電算結(jié)構(gòu)設(shè)計信息

///////////////////////////////////////////////////////////////////////////|公司名稱:||||建筑結(jié)構(gòu)的總信息||SATWE中文版||文件名:WMASS.OUT||||工程名稱:設(shè)計人:||工程代號:校核人:日期:2010/5/22|///////////////////////////////////////////////////////////////////////////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豎向荷載計算信息:按模擬施工加荷計算方式風(fēng)荷載計算信息:計算X,Y兩個方向的風(fēng)荷載特殊荷載計算信息:不計算結(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墻元細分最大控制長度(m)DMAX=2.00墻元側(cè)向節(jié)點信息:內(nèi)部節(jié)點是否對全樓強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風(fēng)荷載信息..........................................修正后的基本風(fēng)壓(kN/m2):WO=0.35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=6各段體形系數(shù):USi=1.30活荷載信息..........................................考慮活荷不利布置的層數(shù)從第1到6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........................................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=0.400.2Qo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是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0剪力墻加強區(qū)起算層號LEV_JLQJQ=1強制指定的薄弱層個數(shù)NWEAK=0配筋信息........................................梁主筋強度(N/mm2):IB=300柱主筋強度(N/mm2):IC=300墻主筋強度(N/mm2):IW=300梁箍筋強度(N/mm2):JB=210柱箍筋強度(N/mm2):JC=210墻分布筋強度(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=150.00墻豎向筋分布最小配筋率(%):RWV=0.30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梁保護層厚度(mm):BCB=30.00柱保護層厚度(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**********************************************************各層的質(zhì)量、質(zhì)心坐標信息**********************************************************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(m)(m)(t)(t)6135.74915.28819.500592.054.15135.79715.41716.500763.457.04135.79715.41713.500763.457.03135.79715.41710.500763.457.02135.79715.4177.500763.457.01135.80013.1814.5001045.287.9活載產(chǎn)生的總質(zhì)量(t):370.030恒載產(chǎn)生的總質(zhì)量(t):4690.773結(jié)構(gòu)的總質(zhì)量(t):5060.804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)柱數(shù)墻數(shù)層高累計高度(混凝土)(混凝土)(混凝土)(m)(m)11169(30)50(30)0(25)4.5004.50021150(30)40(30)0(25)3.0009.00031150(30)40(30)0(25)3.00012.00041150(30)40(30)0(25)3.00015.00051150(30)40(30)0(25)3.00018.0006163(30)40(30)0(25)3.00021.000**********************************************************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Y6117.3917.452.286.8686.9260.65116.8234.2154.882.34169.2768.24115.7850.0304.877.22246.41507.43114.5664.5498.471.25317.72460.42114.3378.9735.170.15387.83623.91133.57112.41241.1105.22493.05842.6===========================================================================計算信息===========================================================================ProjectFileName:pm1計算日期:20105.22開始時間:21:11:5可用內(nèi)存:392.00MB第一步:計算每層剛度中心、自由度等信息開始時間:21:11:5第二步:組裝剛度矩陣并分解開始時間:21:11:5FALE自由度優(yōu)化排序BeginningTime:21:11:8.93EndTime:21:11:9.20TotalTime(s):0.27FALE總剛陣組裝BeginningTime:21:11:9.21EndTime:21:11:9.40TotalTime(s):0.19VSS總剛陣LDLT分解BeginningTime:21:11:9.42EndTime:21:11:9.43TotalTime(s):0.01VSS模態(tài)分析BeginningTime:21:11:9.43EndTime:21:11:9.45TotalTime(s):0.02形成風(fēng)荷載向量形成垂直荷載向量VSSLDLT回代求解BeginningTime:21:11:10.15EndTime:21:11:10.17TotalTime(s):0.02第五步:計算桿件內(nèi)力開始時間:21:11:10活載隨機加載計算計算桿件內(nèi)力結(jié)束日期:2010.5.22時間:21:11:14總用時:0:0:7===========================================================================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坐標值A(chǔ)lf:層剛性主軸的方向Xmass，Ymass:質(zhì)心的X，Y坐標值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)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度===========================================================================FloorNo.1TowerNo.1Xstif=35.8000(m)Ystif=13.1410(m)Alf=45.0000(Degree)Xmass=35.8003(m)Ymass=13.1813(m)Gmass=1221.0796(t)Eex=0.0000Eey=0.0023Ratx=1.0000Raty=1.0000Ratx1=1.1128Raty1=1.1595RJX=3.9927E+05(kN/m)RJY=3.5498E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=35.8000(m)Ystif=15.4000(m)Alf=45.0000(Degree)Xmass=35.7971(m)Ymass=15.4172(m)Gmass=877.3711(t)Eex=0.0002Eey=0.0010Ratx=1.1452Raty=1.1203Ratx1=1.2903Raty1=1.3279RJX=4.5725E+05(kN/m)RJY=3.9769E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=35.8000(m)Ystif=15.4000(m)Alf=45.0000(Degree)Xmass=35.7971(m)Ymass=15.4172(m)Gmass=877.3711(t)Eex=0.0002Eey=0.0010Ratx=0.9737Raty=0.9468Ratx1=1.3212Raty1=1.3280RJX=4.4521E+05(kN/m)RJY=3.7653E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=35.8000(m)Ystif=15.4000(m)Alf=45.0000(Degree)Xmass=35.7971(m)Ymass=15.4172(m)Gmass=877.3711(t)Eex=0.0002Eey=0.0010Ratx=0.9951Raty=0.9929Ratx1=1.3837Raty1=1.3936RJX=4.4301E+05(kN/m)RJY=3.7387E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=35.8000(m)Ystif=15.4000(m)Alf=45.0000(Degree)Xmass=35.7971(m)Ymass=15.4172(m)Gmass=877.3711(t)Eex=0.0002Eey=0.0010Ratx=0.9947Raty=0.9967Ratx1=1.4495Raty1=1.4709RJX=4.4065E+05(kN/m)RJY=3.7266E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=35.8000(m)Ystif=15.4000(m)Alf=45.0000(Degree)Xmass=35.7491(m)Ymass=15.2878(m)Gmass=700.2692(t)Eex=0.0030Eey=0.0067Ratx=0.8623Raty=0.8498Ratx1=1.2500Raty1=1.2500RJX=3.7999E+05(kN/m)RJY=3.1670E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================抗傾覆驗算結(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1300373.41461.8889.540.00Y風(fēng)荷載414859.36409.564.730.00=====