【11层】6442平米11层框剪豪华公寓（计算书、建筑、结构图）

资源目录

【11层】6442平米11层框剪豪华公寓计算书、建筑、结构图.zip

竖向恒荷载计算过程.xls---(点击预览)

目录.doc---(点击预览)

毕业设计图.dwg---(点击预览)

梁柱配筋计算.xls---(点击预览)

框架竖向活载计算过程.xls---(点击预览)

某十一层框架—剪力墙结构豪华公寓.doc---(点击预览)

板配筋计算.xls---(点击预览)

内力计算表.xls---(点击预览)

作用效应组合'.xls---(点击预览)

压缩包内文档预览：

编号：29466933 类型：共享资源大小：3.10MB 格式：ZIP 上传时间：2019-12-06 上传人：遗**** IP属地：湖北

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关键词：: 11层 11 6442 平米层框剪豪华公寓计算建筑结构图

资源描述：: 【11层】6442平米11层框剪豪华公寓（计算书、建筑、结构图）,11层,11,6442,平米,层框剪,豪华,公寓,计算,建筑,结构图

内容简介：: 单向板内力计算单跨单向板计算备注板编号跨度Lgq支座跨中B91.204.442.80-0.870.43B101.504.443.50-1.490.74WB71.206.602.80-1.130.56多跨单向板计算说明截面位置A1.00B2.00备注端支座边跨跨中中间支座边跨跨中弯矩系数-1/161/14-1/141/14B11和B12计算跨度L01.201.201.201.00g=4.08KN/m2g=2.8KN/m2M=M（g+q)L02-0.620.71-0.620.49B13和B14计算跨度L01.501.501.501.20g=4.44KN/m2g=3.5KN/m2M=M（g+q)L02-1.121.28-1.120.82B15和B15计算跨度L00.950.950.950.95g=4.08KN/m2g=2.8KN/m2M=M（g+q)L02-0.390.44-0.390.44B15和B16计算跨度L00.950.950.950.95g=4.90KN/m2g1=2.8KN/m2g2=2.8KN/m2M=M（g+q)L02-0.430.50-0.830.95标准层板配筋跨中双向板内力计算4板号lx(m)B14.20B21.20B33.30B42.90B52.00B62.20B73.90B84.50WB14.20WB24.20WB34.20WB44.20WB54.50WB64.50跨中PB22.20WB74.50说明：Mx、My、分别表示板跨中X方向、Y方向的弯距，Mx、My分别表示板支座X方向、Y方向的弯距；单位KN*M；以每米板宽为计算单位。单向板内力计算板号gqB94.682.80B104.683.50B114.687.00B16短方向800.500.0051.00303068160314B124.682.80B17短方向800.950.0100.99573068160314B134.683.50支座B1-B980-9.900.1080.9462530610130604B144.683.50B154.083.50B1-B1080-11.010.1200.9470030610100785B2-B1080-0.560.0061.00343068160314B3-B980-6.700.0730.9641430610180436跨中B1380B1580B16-B17100-0.830.0061.00403068160314B17100-0.830.0061.00403068160314屋面板配筋计算跨中支座支座WB5-WB7100-9.310.0650.974593068100503WB7100-1.130.0081.00543068160314跨中ly(m)lx/ly支座类号mxmaxmymaxmxmy支座类型mxmygqMxMy5.400.78两邻边固定两邻边简支0.0380.021-0.091-0.075四边简支0.0580.0334.682.806.124.171.700.71四边固定0.0320.012-0.073-0.057四边简支0.0610.0564.682.800.440.294.200.79两邻边固定两邻边简支0.0370.022-0.089-0.075四边简支0.0570.0334.682.803.702.594.200.69四边固定0.0330.011-0.074-0.057四边简支0.0380.0374.682.802.311.413.300.61三边固定一边简支0.0380.011-0.081-0.057四边简支0.0810.0254.682.801.460.683.300.67三边固定一边简支0.0360.012-0.079-0.057四边简支0.0720.0284.682.801.670.86双向板内力计算4.500.87四边固定0.0240.016-0.061-0.055四边简支0.0490.0354.682.803.662.874.501.00四边固定0.0180.018-0.051-0.051四边简支0.0370.0374.682.803.853.855.400.78两邻边固定两邻边简支0.0380.021-0.091-0.075四边简支0.0590.0336.602.807.525.164.500.93两邻边固定两邻边简支0.0280.024-0.075-0.072四边简支0.0430.0366.602.805.865.305.400.78三边固定一边简支0.0320.014-0.073-0.057四边简支0.0580.0336.602.806.564.024.500.93三边固定一边简支0.0260.017-0.064-0.056四边简支0.0430.0366.602.805.394.225.400.83三边固定一边简支0.0300.015-0.070-0.057四边简支0.0530.0346.602.807.044.674.501.00四边固定0.0180.018-0.051-0.051四边简支0.0370.0376.602.804.674.672.600.85两邻边固定两邻边简支0.0330.023-0.083-0.0730.0510.0354.083.501.551.2260.75一边固定三边简支0.0500.017-0.105/四边简支0.0620.0326.600.708.004.11计算跨度弯矩系数弯矩M=M（g+q)L02L跨中支座跨中支座1.201/101/141.080.771.501/101/141.841.311.001/101/141.170.831.201/101/141.080.771.201/101/141.180.841.501/101/141.841.311.901/101/142.741.95说明：Mx、My、分别表示板跨中X方向、Y方向的弯距，Mx、My分别表示板支座X方向、Y方向的弯距；单位KN*M；以每米板宽为计算单位。单向板内力计算MxMy-12.01-9.90-0.78-0.61-7.28-6.11-4.66-3.58-2.42-1.71-2.85-2.07双向板内力计算-6.95-6.22-7.77-7.77-15.04-12.49-12.37-11.99-12.16-9.46-10.68-9.29-13.41-10.85-9.76-9.76-3.05-2.68-15.52/跨中截面h0(mm)M(KN*m)ssAs(mm)1*bhB1lx方向806.120.0670.97377306ly方向704.170.0590.97293306B2lx方向800.440.0051.0026306ly方向700.290.0041.0020306B3lx方向803.700.0400.98225306ly方向702.590.0370.98180306B4lx方向802.310.0250.99139306ly方向701.410.0200.9997306B5lx方向801.460.0160.9988306ly方向700.680.0101.0046306B6lx方向801.670.0180.99100306ly方向700.860.0120.9959306B7lx方向803.660.0400.98223306ly方向702.870.0410.98199306B8lx方向803.850.0420.98234306ly方向703.850.0550.97270306B9短方向801.080.0120.9964306B10短方向801.840.0200.99111306B11短方向801.170.0130.9970306B12短方向801.080.0120.9964306B13短方向801.180.0130.9971306B14短方向801.840.0200.99111306B15短方向802.740.0300.98165306TB2lx方向801.08-2.1841.6639306ly方向700.45-1.6661.5420306支座B1-B280-9.900.1080.94625306B1-B480-12.010.130.93769306B2-B380-7.280.0800.96452306B2-B980-0.610.0071.0037306B3-B580-6.110.0670.97377306B4-B1080-4.660.0510.97285306B4-B1180-4.660.0510.97285306B4-B780-6.220.0680.96384306B5-B680-2.850.0310.98172306B5-B1280-1.710.0190.99103306B6-B1280-2.070.0230.99125306B6-B880-7.770.0850.96484306B7-B780-6.220.0680.96384306B7-B1480-6.950.0760.96431306B7-B880-7.770.0850.96484306B8-B880-7.770.0850.96484306B8-B1580-7.770.0850.96484306B8-PB280-7.770.0850.96484306B13-B1480-1.310.0140.9979306B1380-0.840.0091.0050306B1580-1.950.0210.99118306B15-B1580-1.950.0210.99118306B15-PB280-2.680.0290.99162306跨中截面h0(mm)M(KN*m)ssAs(mm)1=100%(As/bh)WB1lx方向1007.520.0530.97368306ly方向905.160.0450.98279306WB2lx方向1005.860.0410.98285306ly方向905.300.0460.98287306WB3lx方向1006.560.0460.98320306ly方向904.020.0350.98217306WB4lx方向1005.390.0380.98262306ly方向904.220.0360.98227306WB5lx方向1007.040.0490.97344306ly方向904.670.0400.98252306WB6lx方向1004.670.0330.98226306ly方向904.670.0400.98252306WB7lx方向1008.000.0560.97392306ly方向904.110.0360.98222306支座WB1-WB2100-12.490.0870.95623306WB1-WB3100-15.040.1050.94759306WB2-WB4100-12.160.0850.96606306WB3-WB4100-9.460.0660.97467306WB3-WB5100-13.410.0940.95672306WB4-WB6100-10.680.0750.96529306WB5-WB5100-13.410.0940.95672306WB5-WB6100-10.850.0760.96538306WB6-WB6100-9.760.0680.96482306WB6-TB2100-9.760.0680.96482306WB7-WB7100-15.520.1090.94784306支座配筋实际配筋面积（mm2)8130387816031481603148160314816031481603148160314816031481603148160314816031481603148160314816031481603148160314816031481603148160314816031481603148160314816031481603148160314101306041010078581303878160314813038781603148160314101804368160314816031481603148100503813038

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