下半部多塔包络计算书.docx

总信息文件工程名称:JKCXX工程代号：设计人：校核人：软件名称:盈建科建筑结构设计软件 版本：计算 H 期:2022/04/07 14:47:53*拿拿手*设计参数输出，*，*，*，*结构总体信息结构体系：结构材料信息：结构所在地区：框架结构 钢筋混凝土 全国地下室层数：嵌固端所在层号(层顶嵌固)： 与基础相连构件最大底标高(m): 裙房层数：100.0000转换层所在层号：0加强层所在层号： 竖向荷载计第信息： 风荷载计算信息.：0施工模拟三一般计算方式地震力计算信息：是否计算吊车荷载：是否计算人防荷载：是否考虑预应力等效荷我工况：计算水平地震作用 否否否是否生成绘等值线用数据：是否计算温度荷载：否否竖向荷载碎墙轴向刚度考虑徐变收缩影响： 是否生成传给基础的刚度：上部结构计算考虑基础结构：施工模拟加载层步长：否 杳 否10.004.00 是1.001.00是平面导荷经典膜元(QA4)否否否是否是否否否整体指标计算采用强刚，其它计算非强刚 否是是0否是有限元法否 否是否 1.00 1.500.701.00考虑填充堵刚度：采用通用规范：计算控制信息水平力与整体坐标夹角：连梁按堵元计算控制跨高比：连梁材料强度默认同墙：墙元细分最大控制长度(m):板元细分最大控制长度(m):短墙肢自动加密：弹性板荷载计算方式：膜单元类型：考虑梁端刚域：考虑柱端刚域：是否输出节点位移：墙梁跨中节点作为刚性楼板从节点：结构计算时考虑楼梯刚度：梁与弹性板变形协调：弹性板与梁协调时考虑梁向下相对偏移：梁墙白重扣除与柱重叠部分：楼板自重扣除与梁墙重登部分：刚性楼板假定：地下室楼板强制采用刚性楼板假定：是否自动划分多塔：自动划分多塔时不考虑地卜.室：可确定最多塔数的参考层号：地震内力按全楼弹性板6计算：计算现浇空心板：现浇空心板计算方.法：增加计算连梁刚度不折减模型下的地震位移：门式刚架按平面框架方式计第：自动计算现浇板自重：刚度系数竖向荷载作用下：梁刚度放大系数按2010混凝土规范条取值:中梁刚度放大系数：边梁刚度放大系数上限：地震作用下：连梁刚度折减系数：风荷教作用下：连梁刚度折减系数：RJX1 = 2.3452E+006(kN/m) RJY1 = 2.3452E+006(kN/m) RJZ1 = O.OOOOE+OOO(kN/m)RJX3 = 2.6079E+005(kN/m) RJY3 = 4.1524E+005(kN/m) RJZ3 = 3.1363E+008(kN*m/Rad)X方向最小刚度比：1.0000（3层3塔）Y方向最小刚度比：1.0000（3层3塔）地下室楼层侧向刚度比验算（剪切刚度） 地下室层号：1 塔号：123.430419.310623.430419.3106X方向地下一层剪切刚度=8.6150E+007 X方向地上一层剪切刚度=3.6769E+006 X方向刚度比=Y方向地下层剪切刚度=7.6885E+007 Y方向地上层剪切刚度=3.9815E+OO6Y方向刚度比=*拿拿拿*拿*拿*拿拿拿*结构整体抗倾覆验算*拿*拿*拿*拿*拿*抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区供）层号：2塔号：1X向风1.343E+0064.648E+003288.840.00Y向风5.011E+0051.052E+00447.640.00X地震1.304E+0062.567E+00450.790.00Y地震4.866E+0052.544E+00419.120.00层号:2塔号：2X向风2.377E+0059.927E+OO323.950.00Y向风1.046E+0062.531E+003413.240.00X地震2.311E+OO51.659E+00413.930.00Y地宸1.017E+0061.814E+00456.050.00*参拿*今冬套*今拿*结构整体稳定验算*拿*拿*拿*拿*地震:层号塔号X向刚度Y向刚度层高上部重量X刚重比Y刚重比211.040E+0069.729E+0054.2007441758.68854.908226.488E+0057.084E+0054.2005177452.62857.464该结构刚重比Di*Hi/Gi大于10,能够通过高规条的整体稳定验算 该结构刚重.比Di*Hi/Gi大于20,满足高规5.4.1,可以不考虑币:力二阶效应237.605E+0057.699E+0054.8004238986.11887.177318.962E+0057.996E+0053.9005629462.08455.397325.134E+0055.838E+0053.9004073349.15655.900331.155E+OO51.321E+OO59.0002316144.88151.349418.476E+0057.328E+0053.9003846585.94174.300424.958E+0055.771E+0053.9002870667.35578.407518.000E+0056.586E+0053.90021288146.571120.663524.601E+0055.644E+0053.90016261110.349135.360615.178E+0054.015E+0053.0003836404.924314.030622.608E+0054.152E+0053.0002736285.942455.298风荷载:层号塔号X向刚度Y向刚度层高上部重量X刚重比Y刚重比211.049E+0069.652E+0054.2007441759.19554.475226.691E+0057.177E+0054.2005177454.28158.222236.463E+0056.603E+0054.8004238973.18974.766318.8S2E+0057.701E+0053.900S629461.32653.355325.095E+0055.727E+0053.9004073348.78354.836331.109E+0051.262E+0059.0002316143.09849.057418.299E+0056.952E+0053.9003846584.14970.487424.835E+0055.613E+OO53.9002870665.69176.254517.567E+0055.776E+0053.90021288138.623105.824524.177E+0055.361E+0053.90016261100.173128.575616.977E+0054.204E+00S3.0003836545.634328.755622.887E+0055.844E+0053.0002736316.505640.826该结构刚重比Di*Hi/Gi大于10,能够通过高规条的整体超定验算该结构刚重比Di*Hi/Gi大于20,满足高规5.4.1,可以不考虑重力二阶效应*>*冷>>*>*#»*结构抗震验算*参京*京*今拿*今*今拿*京*今*京*拿拿拿*拿*拿*拿*拿拿拿*风振舒适度验算*拿*塔号：1 按荷载规范附录J计算:X向顺风向顶点最大加速度(nVs2) = 0.020X向横风向顶点最大加速度(m/s2) = 0.005Y向顺风向顶点最大加速度(m/s2) = 0.045Y向横风向顶点最大加速度(m/s2) = 0.010塔号：3按荷载规范附录J计算：X向顺风向顶点最大加速度(m/s2) = 0.023X向横风向顶点最大加速度(m/s2) = 0.006Y向顺风向顶点最大加速度(m/s2) = 0.034Y向横风向顶点最大加速度(m/s2) = 0.006塔号：2按荷载规范附录J计算：X向顺风向顶点最大加速度(m/s2) = 0.060X向横风向顶点最大加速度(m/s2) = 0.109Y向顺风向顶点最大加速度(m/s2) = 0.016Y向横风向顶点最大加速度(m/s2) = 0.014*内外力平衡险算*，*-*，*说明：恒、活荷载指本层及以上楼层恒、活荷载总值风荷载指本层及以上楼层风荷载总值注意：软件按构件所属楼层号统计该层内力，而外力是其上全部楼层的叠加结果对于地下室部分及存在越层构件、多层构件接地等情况可能会导致内外力统计结果不平衡，不会膨响其它设 计结果1、恒、活荷载作用卜轴力平衡骏算(kN)：层号塔号恒载恒载下轴力活载活载下轴力613118.33118.367.267.2622221.32221.350.450.45115766.915766.71691.11691.15211779.211779.11518.51518.54127522.927522.63883.83883.84220392.720392.53025.23025.23139727.239726.76158.36158.23228657.028656.84531.84531.83318982.218982.3273.4273.42152176.052175.48432.88432.72236537.836537.55663.55663.42331550.731550.63234.33234.311206548.3209615.826051.227250.92、风荷载作用下剪刀平衡验算(kN)：层号塔号X向风荷载X向楼层剪力Y向风荷载Y向楼层剪力6175.275.2169.6169.662126.3126.341.141.151163.4163.4368.7368.752324.4324.489.289.241239.5239.5540.7540.74249S.4495.4130.6130.631305.6305.6690.7690.732644.5644.5166.6166.633204.3204.3293.9293.921368.9368.9834.8834.822787.8787.8200.9200.923279.5279.5402.3402.311648.4644.81237.1880.6*参*拿拿*参参*今京*东京*参拿拿*楼层抗剪承载力验算拿拿拿*拿*拿拿*拿*拿*Ratio_X,Ratio_Y:表示本层与上一层的承载力之比层号塔号X向承载力Y向承我力Ratio_XRatio_Y616.0371E+0035.2999E+0031.001.00623.3639E+0033.6810E+0031.001.00517.7037E+0037.6440E+0031.281.44525.3547E+0035.4072E+0031.591.47419.6764E+0039.4018E+0031.261.23426.6766E+0036.8383E+0031.251.26311.1747E+0041.1455E+0041.211.22*拿*京*京冬套*今*，拿*冬*327.8625E+0038.0522E+0031.181.18334.2074E+0035.8876E+0031.001.00211.2379E+0041.2213E+0041.051.07228.3700E+0038.2950E+0031.061.03239.1893E+0039.7480E+0032.181.66118.6671E+0047.9267E+0044.023.61周期、地震力与振型输出文件*拿*/拿拿*拿*拿*考虑扭转耦联时的振动周期(秒卜X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数(Z)(强制刚性楼板模型)10.89980.991.00(1.00+0.00)0.0020.851091.021.00(0.00+1.00)0.0030.8069179.240.97(0.97+0.00)0.0340.774892.340.99(0.00+0.99)0.0150.751588.531.00(0.00+1.00)0.0060.729112.780.01(0.01+0.00)0.9970.72584.040.84(0.84+0.01)0.1680.6764167.010.07(0.06+0.00)0.9390.6640167.720.18(0.16+0.02)0.82100.2507179.600.96(0.96+0.00)0.04110.246984.830.98(0.01+0.97)0.02120.234889.241.00(0.00+1.00)0.00130.2341171.650.86(0.84+0.02)0.14140.21429.180.19(0.16+0.02)0.81150.2106173.920.07(0.07+0.00)0.93160.20150.631.00(1.00+0.00)0.00170.187290.701.00(0.00+0.99)0.00180.173783.920.01(0.00+0.01)0.99190.13720.740.96(0.96+0.00)0.04200.135387.640.99(0.00+0.99)0.01210.130890.541.00(0.00+1.00)0.00220.1294178.030.93(0.93+0.00)0.07230.1178163.500.09(0.08+0.02)0.91240.1157179.280.12(0.12+0.00)0.88250.09513.380.86(0.85+0.02)0.14260.094686.900.98(0.02+0.96)0.02270.0910177.540.96(0.71+0.25)0.04280.09097.430.99(0.24+0.75)0.01290.0853100.510.84(0.06+0.78)0.16300.084793.980.70(0.67+0.03)0.30310.0824128.680.14(0.06+0.08)0.86320.0773172.080.94(0.02+0.92)0.06330.0766145.360.34(0.23+0.11)0.66340.0759174.120.89(0.01+0.88)0.11350.07359.680.99(0.96+0.03)0.01地震作用最大的方向= 104.585°振型号周期转角平动系数(X+Y)扭转系数亿)10.90030.951.00(1.00+0.00)0.0020.851890.981.00(0.00+1.00)0.0030.8082179.460.97(0.97+0.00)0.0340.777191.661.00(0.00+1.00)0.0050.751788.821.00(0.00+1.00)0.0060.72978.460.02(0.02+0.00)0.9870.72742.940.83(0.83+0.01)0.1780.6779167.620.06(0.06+0.00)0.9490.6662169.410.18(0.16+0.02)0.82100.25550.100.97(0.97+0.00)0.03110.252285.290.97(0.01+0.96)0.03120.2360171.410.85(0.83+0.02)0.15130.235489.931.00(0.00+1.00)0.00140.217414.380.20(0.17+0.03)0.80150.2151174.860.06(0.06+0.00)0.94160.20210.151.00(1.00+0.00)0.00170.188390.190.99(0.00+0.99)0.01180.174789.640.01(0.00+0.01)0.99190.14459.690.96(0.63+0.33)0.04200.1444142.250.95(0.41+0.55)0.05210.1410114.470.89(0.33+0.56)0.11220.1342165.690.93(0.74+0.19)0.07230.131990.871.00(0.00+1.00)0.00240.127222.260.93(0.44+0.49)0.07250.125764.680.29(0.05+0.24)0.71260.125488.980.16(0.15+0.01)0.84270.1191136.560.95(0.01+0.94)0.05280.1161173.641.00(1.00+0.00)0.00290.1145151.540.84(0.16+0.68)0.16300.1130165.210.96(0.06+0.90)0.04310.111722.180.88(0.01+0.88)0.12320.1113178.620.90(0.90+0.00)0.10330.106450.231.00(0.00+0.99)0.00340.10610.780.99(0.99+0.00)0.01350.1054108.350.98(0.02+0.96)0.02360.10431.090.94(0.94+0.01)0.06370.101395.051.00(0.00+0.99)0.00380.100882.020.94(0.07+0.86)0.06390.10011.660.95(0.94+0.01)0.05400.099414.621.00(0.99+0.00)0.00410.099049.150.94(0.14+0.80)0.06420.09770.630.58(0.54+0.04)0.42430.0968133.780.98(0.17+0.81)0.02440.0936177.520.77(0.65+0.12)0.23450.093291.431.00(0.02+0.97)0.00460.091783.650.99(0.13+0.85)0.01470.0910109.130.95(0.65+0.29)0.05480.090132.350.77(0.29+0.48)0.23490.0881178.040.92(0.89+0.03)0.08500.087199.950.87(0.04+0.83)0.13510.0860117.260.81(0.28+0.54)0.19520.0838148.710.87(0.42+0.45)0.13S30.083326.530.21(0.10+0.11)0.79540.081987.480.44(0.11+0.33)0.56550.0811107.740.90(0.66+0.23)0.10560.0794169.730.81(0.10+0.71)0.19570.07747.910.82(0.49+0.33)0.18580.077422.490.96(0.77+0.18)0.04590.0752141.460.66(0.50+0.16)0.34600.07458.900.99(0.94+0.05)0.01(Z向扭转质量系数只在强制刚性板下有意义，对非强制刚性板下的计算结果仅供参考)振型号X向平动质量系数(sum)Y向平动质量系数(sum)Z向扭转质景系数(sum)19.55( 9.55)0.00( 0.00)0.00( 0.00)20.00( 9.55)10.03( 10.03)0.00( 0.00)312.79( 22.34)0.00( 10.03)0.01( 0.01)40.02( 22.35)18.85( 28.88)0.00( 0.01)S0.01( 22.36)12.90(41.78)0.00( 0.02)60.51( 22.86)0.02(41.80)3.35( 3.36)715.39( 38.26)0.05( 41.85)0.05( 3.41)80.48( 38.74)0.06( 41.90)0.35( 3.76)93.10(41.84)0.06(41.96)0.03( 3.79)101.56( 43.40)0.00( 41.96)0.00( 3.79)110.01(43.41)3.03(44.99)0.00( 3.79)122.46(45.87)0.09( 45.08)0.00( 3.79)130.00( 45.88)1.45( 46.53)0.00( 3.79)140.43(46.30)0.04( 46.57)0.01( 3.81)IS0.05( 46.35)0.00( 46.57)0.14( 3.95)164.72( 51.07)0.01(46.58)0.06( 4.01)170.00( 51.07)4.70( 51.27)0.01( 4.01)180.00( 51.07)0.18( 51.45)0.03( 4.05)190.47( 51.54)0.40( 51.85)0.02( 4.06)200.12( 51.66)0.54( 52.38)0.00( 4.07)210.04( 51.70)0.34( 52.72)0.05( 4.11)220.64( 52.34)0.03( 52.75)0.00( 4.12)230.00( 52.34)0.55( 53.29)0.00( 4.12)240.41(52.75)0.03( 53.32)0.00( 4.12)250.00( 52.75)0.10( 53.42)0.05( 4.17)260.00( 52.75)0.00( 53.42)0.00( 4.17)270.01( 52.76)0.01( 53.43)0.00( 4.17)280.00( 52.76)0.00( 53.43)0.00( 4.17)290.09( 52.85)0.07( 53.50)0.01( 4.19)300.03( 52.88)0.01( 53.50)0.01( 4.19)310.00( 52.88)0.00( 53.50)0.01( 4.20)320.04( 52.92)0.00( 53.51)0.02( 4.23)330.00( 52.93)0.00( 53.51)0.00( 4.23)340.00( 52.93)0.00( 53.51)0.00( 4.23)350.00( 52.93)0.04( 53.55)0.00( 4.23)360.03( 52.97)0.00( 53.55)0.01( 4.24)370.00( 52.97)0.10( 53.65)0.01( 4.25)380.00( 52.97)1.94( 55.59)0.27( 4.51)390.17(53.14)0.00( 55.59)0.00( 4.52)400.00( 53.14)0.00( 55.59)0.00( 4.52)410.01(53.15)0.02( 55.61)0.02( 4.53)420.05( 53.20)0.00( 55.61)0.04( 4.57)430.04( 53.24)0.00( 55.61)0.00( 4.57)440.79( 54.03)0.18( 55.80)0.17( 4.74)450.00( 54.03)0.32(56.11)0.01( 4.75)460.00( 54.03)0.27( 56.39)0.02( 4.77)470.00( 54.03)0.00( 56.39)0.00( 4.77)480.13( 54.16)0.13(56.52)0.06( 4.83)490.08( 54.24)0.00( 56.52)0.03( 4.87)500.73( 54.97)26.54( 83.06)7.67( 12.53)510.02( 54.99)7.54( 90.60)3.18( 15.72)520.37( 55.36)1.64( 92.24)0.54( 16.26)530.05( 55.41)0.00( 92.24)0.04( 16.30)540.00( 55.41)0.61(92.86)0.10( 16.40)550.02( 55.43)0.03( 92.89)0.01( 16.42)560.03( 55.46)0.00( 92.89)0.00( 16.42)570.08( 55.54)0.00( 92.89)0.00( 16.42)580.13( 55.68)0.00( 92.90)0.00( 16.43)590.60( 56.28)0.00( 92.90)0.01( 16.43)6042.04( 98.31)1.09( 93.99)0.00( 16.44)X向平动振型参与质量系数总计：98.31%Y向平动振型参与质殳系数总计：93.99%第1扭转周期(0.7291)/第1平动周期(0.8998) = 0.81地震作用最大的方向= 102.176。型号阻尼比10.05020.05030.05040.05050.05060.05070.05080.05090.050100.050110.050120.050130.050140.050150.050160.050170.050180.050190.050200.0S0210.050220.050230.050240.050250.050260.050270.050280.050290.050300.050310.05032330.0500.050340.050350.050360.050370.050380.050390.050400.050410.050420.050430.050440.050450.050460.050470.050480.05049500.0500.0S0510.050520.050530.05054550.0500.050560.050570.050580.05059600.0500.050，*，*，»*，*»*仅考虑X向地震作用时的地震力（采用非强制刚性楼板假定模型计算结果）Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分房F-x-t: X方向的耦联地震力的扭矩振型1的地震力FloorTowerF-x-x化N)F-x-y(kN)F-x-t(kN-m)610.63-0.320.28620.130.020.05512.33-0.850.97520.470.101.31411.97-0.710.22420.360.080.03311.66-0.540.24320.260.060.0333747.7712.33-306.88