层框剪综合楼结构、施工全套毕业设计计算、施组、图纸及计价13

5.6竖向荷载作用下内力分析：5.6.1计算单元及计算简图的确定：仍取④轴线横向框架和⑤⑥轴线间的横向剪力墙进行计算，由于楼面荷载均匀分布，故取两轴线中线之间的长度为计算单元宽度，计算简图如下图所示：图1-35竖向荷载计算单元5.6.2荷载计算（标准值）：5.6.2.1框架荷载计算：（1）恒荷载作用情况下：包括梁重（扣除板重）和隔墙重，由前面的相关数据得：1～8F：9F：（注：）为板自重传给横梁的荷载峰值：1～8F：9F：为纵梁传给eq\o\ac(○,A)柱的板自重、梁自重（扣除板厚）和外隔墙重：1～5F：6～8F：9F：为对上柱形心轴产生的偏心矩：1～5F：6～8F：9F：此外，、、分别为纵梁传给eq\o\ac(○,B)轴、eq\o\ac(○,C)轴、eq\o\ac(○,D)轴柱的板自重、梁自重（扣除板厚）和外隔墙重，为对上柱形心轴产生的偏心矩，计算方法如上所述，计算过程从略，计算结果见表1-31。（2）活荷载作用情况下：阅览室、办公室、英语厅活荷为，走廊活荷为，屋面活荷为，屋面雪荷为。计算方法同恒荷载作用情况下，计算结果见表1-32。图1-36竖向荷载收集计算简图表1-39框架恒载计算层次9F6.76.728.72828.728216.35317.152313.152200.73-5.4095.0196～8F12.8287.015.9615.96199.702246.092243.88190.126-4.9934.7531～5F12.8287.015.9615.96198.317244.168241.774188.74-14.87414.156表1-40框架活荷计算表层次楼、屋面活荷载9F8.48.444.176.8675.642.841.1031.0711～8F8.48.444.185.0583.7942.843.3083.213屋面雪荷载9F1.471.477.71813.45113.237.4970.1930.1875.6.2.2剪力墙荷载计算：（1）恒荷作用情况下：首先计算与剪力墙相连次梁的内力，次梁受次梁自重及隔墙重（）、楼梯传来板的自重（）及楼板的自重（）。1～9F：1～8F：1～8F：1～8F：10F：10F：10F：为纵梁传给剪力墙的板自重、梁自重（扣除板厚）和外隔墙重：1~5F：6~8F：9F：为次梁传给剪力墙的集中力：1～8F：9F：为纵梁传给剪力墙的板自重、纵梁自重和外隔墙重：1～5F：6～8F：9F：为对柱形心的偏心距：1~5F：6~8F：9F：（2）活荷载作用情况下：阅览室、办公室、英语厅活荷为，走廊活荷为，屋面活荷为，屋面雪荷为。计算方法同恒荷载作用情况下，计算结果见表1-41表1-41框架恒载计算层次9F6.76.717.133.51626.67637.48298.1591250.9376～8F12.8287.09.518.6214.8243.866103.93154.1271.0971～5F12.8287.09.518.6214.8243.176103.93163.1493.238表1-42框架活荷计算表层次楼、屋面活荷载9F7.49.97.86.5038.6443.6280.1631～8F13.413.59.756.50320.1647.6080.488屋面雪荷载9F1.2951.7331.3651.1381.5127.6350.193首先计算在竖向荷载作用下的内力，计算过程如上所述。然后将B端的弯矩和剪力反向施加于的剪力墙上，再按静力等效方法将竖向集中荷载和集中力矩移至剪力墙形心处。下面以⑤⑥轴线间第一层横向剪力墙为例说明计算方法，其余计算结果见表1-43。表1-43恒荷载产生的剪力墙各层集中荷载及集中力矩计算表层次剪力墙形心处剪力墙形心处剪力墙形心处9157.01675.84633.651-36.6190.667153.5738157.61175.0879.227-89.4236.838262.4177157.61175.0879.057-89.4236.668262.2046157.61175.0879.091-89.4236.702262.2475156.91875.0878.413-88.2236.024258.9214156.91875.0877.905-87.3235.516257.3663156.91875.0877.938-87.3235.549257.4282156.91875.0877.911-87.3235.522257.3941156.91875.0878.243-87.5235.854257.811（3）活载作用情况下：计算方法同恒荷载作用情况时，计算过程从略，计算结果见表1-44。表1-44荷载产生的剪力墙各层集中荷载及集中力矩计算表层次剪力墙形心处剪力墙形心处剪力墙形心处923.922.6721.361-26.445.28155.61843.41317.07128.955-35.772.36888.47743.41317.07128.954-35.772.36888.47643.41317.07128.955-35.772.36888.47543.41317.07128.667-35.272.0887.617443.41317.07128.481-34.971.89487.085343.41317.07128.481-34.971.89487.085243.41317.07128.481-34.971.89487.085143.41317.07128.600-34.972.01387.2335.6.3内力计算：5.6.3.1框架内力计算：竖向荷载作用下框架内力可采用弯矩二次分配法计算。首先计算固端弯矩，计算时将三角形荷载折算成固端等效均布荷载（），然后计算弯矩分配系数（），节点弯矩求和反号按弯矩分配系数分配，然后向远方传递1/2。竖向恒载作用下框架内力具体计算过程及计算结果竖向活载作用下框架内力具体计算过程及计算结果，竖向屋面雪载作用下框架内力具体计算过程及计算结果见.④轴线框架在竖向恒载、竖向活载及竖向屋面雪载作用下所产生的梁端剪力、柱端剪力及轴力见表1-45至表1-46。图1-41剪力墙弯矩及轴力简图PAGE表1-45竖向恒载作用下④轴线框架梁端剪力、柱端剪力及轴力计算表层次梁端剪力柱端剪力A柱轴力B柱轴力C柱轴力D柱轴力A端B左端B右端C左端C右端D端A柱B柱C柱D柱上端下端上端下端上端下端上端下端9107.15130.1234.278.40109.92104.41-31.623.1-15.622.3323.50352.99481.85516.95431.47466.57305.17334.678102.50105.8114.9312.3774.4971.13-20.910.7-9.611.1655.19684.68883.78918.88797.11832.21595.92625.427101.52106.7815.5511.7575.0970.53-22.111.2-9.912985.901015.401287.301322.401162.751197.85886.07915.566101.44106.8615.5511.7575.1770.45-23.69.8-8.69.61316.531346.031690.911726.011528.461563.561176.141205.645102.04106.2615.0912.2174.9070.72-18.717.4-15.416.41646.391687.582091.522146.361892.441947.291465.101506.294102.78105.5216.1611.1472.9672.66-16.516.9-13.814.11988.682029.872512.212567.052273.152328.001767.701808.893102.40105.9014.8312.4774.3471.28-16.715.8-13.914.32330.592371.782931.952986.802656.582711.432068.912110.102102.46105.8914.8312.4774.3371.29-18.416.9-14.915.72672.562713.763351.683406.533040.003094.852370.132411.331101.98106.3214.9612.3474.7570.87-7.37.26.36.23014.063061.593771.973835.253423.713486.992670.942718.47表中：量纲均为KN；梁端剪力以向上为正；柱端轴力一受压为正；柱端剪力对柱端截面而言，顺时针方向旋转为正。层次梁端剪力柱端剪力A柱轴力B柱轴力C柱轴力D柱轴力A端B左端B右端C左端C右端D端A柱B柱C柱D柱924.22228.6980.897-0.89724.17822.622-9.3336.872-6.4618.4168.322106.45598.88165.462825.427.520.641-0.64124.422.4-7.2316.487-6.1036.538137.822219.666206.43130.702725.28127.6390.564-0.56424.48622.314-7.4366.564-6.1796.744207.203332.919314.142195.856625.25827.6620.564-0.56424.53622.264-6.595.744-5.3855.923276.561446.195421.904260.96525.50827.4120.462-0.46224.28922.511-9.7710.487-9.8468.897346.169559.119529.521326.311425.75827.1620.385-0.38524.09122.709-8.6419.179-8.6417.897416.027671.716637.017391.86325.67427.2460.41-0.4124.15322.647-8.7449.282-8.6927.974485.801784.422744.55457.347225.68627.2340.359-0