計(jì)算書(shū)一零三

西安市計(jì)算書(shū)工程名稱:設(shè)計(jì)人:工程代號(hào):校核人:日期:2013/10/14|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(Degree)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)算水平和反應(yīng)譜方法豎向地震“規(guī)定水平力”計(jì)算方法:樓層剪力差方法(規(guī)范方法)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彈性板與梁變形是否協(xié)調(diào)是墻元網(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地下室是否強(qiáng)制采用剛性樓板假定:否墻梁跨中節(jié)點(diǎn)作為剛性樓板的從節(jié)點(diǎn)是計(jì)算墻傾覆力矩時(shí)只考慮腹板和有效翼緣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)風(fēng)荷載信息修正后的基本風(fēng)壓(kN/m2):WO=0.35風(fēng)荷載作用下舒適度驗(yàn)算風(fēng)壓(kN/m2):WOC=1.35地面粗糙程度:C類結(jié)構(gòu)X向基本周期（秒）:Tx=0.42結(jié)構(gòu)Y向基本周期（秒）:Ty=0.42是否考慮順風(fēng)向風(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是否計(jì)算橫風(fēng)向風(fēng)振:否是否計(jì)算扭轉(zhuǎn)風(fēng)振: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=1各段最高層號(hào):NSTi=9各段體形系數(shù):USi=1.30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=15地震烈度:NAF=8.00場(chǎng)地類別: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=0.16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=0.90框架的抗震等級(jí):NF=1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=不改變重力荷載代表值的活載組合值系數(shù):RMC=0.50周期折減系數(shù):TC=0.65結(jié)構(gòu)的阻尼比(%):DAMP=5.00中震(或大震)設(shè)計(jì):MID=不屈服豎向地震力計(jì)算方法:振型分解反應(yīng)譜法豎向振型求解方式:水平振型與豎向振型獨(dú)立求解豎向地震參與振型數(shù):NVMODE=0豎向地震作用系數(shù)底線值:RVMIN=0.10是否考慮偶然偏心:是是否考慮雙向地震扭轉(zhuǎn)效應(yīng):是按主振型確定地震內(nèi)力符號(hào):否斜交抗側(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)不考慮柱、墻活荷載是否折減折算傳到基礎(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：是托墻梁剛度增大系數(shù)：BK_TQL=1.00梁端彎矩調(diào)幅系數(shù)：BT=0.85梁活荷載內(nèi)力增大系數(shù)：BM=1.10連梁剛度折減系數(shù)：BLZ=0.50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=1.15是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525=0是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0薄弱層判斷方式：按高規(guī)和抗規(guī)從嚴(yán)判斷強(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=300柱箍筋強(qiáng)度(N/mm2):JC=300墻水平分布筋強(qiáng)度(N/mm2):FYH=210墻豎向分布筋強(qiáng)度(N/mm2):FYW=300邊緣構(gòu)件箍筋強(qiáng)度(N/mm2):JWB=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墻豎向分布筋配筋率(%):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)底部NSW層的墻豎向分布配筋率:RWV1=0.50梁抗剪配筋采用交叉斜筋時(shí)箍筋與對(duì)角斜筋的配筋強(qiáng)度比:RGX=1.00設(shè)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:無(wú)側(cè)移梁端端在梁柱重重疊部分簡(jiǎn)簡(jiǎn)化:不作為剛剛域柱端端在梁柱重重疊部分簡(jiǎn)簡(jiǎn)化:不作為剛剛域是否否考慮P-DDelt效應(yīng)：否柱配配筋計(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==155.00柱保保護(hù)層厚度度(mmm):AACA==155.00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..16-44: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條規(guī)定的的限值時(shí)一一律設(shè)置構(gòu)構(gòu)造邊緣構(gòu)構(gòu)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):否荷載組合信信息恒載載分項(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溫度度荷載分項(xiàng)項(xiàng)系數(shù):CTEEMP==11.40吊車車荷載分項(xiàng)項(xiàng)系數(shù):CCRRAN==11.40特殊殊風(fēng)荷載分分項(xiàng)系數(shù):CSPWW=1.440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重力力荷載代表表值效應(yīng)的的活荷組合合值系數(shù):CEA__L=0..50重力力荷載代表表值效應(yīng)的的吊車荷載載組合值系系數(shù):CEAA_C==00.50吊車車荷載組合合值系數(shù):CD_CC=0.770溫度度作用的組組合值系數(shù)數(shù):僅考慮恒恒載、活載載參與組合合:CD_TTDL==00.60考慮風(fēng)荷荷載參與組組合:CCD_TWW=0.000考慮地震震作用參與與組合:CD__TE==00.00砼構(gòu)構(gòu)件溫度效效應(yīng)折減系系數(shù):CC_TT=0.330剪力墻底部加強(qiáng)強(qiáng)區(qū)的層和和塔信息.層號(hào)號(hào)塔號(hào)1121用戶戶指定薄弱弱層的層和和塔信息...............................層號(hào)號(hào)塔號(hào)用戶戶指定加強(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************************************************************************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)91199.0288122.3922333.000083..544.20.00.10081199.562288.0100299.4000816..8622.40.01.07771199.488888.0200255.5000762..5622.90.01.01161199.547777.9900211.9000751..3622.90.01.00051199.547777.9900188.3000751..3622.90.01.00041199.547777.9900144.7000751..3622.90.01.00031199.547777.9900111.1000751..3622.90.01.00021199.547777.990077.5000751..3622.90.01.01111199.605577.841133.9000744..9644.10.01.000活載載產(chǎn)生的總總質(zhì)量(t)):5088.0199恒載載產(chǎn)生的總總質(zhì)量(t)):61644.4555附加加總質(zhì)量(t)):0.0000結(jié)構(gòu)構(gòu)的總質(zhì)量量(t)):66722.4744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)1599(30//3600)228(300/3660)0(330/3300)3.990033.90002(2)1633(30//3600)226(300/3660)0(330/3300)3.660077.50003(2)1633(30//3600)226(300/3660)0(330/3300)3.6600111.10004(2)1633(30//3600)226(300/3660)0(330/3300)3.6600144.70005(2)1633(30//3600)226(300/3660)0(330/3300)3.6600188.30006(2)1633(30//3600)226(300/3660)0(330/3300)3.6600211.90007(3)1711(30//3600)226(300/3660)0(330/3300)3.6600255.50008(4)11266(30//3600)229(300/3660)0(330/3300)3.9900299.40009(5)1200(30//3600)8(300/3660)0(330/3300)3.6600333.0000***********************************************************************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Y9119..1919..269..1664.455664.42332.08143..5962..8313..91003.7331668.28887.97136..6799..4671..9887.0992555.318006.96133..27132..711149..6779.1333334.430110.75129..82162..511734..8771.0224005.444770.24126..39188..922414..9662.9334668.361556.33124..49213..433183..2558.6005226.980553.32122..52235..944032..5554.1115881.1101445.11125..61261..555052..5553.2666334.3126118.9======================================================================================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..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BMINN111639..60119.5007..67338.43316..5938..4316..59211620..10119.5007..95339.00015..9039..0015..90311620..10119.5007..95339.00015..9039..0015..90411620..10119.5007..95339.00015..9039..0015..90511620..10119.5007..95339.00015..9039..0015..90611620..10119.5007..95339.00015..9039..0015..90711620..10119.5007..95339.00015..9039..0015..90811620..10119.5007..95339.00015..9039..0015..9091153..82119.50012..45334.0006..9034..006..90======================================================================================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]])11112664.8441.00021113113.0551.04431113113.0551.00041113113.0551.00051113113.0551.00061113113.0551.00071113331.0991.01181114117.8331.07791116330.7991.155======================================================================================計(jì)算信息======================================================================================計(jì)計(jì)算日期:20133.10..14開(kāi)開(kāi)始時(shí)間:222:23::28可可用內(nèi)存:10488.00MMB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:20133.10..14時(shí)時(shí)間:222:23::52總總用時(shí):0:0:244=======================================================================================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: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=19..43388(m)Ystiif=77.88662(m))Alff=445.00000(DDegreee)Xmasss=19..60555(m)Ymasss=77.84110(m))Gmaass(活荷折減)=8733.08332(8088.98998)(tt)Eex=0..01200Eey=00.00332Ratx=1..00000Ratyy=11.00000Ratx11=1..74966Ratyy1=11.89552薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=4..87299E+066(kN//m)RJY11=44.87229E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..68055E+066(kN//m)RJY33=11.51337E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折減)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..05711Ratyy=11.05771Ratx11=1..33700Ratyy1=11.39660薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..25044E+066(kN//m)RJY33=11.06224E+006(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..33TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折減)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..28177Ratyy1=11.33557薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..18477E+066(kN//m)RJY33=99.83994E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折減)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..28266Ratyy1=11.33554薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..16688E+066(kN//m)RJY33=99.48885E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..55TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折減)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..40999Ratyy1=11.46229薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..15588E+066(kN//m)RJY33=99.21003E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..66TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..54733(m)Ymasss=77.99005(m))Gmaass(活荷折減)=8777.09559(8144.22112)(tt)Eex=0..00788Eey=00.00113Ratx=1..00000Ratyy=11.00000Ratx11=1..46955Ratyy1=11.49883薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..14377E+066(kN//m)RJY33=88.92447E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..77TowwerNNo.1Xstiff=19..43500(m)Ystiif=77.97222(m))Alff=445.00000(DDegreee)Xmasss=19..48844(m)Ymasss=88.02000(m))Gmaass(活荷折減)=8888.28558(8255.40773)(tt)Eex=0..00377Eey=00.00333Ratx=1..00000Ratyy=11.00000Ratx11=1..94055Ratyy1=11.96880薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..15100E+066(kN//m)RJY11=55.15110E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=1..11188E+066(kN//m)RJY33=88.50991E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..88TowwerNNo.1Xstiff=19..31633(m)Ystiif=77.87885(m))Alff=445.00000(DDegreee)Xmasss=19..56200(m)Ymasss=88.01004(m))Gmaass(活荷折減)=9411.64554(8799.19993)(tt)Eex=0..01533Eey=00.00882Ratx=0..81844Ratyy=00.81884Ratx11=15..84366Ratyy1=155.45990薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=4..21577E+066(kN//m)RJY11=44.21557E+006(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=8..18544E+055(kN//m)RJY33=66.17667E+005(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..99TowwerNNo.1Xstiff=19..50000(m)Ystiif=122.45000(m))Alff=445.00000(DDegreee)Xmasss=19..02822(m)Ymasss=122.39118(m))Gmaass(活荷折減)=911.99994(877.77116)(tt)Eex=0..04499Eey=00.00555Ratx=0..12155Ratyy=00.12115Ratx11=1..00000Ratyy1=11.00000薄弱層地震剪力力放大系數(shù)數(shù)=1..00RJX1=5..12000E+055(kN//m)RJY11=55.12000E+005(kNN/m)RJZZ1=0.00000E++00(kkN/m))RJX3=7..38055E+044(kN//m)RJY33=55.70779E+004(kNN/m)RJZZ3=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------X方向最小剛度比比:11.00000(第9層第1塔)Y方向最小剛度比比:11.00000(第9層第1塔)======================================================================================結(jié)構(gòu)整體抗傾覆覆驗(yàn)算結(jié)果果======================================================================================抗傾覆力力矩Mr傾覆力矩Mov比值Mr/MMov零應(yīng)力區(qū)(%)X風(fēng)荷載133235668.657544.02230.0030.000Y風(fēng)荷載66299884.31139544.845.1140.000X地震128844511.11255964..2110.20000.00Y地震61113655.41144851..25.32200.00======================================================================================結(jié)構(gòu)舒適性驗(yàn)算算結(jié)果(僅當(dāng)滿足足規(guī)范適用用條件時(shí)結(jié)結(jié)果有效)======================================================================================按高鋼規(guī)計(jì)算XX向順風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.0097按高鋼規(guī)計(jì)算XX向橫風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.0039按荷載規(guī)范計(jì)算算X向順風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.1107按荷載規(guī)范計(jì)算算X向橫風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.0036按高鋼規(guī)計(jì)算YY向順風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.2216按高鋼規(guī)計(jì)算YY向橫風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.0039按荷載規(guī)范計(jì)算算Y向順風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.2248按荷載規(guī)范計(jì)算算Y向橫風(fēng)向向頂點(diǎn)最大大加速度(m/s22)=0.1105======================================================================================結(jié)構(gòu)整體穩(wěn)定驗(yàn)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..168EE+070..151EE+0733.90881198.74..3166.99420..125EE+070..106EE+0733.60774465.58..1149.33730..118EE+070..984EE+0633.60666688.63..9553.11240..117EE+070..949EE+0633.60559911.75..1261.00950..116EE+070..921EE+0633.60451135.92..1973.44660..114EE+070..892EE+0633.60343358.119..8493.55170..111EE+070..851EE+0633.60235581.169..741129.99080..819EE+060..618EE+0633.90126670.251..951190.11290..738EE+050..571EE+0533.6011121.237..041183.332該結(jié)構(gòu)剛重比DDi*Hii/Gi大于10,能夠通過(guò)過(guò)高規(guī)(5.44.4)的整體穩(wěn)穩(wěn)定驗(yàn)算該結(jié)構(gòu)剛重比DDi*Hii/Gi大于20,可以不考考慮重力二二階效應(yīng)*****************************************************************************************樓層抗剪剪承載力、及及承載力比比值*****************************************************************************************RRatioo_Bu::表示本層層與上一層層的承載力力之比----------------------------------------------------------------------------------------層號(hào)號(hào)塔號(hào)X向承載力Y向承載力RRatioo_Bu::X,Y----------------------------------------------------------------------------------------9110.44880EE+030.66211EE+031..001.0008110.88709EE+040.88278EE+0417..8513.3337110.11278EE+050.11232EE+051..471.4496110.11451EE+050.11401EE+051..141.1145110.11610EE+050.11554EE+051..111.1114110.11756EE+050.11695EE+051..091.0093110.11888EE+050.11823EE+051..081.0082110.22010EE+050.11941EE+051..061.0061110.11924EE+050.11864EE+050..960.996X方方向最小樓樓層抗剪承承載力之比比:0.966層號(hào):11塔號(hào):11Y方方向最小樓樓層抗剪承承載力之比比:0.966層號(hào):11塔號(hào):11======================================================================================周期、地地震力與振振型輸出文文件(VSSS求解器)======================================================================================考慮扭扭轉(zhuǎn)耦聯(lián)時(shí)時(shí)的振動(dòng)周周期(秒)、X,Y方向的平平動(dòng)系數(shù)、扭扭轉(zhuǎn)系數(shù)振型號(hào)號(hào)周期轉(zhuǎn)角平動(dòng)系數(shù)(X++Y)扭轉(zhuǎn)系數(shù)數(shù)1100.97559899.9711.00(0..00+11.00)00.002200.8877600.1500.94(0..94+00.00)00.063300.876651777.9100.07(0..07+00.00)00.934400.32002899.8111.00(0..00+11.00)00.005500.296631799.8000.95(0..95+00.00)00.056600.2877044.3800.06(0..06+00.00)00.947700.22776933.9100.87(0..00+00.87)00.138800.21550488.1100.23(0..10+00.13)00.779900.207731766.0400.88(0..88+00.00)00.1210000.17111899.4111.00(0..00+11.00)00.0011100.163301799.0700.97(0..97+00.00)00.0312200.1555888.7200.03(0..03+00.00)00.9713300.11885899.4111.00(0..00+11.00)00.0014400.114441799.3511.00(1..00+00.00)00.0015500.10661500.2100.00(0..00+00.00)11.00地震作用用最大的方方向=899.9166(度)===========================================================================僅考慮慮X向地震作作用時(shí)的地地震力Flooor:層號(hào)Toweer:塔號(hào)F-x--x:X方向的耦耦聯(lián)地震力力在X方向的分分量F-x--y:X方向的耦耦聯(lián)地震力力在Y方向的分分量F-x--t:X方向的耦耦聯(lián)地震力力的扭矩振型1的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.000.00700.0088100.000.66000.0977100.000.55300.0866100.000.44700.0755100.000.44100.0644100.000.33300.0533100.000.22400.0422100.000.11500.0311100.000.00600.01振型2的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)9911244.541.663-2455.8588110744.892.224--35544.597719466.163.007--33122.626618522.651.662--30066.915517455.141.333--26177.624416122.961.002--21455.923314600.800.669--16088.422212955.040.336--10277.261111266.71-0.004-4377.24振型3的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991-11.86-1.7732544.01881799.02-2.66536233.12771699.76-3.77833899.48661633.67-2.22730866.65551555.65-1.88926877.47441455.66-1.44621977.91331344.11-1.00016377.41221211.55-0.55510322.5011199.47-0.0044311.35振型4的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.00-0.44400.21881-00.01-1.889-00.2477100.00-0.880-00.2066100.000.116-00.1555100.001.006-00.0944100.011.665-00.0233100.011.77700.0422100.001.44000.0711100.000.66600.05振型5的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991-1222.36-1.7742022.05881-5344.573.33614500.98771-2366.122.1196655.27661311.101.007-1800.385512822.18-0.770-9488.404414522.02-2.221--14499.643314922.87-2.994--15511.662213944.51-2.663--12300.731111922.04-1.557-5911.94振型6的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.993.550-2922.92881-355.82-3.007--16544.68771-188.38-2.006-8800.66661-11.42-1.443155.63551155.90-0.1118922.25441288.261.11714977.24331311.841.99216533.14221255.681.88713200.43111133.011.2236311.56振型7的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)99100.57-8.550333.93881-00.363.666-288.41771-00.486.771-311.24661-00.365.550-200.01551-00.051.668-00.2144100.27-2.997199.6233100.47-6.112300.7722100.45-6.220288.4911100.25-3.331144.60振型8的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)991122.9014.2293811.33881-55.24-2.559-1688.10771-100.25--11.005-2522.16661-88.60--11.006-1999.70551-22.81-5.112-500.2044144.373.6661244.2133199.3210.3392377.8122199.5611.3372355.6211155.336.3321244.73振型9的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)9911033.72-7.110-3266.07881-288.940.0093166.58771-799.665.1105566.27661-733.496.0004877.60551-300.793.4461733.25441288.06-1.112-2277.91331711.86-5.001-5099.79221777.42-5.990-5288.9211143