711.0000.0000.034610.4020.0000.01951-0.1800.000-0.01541-0.5150.000-0.03031-0.2180.000-0.009210.3460.0000.022110.4880.0000.0284.10振型10FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-1.0000.0000.036610.0400.000-0.001510.2240.000-0.00141-0.0260.0000.00131-0.2280.0000.001210.0030.0000.000110.2260.000-0.0014.11振型11FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-0.0010.4980.000610.0000.0510.000510.000-0.1770.000410.000-0.0270.000310.0000.1820.000210.0000.0140.000110.000-0.1810.00041.2振型12FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.0000.4770.000FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)610.0000.0490.000510.000-0.1700.000410.000-0.0270.000310.0000.1750.000210.0000.0140.000110.000-0.1740.0004.13振型13FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-0.0120.0000.029610.0170.000-0.00151-0.0130.000-0.02641-0.0110.0000.000310.0140.0000.027210.0060.0000.00011-0.0140.000-0.0264.14振型14FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)71-0.6860.0000.971610.3910.0000.00251-0.1990.000-0.00241-0.2790.000-0.002310.3030.0000.002210.1650.0000.00111-0.3640.000-0.0034.15振型15FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.000-0.0950.000610.0000.0250.000510.000-0.0030.000410.000-0.0170.000310.0000.0120.000210.0000.0100.000110.000-0.0180.0004.16振型16FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)711.0000.0000.21961-0.3250.0000.000510.0450.0000.000FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)410.2870.0000.00031-0.1980.0000.00021-0.1810.0000.000110.2940.0000.0004.17振型17FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.000-1.0000.000610.0000.2000.000510.0000.0710.000410.000-0.2290.000310.0000.0960.000210.0000.1560.000110.000-0.2120.0004.18振型18FloorTowerX-Disp(mm)Y-DISP(mm)Angle-Z(rad)710.0940.000-0.05761-0.0180.0000.02051-0.0090.0000.007410.0230.000-0.02431-0.0080.0000.01021-0.0170.0000.016110.0210.000-0.0225、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(hào)X向調(diào)整系數(shù)Y向調(diào)整系數(shù)11.0001.00021.0001.00031.0001.00041.0001.00051.0001.00061.0001.00071.0001.000三、結(jié)構(gòu)位移所有位移的單位為毫米Floor:層號(hào)Tower:塔號(hào)Jmax:最大位移對(duì)應(yīng)的節(jié)點(diǎn)號(hào)JmaxD: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):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1、X方向地震力作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX7131532.3432.311.0030003231.731.671.031/173714.6%0.836127030.9930.891.0033003132.152.111.021/153773.4%0.965122529.0928.961.0033002253.663.661.001/90136.3%1.584118025.6425.521.0033001805.014.991.001/65921.4%1.643113520.7920.681.0133001356.086.061.001/54213.6%1.41219014.7914.711.013300906.926.881.011/4773.4%1.1711457.897.841.013900457.897.841.011/49499.9%0.93X方向最大值層間位移角:1/477.Y方向地震力作用下的樓層最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7131837.1937.191.0030003181.721.721.001/174254.3%0.836127335.6335.631.0033002732.942.921.011/112358.8%1.295122532.9732.951.0033002254.644.641.001/71130.1%1.734118028.6228.621.0033001806.046.031.001/54717.5%1.603113522.8122.801.0033001357.097.091.001/46510.6%1.30219015.8315.821.003300937.877.841.001/41913.6%1.1011458.017.991.003900458.017.991.001/48799.9%0.81Y方向最大值層間位移角:1/419.3、X方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX713172.852.811.0230003200.260.241.061/999932.0%0.83612732.592.541.0233002730.200.181.071/999951.7%0.57512322.402.351.0233002320.290.281.031/999933.7%1.17411872.112.081.0233002230.380.371.031/867724.9%1.27311421.731.711.0233001420.470.461.021/698920.2%1.3921971.261.241.013300930.570.561.021/58254.5%1.2511520.700.691.013900520.700.691.011/560599.9%1.05X方向最大值層間位移角:1/5605.4、Y方向風(fēng)荷載作用下的樓層最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7131810.570.561.0030003180.960.961.001/311716.9%0.83612739.619.611.0033002730.890.881.021/369536.4%0.69512258.738.721.0033002251.201.201.001/275824.9%1.05411807.537.531.0033001831.491.491.001/220818.9%1.19311356.046.031.0033001351.781.771.001/185815.1%1.2421904.264.261.003300932.052.041.011/16078.2%1.1411452.222.211.003900452.222.211.001/175999.9%0.88Y方向最大值層間位移角:1/1607.5、豎向恒載作用下的樓層最大位移FloorTowerJmaxMax-(Z)71316-0.4561277-1.1051231-1.6141186-1.8531141-1.842196-1.551151-1.016、豎向活載作用下的樓層最大位移Max-(Z)FloorTowerJmax71319-0.7961276-0.7851231-0.7441186-0.67Max-(Z)FloorTowerJmax31141-0.562196-0.421151-0.25四、超配筋信息第7層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第6層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第5層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第4層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第3層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第2層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|第1層配筋、驗(yàn)算柱墻活荷載折減系數(shù)1.00|(31)N=-1861.Uc=N/(Ac×vfc)=0.98>0.90Rs=3.66(%)Rsv=1.11(%)Asc=153.0N-C=15(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(30)N=-1937.Uc=N/(Ac×fc)=1.02>0.90Rs=3.96(%)Rsv=1.22(%)Asc=153.0N-C=16(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(31)N=-1889.Uc=N/(Ac×fc)=0.99>0.90Rs=3.55(%)Rsv=1.11(%)Asc=153.0N-C=18(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(30)N=-1921.Uc=N/(Ac×fc)=1.01>0.90Rs=3.65(%)Rsv=1.22(%)Asc=153.0N-C=19(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(31)N=-1871.Uc=N/(Ac×fc)=0.98>0.90Rs=3.50(%)Rsv=1.11(%)Asc=153.0N-C=21(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(30)N=-1885.Uc=N/(Ac×fc)=0.99>0.90Rs=3.56(%)Rsv=1.11(%)Asc=153.0N-C=22(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(31)N=-1872.Uc=N/(Ac×fc)=0.98>0.90Rs=3.50(%)Rsv=1.11(%)Asc=153.0N-C=24(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(30)N=-1885.Uc=N/(Ac×fc)=0.99>0.90Rs=3.55(%)Rsv=1.11(%)Asc=153.0N-C=25(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(31)N=-1871.Uc=N/(Ac×fc)=0.98>0.90Rs=3.49(%)Rsv=1.11(%)Asc=153.0N-C=27(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0(30)N=-1884.Uc=N/(Ac×fc)=0.99>0.90Rs=3.55(%)Rsv=1.11(%)Asc=153.0N-C=28(1)B×H(mm)=400×400Cover=20(mm)Cx=1.00Cy=1.00Lc=3.90(m)Nfc=3Rcc=25.0薄弱層信息1、樓板剪力Vx,Vy樓板剪力VxV,VyV承載力FloorTowerVx(kN)Vy(kN)VxV(kN)VyV(kN)71735.56689.35591.13686.37614438.964234.032434.693151.84518277.017662.273224.803865.654111377.9410313.094215.164876.603113883.2412438.924956.605661.242115843.0914147.105668.346321.931117105.6915270.106849.467150.072、樓板的屈服系數(shù)FloorTowerGsxGsy710.80360.9957610.54850.7444510.38960.5045410.37050.4729310.35700.4551210.35780.4469110.40040.46823、樓板在X方向上的彈塑性位移FloorTowerDx(mm)Dxs(mm)AtpxDxsp(mm)Dxsp/hh(m)71194.0217910.362331.5015.543491/1933.0061185.9663812.882881.5019.324321/1703.3051174.5233321.965791.6536.243561/913.3041153.8427130.037421.4042.052391/783.3031124.7627036.505541.4051.107761/643.30FloorTowerDx(mm)Dxs(mm)AtpxDxsp(mm)Dxsp/hh(m)2188.7269341.490011.4058.086021/563.301147.3458547.345851.3061.549601/633.904、樓板在Y方向上的彈塑性位移FloorTowerDy(mm)Dys(mm)AtpyDysp(mm)Dysp/hh(m)71223.1341410.331551.5015.497321/1933.0061213.7882117.638461.5026.457691/1243.3051197.7939827.835251.5041.752861/793.3041171.7478636.219821.3047.085771/703.3031136.8658342.563371.3055.332381/593.302194.9544347.228211.3061.396661/533.301148.0454648.045461.3062.459101/623.90樓板計(jì)算書（一）、一至五層板計(jì)算書一、基本資料：1、房間編號(hào)：62、邊界條件（左端/下端/右端/上端）：鉸支/固定/固定/鉸支/3、荷載：永久荷載標(biāo)準(zhǔn)值：g＝4.50kN/M2可變荷載標(biāo)準(zhǔn)值：q＝2.00kN/M2計(jì)算跨度Lx=4500mm；計(jì)算跨度Ly=7000mm板厚H=120mm；砼強(qiáng)度等級(jí)：C20；鋼筋強(qiáng)度等級(jí)：HRB3354、計(jì)算方法：彈性算法。5、泊松比：μ＝1/5.6、考慮活荷載不利組合。二、計(jì)算結(jié)果：Mx=(0.04694+0.01811/5)×(1.20×4.5+1.40×1.0)×4.5^2=6.96kN·M考慮活載不利布置跨中X向應(yīng)增加的彎矩：Mxa=(0.07600+0.02669/5)×(1.4×1.0)×4.5^2=2.31kN·MMx=6.96+2.31=9.27kN·MAsx=0.00mm2，實(shí)配φ8@150(As＝335.mm2)ρmin＝0.200%，ρ＝0.279%My=(0.01811+0.04694/5)×(1.20×4.5+1.40×1.0)×4.5^2=3.79kN·M考慮