下半部多塔包络计算书.docx

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1、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

2、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

3、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

4、= 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

5、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1.04

6、6E+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

7、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+0053.9

8、0021288146.571120.663524.601E+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+0054.8

9、004238973.18974.766318.8S2E+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+0055.3

10、61E+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

11、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)

12、= 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

13、.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6175.275.2169.6

14、169.662126.3126.341.141.151163.4163.4368.7368.752324.4324.489.289.241239.5239.5540.7540.74249S.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*

15、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*

16、，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(

17、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

18、.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)0.04200.135387.640.9

19、9(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.

20、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

21、.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.

22、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+0.5

23、6)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)0.043

24、10.111722.180.88(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

25、.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+

26、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)0.04

27、590.0752141.460.66(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( 22.3

28、6)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

29、)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(

30、 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

31、)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

32、.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

33、.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

34、.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

35、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10.05020.05030.05040.05050.05060.05070.05080.05090.050100.050110.050120.050130.050140.050150.050160.050170.050180.050190.050200.0S0210.050220.050230.050240.050250.050260.050270.050280.050290.050300.050310.05032330.0500.050340.050350.050360.05

36、0370.050380.050390.050400.050410.050420.050430.050440.050450.050460.050470.050480.05049500.0500.0S0510.050520.050530.05054550.0500.050560.050570.050580.05059600.0500.050，*，*，*，*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