行政楼分塔计算书.docx

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1、框架结构钢筋混凝土全国106.000000施工模拟三 一般计算方式 计算水平地震作用 否否否否否否 杳 否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 15:34:21*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：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：转换层所在层号：加强层所在层号：竖向荷载计第信息：风荷载计算信息.：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：是否生成绘等值线用数据：是否

2、计算温度荷载：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：考虑填充堵刚度：否采用通用规范：是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：0.004.00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：是1.001.00 是有限元计算膜单元类型：经典膜元(QA4)考虑梁端刚域：否考虑柱端刚域：否是否输出节点位移：否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：是 否 是弹性板与梁协调时考虑梁向下相对偏移：否梁墙

3、白重扣除与柱重叠部分：否楼板自重扣除与梁墙重登部分：否刚性楼板假定：整体指标计算采用强刚，其它计算非强刚地下室楼板强制采用刚性楼板假定： 是否自动划分多塔：是 否地震内力按全楼弹性板6计算：否计算现浇空心板：现浇空心板计算方法：是有限元法增加计算连梁刚度不折减模型卜.的地震位移：否门式刚架按平面框架方式计算：否自动计算现浇板自重：是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：是梁刚度放大系数上限：2.00边梁刚度放大系数上限：地震作用下：连梁刚度折减系数：1.500.70风荷载作用下:二阶效应信息连梁刚度折减系数：1.00180.095811.180.99(0.98+0.

4、01)0.01190.090792.060.93(0.81+0.13)0.07200.0900132.970.93(0.19+0.74)0.07210.089412.200.91(0.62+0.29)0.09220.0880111.950.32(0.22+0.10)0.68230.083788.520.96(0.01+0.95)0.04240.080265.050.27(0.22+0.05)0.73250.07292.390.91(0.74+0.17)0.09260.071735.690.99(0.65+0.34)0.01(Z向扭转质量系数只在强制刚性板下有意义，对于非强制刚性板下的计算结果仅

5、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向扭转质量系数(sum)143.97( 43.97)0.10( 0.10)0.77( 0.77)20.30( 44.27)47.67( 47.77)0.13( 0.90)33.71(47.98)0.73( 48.51)10.43( 11.33)45.09( 53.07)0.00( 48.51)0.00( 11.33)50.00( 53.07)5.19( 53.69)0.01( 11.34)60.32( 53.39)0.02( 53.72)3.66( 15.00)71.80( 55.20)0.00( 53.72)0.57( 15

6、.57)80.01( 55.21)2.08( 55.80)0.01( 15.58)90.01( 55.22)0.01(55.81)0.01( 15.59)100.00( 55.22)0.00( 55.81)0.03( 15.62)110.04( 55.26)0.28( 56.10)3.00( 18.62)1210.64( 65.89)21.40( 77.50)18.66( 37.28)130.21( 66.11)0.07( 77.57)0.10( 37.39)140.09( 66.19)0.06( 77.63)0.32( 37.71)150.02(66.21)0.07( 77.71)1.11(

7、 38.82)160.12( 66.34)0.04( 77.74)0.15( 38.96)170.01( 66.35)0.14( 77.89)0.53( 39.49)180.00( 66.36)0.00( 77.89)0.04( 39.53)190.02( 66.37)0.02( 77.90)0.05( 39.58)200.02( 66.39)0.01( 77.91)0.02( 39.60)210.14( 66.53)0.04( 77.95)0.05( 39.65)220.00( 66.53)0.00( 77.96)0.15( 39.80)230.02( 66.SS)0.08( 78.04)0

8、.02( 39.82)240.06( 66.60)0.03( 78.07)2.51(42.33)250.00( 66.60)0.00( 78.07)0.10( 42.43)2628.24( 94.84)14.65( 92.72)0.12(42.55)X向平动振型参与质量系数总计：94.84%Y向平动振型参与质量系数总计：92.72%笫1扭转周期(0.6547)/第1平动周期(0.7791) = 0.84地震作用最大的方向=131.172振型号1阻尼比 0.05020.05030.05040.05050.05060.05070.05080.0509100.0500.050110.050120.0

9、50130.050140.050150.05016170.0500.050180.050190.050200.05021220.0500.050230.050240.050250.050260.050*拿*拿力*拿*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方向的耦联地宸力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地庭力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)61175.47-8.1353.1651451.51-21.801

10、736.1241344.28-17.1825.1031232.05-11.7617.0421103.96-4.758.81124.37-0.220.85振型2的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.1913.29-1.88513.4841.33-61.67412.9932.74-0.94312.0222.42-0.66210.9210.30-0.3212-0.020.41-1.08振型3的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-18.28-4.99-66.785149.98-20.10216

11、4.224149.39-16.05-32.363133.70-10.97-22.212115.37-5.86-10.9412-0.630.33-4.15振型4的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-117.171.97-2.0851-191.133.901.9841116.08-1.7520.6431285.78-4.9828.2721201.31-1.9220.671210.68-0.092.25振型5的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)振型6的地震力61-0.01-2.790.1451-0

12、.25-5.744.70410.042.68-0.04310.267.88-0.13210.215.80-0.0612-0.050.32-1.12FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)619.221.1831.095126.693.68705.7441-2.77-1.236553121.41-4.64-19.202119.37-4.99-14.7412-1.400.89-9.56振型7的地震力FloorTowerF-x-xF-x-yF-x-t化N)(kN)(kN-m)6168.301.37-38.53519.800.1S-633.5241-173.97-

13、3.69-16.343128.51-0.107.7921161.204.8220.731213.72-0.6620.31振型8的地震力FloorTowerF-x-xF-x-yF-x-t伙N)(kN)(kN-m)610.08-4.97-0.61510.04-2.07-1.0541-0.2613.85-0.07310.08-1.020.03210.21-12.85-0.19120.48-1.538.79振型9的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-2.38-0.03-0.63514.740.0416.1941-3.050.022.6331-0.9

14、20.08-0.60213.16-0.23-2.5812-0.880.81-8.21振型10的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.02-0.00-0.13510.08-0.01-1.4641-0.050.010.0531-0.080.000.01210.12-0.01-0.0212-0.030.04-0.42振型11的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.500.0513.0351-1.660.14121.11411.34-0.32-3.27313.930.00-1.1121-5.

15、180.331.62124.05-5.6455.62振型12的地震力FloorTowerF-x-xF-x-yF-x-t伙N)(kN)(kN-m)61-12.9513.824.94S121.47-9.06-14.30411.65-23.227.2731-30.0529.56-7.242128.51-3.14-8.1512541.25-788.017735.18振型13的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-15.96-0.6814.765122.630.77111.49413.470.57-0.9731-28.32-1.36-1.2121振型1

16、412 的地震力28.920.050.935.934.84-49.78FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-7.120.3121.90519.50-0.53101.00412.570.46-1.1931-13.26-0.29-1.212113.10-0.043.2312-0.343.8933.60振型15的地震力FloorTowerF-x-x(kN)F-x-y(kN)F-x-t(kN-m)61-2.130.2719.46512.63-0.4377.00411.010.21-0.9531-3.890.03-0.99213.71-0.191.7612-

17、0.341.99-17.71振型16的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.91-10.05-32.9851-1.2711.59-79.01417.435.410.7731-10.61-17.261.3S217.9816.051.28123.54-2.4337.77振型17的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.19-5.252.17510.085.9828.3541-1.123.07-0.20311.84-9.35-0.3821-1.548.640.68121.27-0.8514.9

18、8振型18的地震力FloorTowerF-x-x伙N)F-x-y(kN)F-x-t(kN-m)61-0.03-0.02-1.4451-0.050.02-4.06410.260.030.0331-0.35-0.070.07210.270.07-0.01120.04-0.030.41振型19的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)612.190.34-0.9451-4.55-0.48-5.77414.910.062.2131-3.960.314.14211.04-0.446.51121.13-0.638.44振型20的地震力FloorTowerF-x-

19、xF-x-yF-x-t(kN)(kN)(kN-m)611.16-0.89-13.9951-3.262.5016.64414.39-4.34-0.2231-4.345.39-1.58213.31-3.96-1.4612-0.350.76-9.70振型21的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)617.141.68-42.2151-18.03-3.3630.754121.524.12-1.1531-19.85-4.82-6.532114.783.54-6.66120.882.38-15.20振型22的地震力(kN)(kN)化 N-m)FloorTowe

20、rF-x-x(kN)F-x-y(kN)F-x-t(kN-m)610.760.1412.2951-1.43-0.42-22.57411.150.60-0.4431-0.87-0.610.53210.680.43-1.0412-0.17-0.271.88振型23的地表力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.216.44-4.5551-0.34-11.72-7.04410.209.750.6531-0.12-7.69-0.91210.054.590.59120.880.462.52振型24的地震力FloorTowerF-x-xF-x-yF-x-t(kN

21、)(kN)(kN-m)614.75-2.1234.9851-7.093.41-210.24413.69-2.116.S231-2.571.27-4.66211.78-0.63-1.10122.032.08-8.12振型25的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.08-0.020.7251-0.340.03-5.98410.38-0.03-1.12310.100.07-0.5721-0.41-0.081.78120.220.060.73振型26的地费力FloorTowerF-x-xF-x-yF-x-t61-2.52-0.64-6.01514.

22、311.3574.5041-5.30-2.39-6.873112.485.584.8521-27.59-15.25-68.80121249.55898.05863.55各振型作用下X方向的基底剪力层号：1 塔号：2振型号剪力(kN)14.3720.0230.63410.6850.0S61.40713.7280.4890.88100.03114.0512541.25130.05140.34150.34163.54171.27180.04191.13200.35210.88220.17230.88242.03250.22261249.55各层X方向的作用力(CQQFloor :层号Tower:塔号

23、Fx:X向地震作用卜.结构的地震反应力Vx:X向地震作用下结构的楼层剪刀Mx :X向地震作用下结构的弯矩Static Fx:静力法X向的地震力FloorTowerFxVx （分塔剪重比）MxStatic Fx(kN)(kN)(kN-m)(kN)61218.48218.48( 6.942%)655.45156.0951511.16713.00( 5.305%)3407.5S448.9241418.341022.61( 4.423%)7265.68347.1131393.161249.67( 3.851%)11891.74262.0921306.831391.78( 3.377%)17426.13

24、178.00121395.501395.50( 4.122%)8373.030.00抗震规范（5.2.5）条要求的X向楼层最小剪重比=1.60%*，*,-*，*仅考虑Y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-y-x:Y方向的耦联地旋力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力Floor TowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-8.S40.40-2.5951-21.971.06-84.4941-16.750.84-1.2231-11.290.5

25、7-0.8321-5.060.23-0.4312-0.210.01-0.04振型2的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)612.34167.15-23.685143.74519.83-775.634137.60411.78-11.833125.43282.03-8.312111.58129.49-4.0212-0.205.19-13.63振型3的地震力FloorTowerF-y-x (kN)F-y-yF-y-t/ KI. m JFloorTowerF-y-xF-v-yF-y-t611.200.02-0.68(kN)(kN)(kN-m)510.17

26、0.00-11.14618.132.2229.7241-3.06-0.06-0.2951-22.248.94962.96310.50-0.000.1441-21.987.1414.40212.830.080.3631-15.004.889.88120.24-0.010.3621-6.842.614.87振型8的地震力120.28-0.151.85振型4的地震力FloorTowerF-y-xF-y-yF-y-t-，一.-(kN)(kN)(kN-m)FloorTowerF-y-xF-y-yF-y-t61-1.0569.258.55伙N)(kN)(kN-m)51-0.5128.8514.68611.

27、10-0.020.02413.65-193.100.98511.79-0.04-0.0231-1.0514.27-0.4641-1.090.02-0.19212.97179.192.6031-2.680.05-0.2712-6.6621.34-122.5921-1.890.02-0.19振型9的地震力1.n in0.00-0.02X振型5的地震力U JLUFloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)FloorTowerF-y-xF-y-yF-y-t61-2.48-0.03-0.65(kN)(kN)(kN-m)514.940.0416.9161-0.41-107

28、.005.4041-3.190.022.7S51-9.40-219.90180.0931-0.960.08-0.62411.71102.61-1.66213.30-0.24-2.70319.99301.57-5.0512-0.920.85-8.57218.12221.95-2.41振型10的地震力11 9 74.49 QQX振型6的地震力x.ooFloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)FloorTowerF-y-xF-y-yF-y-t61-0.03-0.00-0.22(kN)(kN)(kN-m)510.13-0.01-2.5761-2.46-0.32-8.

29、2941-0.080.010.08517.12-0.98188.1631-0.140.010.02410.740.331.75210.21-0.02-0.0431-5.711.245.1212-0.050.08-0.7421-5.161.333.93振型11的地蔑力1o Q7-0.242.55振型7的地震力V. J，FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)611.36-0.15-35.57514.52-0.39330.6941-3.650.878.9231-10.74-0.013.042114.13-0.91-4.4112-11.0615.41-151.8

30、8振型12的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6118.37-19.60-7.0151-30.4512.8620.2941-2.3432.93-10.313142.62-41.9410.2721-40.454.4611.5712-767.811117.85-10972.90振型13的地震力FloorTowerF-y-xF-y-yF-y-t化N)(kN)(kN-m)61-9.13-0.398.44S112.940.4463.76411.980.32-0.5631-16.19-0.78-0.692116.540.532.77120.033.39-2

31、8.47振型14的地震力FloorTowerF-y-xF-y-yF-y-t化N)(kN)(kN-m)61-6.070.2618.69518.11-0.4586.20412.190.39-1.0231-11.32-0.25-1.032111.18-0.042.7512-0.293.32-28.68振型15的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-4.060.5237.14515.01-0.83146.94振型16的地震力411.930.41-1.8131-7.430.06-1.89217.08-0.373.3612-0.663.80-33.80振

32、型17的地震力FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-0.49-5.42-17.8051-0.686.25-42.63414.012.920.41315.73-9.310.73214.308.660.69121.91-1.3120.38振型18的地意力FloorTowerF-y-x(kN)f-y-y(kN)F-y-t(kN-m)610.59-16.556.85510.2518.8689.3941-3.529.67-0.62315.79-29.48-1.1821-4.8727.232.14123.99-2.6847.25振型19的地震力FloorTow

33、erF-y-x(kN)F-y-y(kN)F-y-t(kN-m)610.000.000.13510.01-0.000.3841-0.02-0.00-0.00310.030.01-0.0121-0.03-0.010.0012-0.000.00-0.04FloorTowerF-y-x(kN)F-y-y(kN)F-y-t(kN-m)61-2.42-0.381.03515.030.536.3741-5.42-0.07-2.44314.37-0.34-4.5721振型2012 的地震力-1.15-1.240.480.70-7.19-9.32FloorTowerF-y-xF-y-yF-y-t伙N)(kN)(kN-m)61-0.700.548.45511.97-