电算结果 文档

附录2电算结果1．总信息1.1结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定否采用的楼层刚度算法层间剪力比层间位移算法1.2风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.30地面粗糙程度:C类结构基本周期（秒）:T1=1.00体形变化分段数:MPART=3各段最高层号:NSTi=126各段体形系数:USi=1.301.301.301.3地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=18地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.00是否考虑偶然偏心:是是否考虑双向地震扭转效应:否斜交抗侧力构件方向的附加地震数=01.4活荷载信息..........................................考虑活荷不利布置的层数从第1到6层柱、墙活荷载是否折减折算传到基础的活荷载是否折减折算-----------柱，墙，基础活荷载折减系数-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>201.5调整信息........................................中梁刚度增大系数：BK=2.0梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.0连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=10.2Qo调整终止层号：KQ2=7顶塔楼内力放大起算层号：NTL=7顶塔楼内力放大：RTL=3.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=01.6配筋信息........................................梁主筋强度(N/mm2):IB=360柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=300梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向筋分布最小配筋率(%):RWV=0.301.7设计信息........................................结构重要性系数:RWO=1.10柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：是柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=30.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否1.8荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.501.9各层的质量、质心坐标信息层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)6144.32755.54822.300228.65.75140.17055.40918.8001083.2106.24140.05555.20715.4001166.5113.83139.93755.14412.0001147.8113.22139.75255.2228.6001153.8109.81140.15754.8375.2001197.6115.8活载产生的总质量(t):564.503恒载产生的总质质量(t)):59777.6660结构的总质量(t)::65422.1644恒载产生的总质质量包括结结构自重和和外加恒载载结构的总质量包包括恒载产产生的质量量和活载产产生的质量量活载产生的总质质量和结构构的总质量量是活载折折减后的结结果(1tt=11000kkg)1.10各层构构件数量、构构件材料和和层高层号塔号梁数柱数墙数层层高累计高度度(混凝土)(混凝土)(混凝土)((m)(m))112115(300)448(300)0(300)55.20005.2200212442(300)444(300)0(300)33.40008.6600312889(300)444(300)0(300)33.400012.0000412663(300)441(300)0(300)33.400015.4400511776(300)441(300)0(300)33.400018.880061448(300)114(300)0(300)33.500022.33001.11风荷载载信息层号塔号风风荷载X剪力X倾覆弯弯矩X风荷载载Y剪力Y倾覆弯矩Y6136..9236.991129.2230.11730.221005.65133.22470.223367.8890..36120..55515.444129.336999.57006.179..80200..311966.531299.321288.811444.274.0022274.4421129.3321266.161555.016711.268.7733343.1132295.8811477.152022.127222.496.7794439.9955583.111.12各各层刚心、偏偏心率、相相邻层侧移移刚度比等等计算信息息FloorNNo:层号TowerNNo:塔号Xstif，YYstiff:刚心的X，Y坐标值Alf:层刚性主主轴的方向向Xmass，YYmasss:质心的X，Y坐标值Gmass:总质量Eex，Eeyy:XX，Y方向的偏偏心率Ratx，Raaty:XX，Y方向本层层塔侧移刚刚度与下一一层相应塔塔侧移刚度度的比值Ratx1，RRaty11:XX，Y方向本层层塔侧移刚刚度与上一一层相应塔塔侧移刚度度70%的比值或上三层平均侧侧移刚度80%的比值中中之较小者者RJX，RJYY，RJZ::结构总体体坐标系中中塔的侧移移刚度和扭扭转刚度FloorNNo.1TTowerrNo..11Xstif=339.43344(mm)Ysstif==54.00702((m)AAlf==0.00000(DDegreee)Xmass=440.15568(mm)Ymasss=544.83669(m))Gmaass=11429..30333(t)Eex=00.04007Eey=0..04299Ratx=11.00000Ratty=1.00000Ratx1=00.71881Ratty1=0.72233薄弱层地地震剪力放放大系数=1..15RJX=5.66373EE+05((kN/mm)RJY==5.37794E++05(kkN/m))RJZZ=0..00000E+000(kN//m)-------------------------------------------------------------------------------------------FloorNNo.2TTowerrNo..11Xstiif=399.42229(m))Ysttif=554.71145(mm)Allf=0.00000(DDegreee)Xmass=339.75523(mm)Ymasss=555.22119(m))Gmasss=13373.44272((t)Eex=0.00183Eeyy=0..02811Ratx=1.72297Raaty=11.72779Ratx1=11.28007Ratty1=1.29926薄弱层地地震剪力放放大系数=1..00RJX=9.77510EE+05((kN/mm)RJY==9.29953E++05(kkN/m))RJZ=0.00000E++00(kkN/m))-------------------------------------------------------------------------------------------FloorNNo.3TTowerrNo..11Xstif=339.42229(mm)Ysstif==54..71677(m)Alf=0.00000((Degrree)Xmass=339.93367(mm)Ymasss=555.14338(m))Gmaass=11374..19900(t)Eex=0.00285Eeyy=0.00236Ratx=1..03400Ratyy=11.01662Ratx1=11.49994Ratty1=11.47550薄弱层地地震剪力放放大系数==1.000RJX=1.00083EE+06((kN/mm)RJY==9.44455E++05(kkN/m))RJ==0.00000EE+00((kN/mm)---------------------------------------------------------------------------------------------FloorNNo.4TTowerrNo..11Xstif=339.97731(mm)Ysstif==55.00092((m)AAlf=445.00000(DDegreee)Xmass=440.05548(mm)Ymmass==55.22070((m)GGmasss=13994.13332(tt)Eex=0.00046Eey==0.01111Ratx=0..95288Ratyy=0.99685Ratx1=11.54887Ratty1=11.56007薄弱层地地震剪力放放大系数==1.000RJX=9.66066EE+05((kN/mm)RJY==9.14479E++05(kkN/m))RJZ=0.00000E++00(kkN/m))-------------------------------------------------------------------------------------------FloorNNo.5TTowerrNo..11Xstif=339.97731(mm)Ysstif==55.00092((m)AAlf=445.00000(DDegreee)Xmass=440.16698(mm)Ymasss=555.40995(m))Gmaass=11295..64677(t)Eex=0.00110Eey==0.02224Ratx=0..92244Ratyy=0.99154Ratx1=44.68003Ratyy1=4..60099薄弱层地地震剪力放放大系数==1.000RJX=8.88616EE+05((kN/mm)RJY==8.37737E++05(kkN/m))RJZ=0..00000E+000(kN//m)-------------------------------------------------------------------------------------------FloorNNo.6TTowerrNo..11Xstif=445.84474(mm)Ysstif==55.88432((m)AAlf==45.00000((Degrree)Xmass=444.32267(mm)Ymasss=555.54777(m))Gmaass=2239.99575((t)Eex=0.22107Eeyy=0.00409Ratx=0..26711Ratyy=0.22717Ratx1=11.25000Ratty1=1.25500薄弱层地地震剪力放放大系数=1..00RJX=2..36677E+055(kN//m)RJY==2.27750E++05(kkN/m))RJZ=0..00000E+000(kN//m)---------------------------------------------------------------------------------------------抗倾覆验算结果果抗倾覆弯矩Mrr倾覆弯矩矩Mov比值Mr//Mov零应力力区(%)X风荷载17188953..633005..3571..9700.00Y风荷载8373396.9966539..4128..0500.00X地震117189953.66299825..357.66300.00Y地震8373396.99299204..128.66700.001.12结结构整体稳稳定验算结结果层号X向刚刚度Y向刚度层高上部重量量X刚重比Y刚重比10.5564E++060.5538E++065.200654222.44.88142..7620..975EE+060.9330E+0063.400522887.633.4160.44430..101EE+070.9445E+0063.400396551.866.4680.99940.9661E+0060.9115E+00633.402270400.1200.791115.00250..886EE+060.8337E+00633.40142337.211..631999.97760..237EE+060.2228E++063.50023443.3553.588339..88该结构刚重比DDi*Hii/Gi大于10,能够通过过高规(5.4..4)的整体稳稳定验算该结构刚重比DDi*Hii/Gi大于20,可以不考考虑重力二二阶效应1.13楼层层抗剪承载载力、及承承载力比值值Ratio_BBu:表示本层层与上一层层的承载力力之比------------------------------------------------------------------------------------层号号塔号X向承载力Y向承载力RRatioo_Bu::X,Y---------------------------------------------------------------------------------------6610.13360E++0400.13332E+0041.0001.0005510.55541E++040..55411E+0444.0774.1664410.74404E++040..74044E+0441.3441.3443310.90014E++040..90000E+0441.2221.2222210.10023E++050..10222E+0551.1331.1441110.77791E++040..78222E+0440.7660.7772．周期、地震力力与振型输输出文件2.1考虑扭转转耦联时的的振动周期期(秒)、X,Y方向的平平动系数、扭扭转系数振型号号周期转角平动系数(X++Y)扭转系数数1100.942221055.0300.93(0..06+00.87)00.072200.92006177.5900.98(0..89+00.09)00.023300.841111355.5700.10(0..05+00.05)00.904400.29885966.6700.97(0..01+00.95)00.035500.2922277.6500.99(0..98+00.02)00.016600.265571188.2200.04(0..01+00.03)00.967700.183301177.7600.68(0..15+00.52)00.328800.17225300.8611.00(0..75+00.24)00.009900.161151222.0900.37(0..11+00.26)00.6310000.14114999.4100.32(0..01+00.31)00.6811100.13442133.7300.99(0..93+00.06)00.0112200.127771055.1800.64(0..05+00.60)00.3613300.09993944.4400.98(0..01+00.98)00.0214400.0999044.1400.98(0..98+00.01)00.0215500.09550722.6200.03(0..01+00.02)00.9716600.078861066.4200.99(0..08+00.91)00.0117700.07882177.1400.98(0..89+00.09)00.0218800.074411599.9300.03(0..03+00.00)00.97地震作用最大的的方向=-866.1833(度)2.2仅考虑X向地震作作用时的地地震力Floor::层号Tower::塔号F-x-x::X方向的耦耦联地震力力在X方向的分分量F-x-y:X方向的耦耦联地震力力在Y方向的分分量F-x-t::X方向的耦耦联地震力力的扭矩振型1的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF-xx-t(kkN)(kN))((kN-mm)66166.26--24.777-200.20551299.95-1111.228-5122.64441299.42-1109.993-5377.54331244.96--92.882-4611.36221199.89--72.668-3611.68111133.53--50.117-2433.02振型2的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kNN)(kN)(kN--m)66190..14224.922-47..075514322.841136.998--11488.634414277.971136.001--12344.773313622.271115.555--10933.802212866.8091.881-8966.571111966.8862.002-6366.06振型3的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF-xx-t(kkN)(kN))((kN-mm)66155.380.66978.113551266.36--24.99918544.58441277.11--25.99519599.71331222.77--22.88816844.61221177.14--19.11413300.00111122.34--11.9948877.67振型4的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kN-mm)661-11.189.776-11.33551-33.3828.330833.41441-11.128.55324..9833111.82--16.551-55..0722133.94--32.441-1144.1911133.85--32.664-1144.55振型5的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kN--m)661-866.76-9.885-22.71551-2588.20--36.4423644.13441-799.19--11.0051955.013311499.8920.667-1077.392212933.1339.334-3633.501112944.3239.005-4077.05振型6的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kN--m)661-11.19-0.006-400.44551-22.396.448-5488.62441-00.572.886-2422.2533122.02-2.9972522.6022122.97-6.6625788.8311133.39-5.6695800.32振型7的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kNN)(kNN-m)661100.23--18.4491411.51551-11.701.556-499.35441-122.2823.004-633.63331-77.8716.003-77.1822155.05-9.229444.18111122.77--24.442533.56振型8的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kN-mm)661466.9524.66410..7755188.9610.331-211.88441-65..31-337.522--116..74331-54..51-335.111-68..53221211.8911.669433.51111744.9845.5561111.37振型9的的地震力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF-xx-t(kkN)(kN))((kN-mm)66144.33-4.994-1500.0855166.78--12.668-922.34441-99.1913.2282688.69331-122.0819.6662733.7222111.88-1.995-800.26111133.25--21.555-3300.49振型100的地震力力--------------------------------------------------------------------FlooorToowerF-xx-xFF-x-yyF-x--t(kkN)(kN))(kNN-m)66100.112.448-122.2855111.01-7.7731744.14441-00.691.446-1022.02331-11.468.330-2200.05221-00.060.88299.8511111.83-8.0062244.45振型111的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-xx-yFF-x-tt(kkN)(kN))(kNN-m)661-322.06-8.66924.110551644.0615.442102..5544166.213.116-43..88331-644.78-15..48-1200.61221-177.75-5..10--8.677111633.8615.225112..03振型122的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-xx-yFF-x-tt(kkN)(kN))(kNN-m)661-11.354.66826.5535511..81-6..29-877.894410..85-3.335-14..11331-1..756.55892.330221-00.823.225277.4811111.70-6.773-888.10振型133的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)66100.06-0.772-11.71551-00.273.55011.4644100.31-4.446100.0233100.010.224-88.14221-00.354.221-33.8611100.30-3.44988.66振型144的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF-xx-t(kkN)(kN))(kNN-m)66166.730.099--8.922551-377.58-2.22659.227441500.374.111-96..04331-33.73-1.00912..05221-455.97-3.00794..79111388.082.833-977.98振型155的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)6110..030.4553..38551-00.55-0.776-777.1744100.910.166125..84331-00.180.599-21..43221-00.71-0.771-1088.1711100.660.31195..90振型166的地震力力--------------------------------------------------------------------FlooorToowerF-xx-xFF-x-yyF-xx-t(kkN)(kN))(kNN-m)661-00.070.22800.6955100.60-2.111-6.883441-11.404.77711.99133111.79-6.005-11..28221-11.555.22666.9711100.75-2.556-1.554振型177的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF-xx-t(kkN)(kN))(kNN-m)661-00.72-0.22000.4255166.611.966-122.03441-155.63-4.66736.777331200.406.288-500.32221-177.90-5.77145.2251118..622.822-288.32振型188的地震力力--------------------------------------------------------------------FlooorToowerF--x-xF-x--yF--x-t(kkN)(kN))(kNN-m)661-00.01-0.005-00.475510..190.03320..30441-00.490.111-533.6233100.71-0.225722.31221-00.660.331-655.4811100.33-0.118322.61各振型作作用下X方向的基基底剪力--------------------------------------------------------------------振型号号剪力(kN)振型号剪剪力(kN)11224.01131111.1153133.21766.2094.9981119.553130..071500.16171..381800.06各层X方向的作作用力(CQC))Floor::层号Tower:塔号Fx:X向地震作作用下结构构的地震反反应力Vx:X向地震作作用下结构构的楼层剪剪力Mx:X向地震作作用下结构构的弯矩StaticFx:静力力法X向的地震震力----------------------------------------------------------------------------------------------------------------FloorToweerFFxVVx(分塔剪重重比)(整层剪重重比)MxStaaticFx(kN)(kNN)(kN-mm)(kN)(注意:下面分塔塔输出的剪剪重比不适适合于上连连多塔结构构)611455.641455.64((6.222%)(66.22%%)5009.7552744.94515477.406766.50((4.775%)((4.775%)27711.865572.22441487.22911130..70(4.188%)(44.18%%)65664.8555044.58314399.5314773.722(3..72%))((3.772%)114444.966387..25214400.2117662.955(3..37%))(3.377%)177179..862778.10011397..9720066.19((3.007%)(3.007%)271223.666174..78抗震规范(5.2..5)条要求的X向楼层最最小剪重比比=1.600%X方向的有有效质量系系数:100..00%2.3仅考虑Y向地震时时的地震力力Floor::层号Tower::塔号F-y-x::Y方向的耦耦联地震力力在X方向的分分量F-y-y::Y方向的耦耦联地震力力在Y方向的分分量F-y-t::Y方向的耦耦联地震力力的扭矩振型1的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-233.3092.220755.19551-1111.504414.22619088.38441-1099.534409.22520011.10331-922.933345.55417177.49221-744.032270.55513466.41111-500.351186.7759044.70振型22的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661288.467.887-144.865511366.6543.224-3622.634411355.1142.994-3899.823311144.3736.448-3455.32221900.5428.999-2833.05111622.1519.558-2000.80振型33的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-55.05-0.664-733.28551-244.7223.444--17399.44441-255.4324.334--18388.05331-211.3621.446--15800.02221-166.0817.995--12477.43111-111.5811.119-8322.56振型4的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661100.54--86.992111.83551300.12-2251.995-7422.5444199.94--75.998-2222.43331-166.201146.9994900.24221-355.102288.55510166.57111-344.262290.66310199.76振型5的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-111.56-1.331-00.36551-344.40-4.885488.51441-100.55-1.447255.98331199.972.775-144.31221399.055.224-488.43111399.215.220-544.23振型6的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66111.690.008577.3855133.39-9.1197788.3844100.81-4.0053433.70331-22.874.221-3588.39221-44.219.339-8211.24111-44.818.007-8233.36振型7的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-199.0934.553-2644.2055133.18-2.992922.14441222.93--43.0011188.80331144.68--29.992133.40221-99.4317.334-822.48111-233.8545.660-1000.00振型8的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661277.8614.66266.3955155.326.111-122.98441-388.75--22.227-699.27331-322.35--20.884-400.66221122.996.994255.82111444.4927.004666.08振型9的的地震力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-77.128.1122466.56551-111.1520.8831511.70441155.10--21.881-4411.43331199.84--32.330-4499.69221-33.093.2201311.86111-211.7735.4405422.95振型100的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-00.40-9.114455.30551-33.7428.552-6422.5744122.54-5.3393766.4533155.40--30.6628111.9822100.22-3.002-366.35111-66.7729.775-8288.20振型111的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-77.49-2.00355.63551144.963.660233.9544111.450.774-100.25331-155.13-3.662-288.17221-44.15-1.119-22.02111144.913.556266.17振型122的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66155.67--19.772-1111.88551-77.6126.5513700.57441-33.5914.114599.4933177.37--27.774-3899.1522133.48--13.668-1155.85111-77.1828.3383711.45振型133的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-00.677.999188.8955122.93--38.665-166.17441-33.4249.229-1100.66331-00.11-2.666899.9422133.88--46.448422.66111-33.3338.557-955.59振型144的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66100.520.001-00.69551-22.89-0.11744.5644133.870.332-77.39331-00.29-0.00800.93221-33.54-0.22477.2911122.930.222-77.54振型155的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66100.010.11000.75551-00.12-0.117-177.1144100.200.004277.90331-00.040.113-44.75221-00.16-0.116-233.9811100.150.007211.26振型166的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66100.24-0.996-22.37551-22.097.228233.6044144.85--16.448-411.16331-66.1820.993399.0022155.35--18.118-244.09111-22.608.88655.33振型177的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)661-00.24-0.00700.1455122.230.666-44.06441-55.27-1.558122.4033166.882.112-166.97221-66.04-1.993155.2611122.910.995-99.55振型188的地震力力--------------------------------------------------------------------FlooorToowerF--y-xF-y--yF--y-t(kkN)(kN))(kNN-m)66100.010.00300.31551-00.13-0.002-133.4544100.33-0.007355.53331-00.470.117-477.9222100.44-0.221433.39111-00.220.112-211.61各振型作作用下Y方向的基基底剪力--------------------------------------------------------------------振型号剪力(kN)振型号剪力(kN)117188.5611111.07397..7411388.07555.56150.001721.66111700.169133.44180.033各层Y方向的作作用力(CQC))Floor:层号Tower:塔号Fy:Y向地震作作用下结构构的地震反反应力Vy:Y向地震作作用下结构构的楼层剪剪力My:Y向地震作作用下结构构的弯矩StaticFy:静力力法Y向的地震震力FloorTowerrFFyVVy(分塔剪重重比)(整层剪重重比)MySStatiicFyy(kkN)(kN))(kNN-m)(kNN)(注意:下面分塔输出的的剪重比不不适合于上上连多塔结结构)611142.330142..30(6.077%)(6.007%)498..052722.29515537.000666..70(4.688%)(4.668%)27355.91559..4741476..8611111.244(4..11%))(4.111%)64666.44493..32311430..0714445.777(33.65%%)(33.65%%)112553.733378..60214433.33917226.333(3..30%))(33.30%%)168863.2222711.89113391.99819644.40((3.000%)(33.00%%)265584.6621700.88抗震规范(5..2.5))条要求的Y向楼层最最小剪重比比=1.600%Y方向的有效质量量系数:99.550%2.4各楼层地地震剪力系系数调整情情况[抗震规范(5.2..5)验算]层号XX向调整系系数Y向调整系系数11.00001..00021.00001..00031.00001..00041.00001..00051.00001..00061.00001..0003．SATWE位位移输出文文件所有位移的单位位为毫米Floor:层号Tower:塔号Jmax:最大位移移对应的节节点号JmaxD:最大层间间位移对应应的节点号号Max-(Z)):节点的最最大竖向位位移h:层高Max-(X))，Max--(Y):XX,Y方向的节节点最大位位移Ave-(X))，Ave--(Y):XX,Y方向的层层平均位移移Max-Dx，Max--Dy:X,,Y方向的最最大层间位位移Ave-Dx，Ave-