【《某中学教学楼建筑结构的水平荷载计算过程案例》3500字】

某中学教学楼建筑结构的水平荷载计算过程案例目录TOC\o"1-3"\h\u17507某中学教学楼建筑结构的水平荷载计算过程案例 112146第一章建筑设计说明 1300681.1设计资料 1178591.2工程概况 2206591.3建筑设计任务与要求 2315891.4结构设计任务与要求 231914第二章水平荷载计算 2235612.1风荷载计算 280572.1.1荷载计算 2287242.1.2风荷载位移验算 3117272.1.3内力计算 48902内力计算分为以下四步 4171462.2地震荷载计算 1030082.2.1结构基本自振周期计算过程 103122.2.2水平地震及层间剪力计算 1134932.2.3水平地震作用下层间位移验算 11197932.2.4水平地震作用下框架内力计算 12第一章建筑设计说明1.1设计资料龙井市某中学教学楼建筑结构设计结构选型：钢筋混凝土框架结构；填充墙材料：粉煤灰加气混凝土砌块；建筑高度：共有6层，其中层高均为2.6m，室内外高差为450mm，基础顶到地面高度初定为1.5m；1.2工程概况1、气象资料最热月为7月份，平均气温为27℃，极端最高气温为40℃；最冷月为1月份，平均气温为—18℃，极端最低气温为—35℃。2、年平均降雨量为732㎜，雨量集中在7月～9月3、工程地质资料：1)第一层：杂填土厚1m；第二层：粘土层、黄褐色、含铁矿结核，质较硬，粘状结构第三层：微风化杂质花岗岩，已风化fk=4000kPa1.3建筑设计任务与要求1)任务：根据建筑方案完成龙井市某中学教学楼建筑施工图设计，包括各层建筑物的平、立、绘制成电子版的施工图。2)要求：利用所学知识精确地描述出建筑物的功能，从而更进一步的设计与计算。1.4结构设计任务与要求1)任务：在初步完成建筑物的设计后，对建筑物进行承载力的验算，进行建筑物各正截面与斜截面的验算。2)要求：根据所学过的专业知识进行构件的计算，验证建筑物是否可以满足所需求的功能、抗震要求、使用年限等。第二章水平荷载计算2.1风荷载计算2.1.1荷载计算为简化计算，通常将外墙面的风荷载以集中力的形式等效加在楼面处。B=8.1m；基本风压w0=0.35kN／m2基本风压w0=0.35kN／m2图2.1上下层柱高示意图表2.SEQ表5.\*ARABIC1风荷载的结构荷载计算表格楼层Hi(m)μzμsw0βzwk(kN/m2)hi(m)hj(m)B(m)Wk(kN)14.051.001.30.351.000.464.053.68.114.2527.651.001.30.351.000.463.63.68.113.41311.251.031.30.351.000.473.63.68.113.71414.851.131.30.351.000.513.63.68.114.87518.451.201.30.351.000.553.63.68.116.04622.051.261.30.351.000.5741.808.112.472.1.2风荷载位移验算风荷载作用下的框架的层间位移：表2.SEQ表5.\*ARABIC2风荷载的位移验算楼层Wk(kN)Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)h(mm)θ=Δui/h114.2584.75669381.271.2740500.00031358213.4170.50842760.842.1136000.00023333313.7157.09842760.682.7936000.00018889414.8743.38842760.513.3036000.00014167516.0428.51842760.343.6436000.00009444612.4712.47842760.153.7936000.00004167侧移验算由“弹性层间位移角限值”可知，对于框架结构，满足规范要求。2.1.3内力计算内力计算分为以下四步求出各柱反弯点高度影响柱反弯点高度的因素主要有三个方面：第一是楼层位置；第二是上下层梁的线刚度比值；第三是上下层柱高表2.SEQ表5.\*ARABIC3A柱反弯点高度计算层数h(m)Ky0y1y2y3yyh(m)12.550.3920.80-0.0500.754.1623.60.2540.5700-0.10.471.6933.60.2540.400000.41.4443.60.2540.330000.331.1953.60.2540.230000.230.8363.60.2540.050000.050.18表2.SEQ表5.\*ARABIC4B柱反弯点高度计算层数h(m)Ky0y1y2y3yyh(m)12.550.5890.710-0.0400.673.7223.60.3820.5100-0.060.451.6233.60.3820.440000.441.5843.60.3820.350000.351.2653.60.3820.290000.291.0463.60.3820.180000.180.65表2.SEQ表5.\*ARABIC5C柱反弯点高度计算层数h(m)Ky0y1y2y3yyh(m)12.550.5890.710-0.0400.673.7223.60.3820.5100-0.060.451.6233.60.3820.440000.441.5843.60.3820.350000.351.2653.60.3820.290000.291.0463.60.3820.180000.180.65表2.SEQ表5.\*ARABIC6D柱反弯点高度计算层数h(m)Ky0y1y2y3yyh(m)12.550.3920.80-0.0500.754.1623.60.2540.5700-0.10.471.6933.60.2540.400000.41.4443.60.2540.330000.331.1953.60.2540.230000.230.8363.60.2540.050000.050.18风荷载作用下柱端剪力按如下计算:风荷载作用下的上下柱端弯矩按如下计算：表2.SEQ表5.\*ARABIC7A柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938157230.23519.924.161.3927.6982.87270.5084276174420.20714.591.691.9127.8724.66357.0984276174420.20711.821.442.1622.5317.02443.3884276174420.2078.981.192.4121.6410.69528.5184276174420.2072.90.832.7716.344.9612.4784276174420.2072.580.183.428.820.46表2.SEQ表5.\*ARABIC8B柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938177460.26522.463.721.8341.183.55270.5084276246960.29320.661.621.9840.9133.47357.0984276246960.29316.731.582.0233.7926.43443.3884276246960.29312.711.262.3429.7416.01528.5184276246960.2938.351.042.5621.388.68612.4784276246960.2933.650.652.9510.772.37表2.SEQ表5.\*ARABIC9C柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938177460.26522.463.721.8341.183.55270.5084276246960.29320.661.621.9840.9133.47357.0984276246960.29316.731.582.0233.7926.43443.3884276246960.29312.711.262.3429.7416.01528.5184276246960.2938.351.042.5621.388.68612.4784276246960.2933.650.652.9510.772.37表2.SEQ表5.\*ARABIC10D柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938157230.23519.924.161.3927.6982.87270.5084276174420.20714.591.691.9127.8724.66357.0984276174420.20711.821.442.1622.5317.02443.3884276174420.2078.981.192.4121.6410.69528.5184276174420.2072.90.832.7716.344.9612.4784276174420.2072.580.183.428.820.46风荷载作用下的梁端弯矩、轴力、剪力按下式计算：图2.2计算简图表2.SEQ表5.\*ARABIC11A柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)104.2427.6982.87052.35204.2427.8724.66044.89304.2422.5317.02036.22404.2421.6410.69026.54504.2416.344.9016.8604.248.820.4608.82表2.SEQ表5.\*ARABIC12B柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.242.1341.183.5549.6424.9324.242.1340.9133.4744.8222.5234.242.1333.7926.4333.1516.6544.242.1329.7416.0122.5712.8554.242.1321.388.6812.817.9464.242.1310.772.377.173.6表2.SEQ表5.\*ARABIC13C柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)12.134.2441.183.5524.9349.6422.134.2440.9133.4722.5244.8232.134.2433.7926.4316.6533.1542.134.2429.7416.0112.8522.5752.134.2421.388.687.9412.8162.134.2410.772.373.67.17表2.SEQ表5.\*ARABIC14D柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.24027.6982.8752.35024.24027.8724.6644.89034.24022.5317.0236.22044.24021.6410.6926.54054.24016.344.916.8064.2408.820.468.820在计算出梁端弯矩之后，再对梁端剪力与柱的轴力进行计算表2.SEQ表5.\*ARABIC15梁端剪力及柱轴力计算楼层lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)18.138.112.5916.6212.59-44.66-14.3314.3344.6628.138.111.0812.0111.08-32.07-10.310.332.0738.138.18.5611.18.56-20.99-6.376.3720.9948.138.16.438.576.43-12.43-3.833.8312.4358.138.14.032.294.03-6-1.691.69668.138.11.972.41.97-1.97-0.430.431.97内力图如下：a)弯矩图b)剪力图c)轴力图图2.3内力图2.2地震荷载计算2.2.1结构基本自振周期计算过程对于质量沿高度范围分布均匀的剪切型悬臂构件，可按下式计算。uT可以按照下列公式计算：表2.SEQ表5.\*ARABIC16结构顶点的假想位移计算楼层Gi(kN)Vi(kN)ΣDi(N/mm)Δui(mm)uT(mm)11157.446422.626693892.9992.9921102.305268.188427662.51158.5031102.304162.898427649.40207.9041102.303057.598427636.28244.1851102.301952.298427623.17267.356846.99846.998427610.05277.40从表中可以得出uT=0.20m，所以结构自振周期为：T1=1.7φT√uT=1.7×0.6×√0.20=0.456s2.2.2水平地震及层间剪力计算表2.SEQ表5.\*ARABIC17各质点横向水平地震作用及楼层地震剪力计算楼层Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GiHiFi(kN)Vi(kN)12.551157.446423.790.07128.43447.8729.151102.3010113.500.11244.84419.44312.751102.3014092.580.15562.06374.60416.351102.3018071.660.19979.68312.54519.951102.3022050.740.24397.30232.86623.55846.9919946.610.22088.09132.562.2.3水平地震作用下层间位移验算水平地震作用下层间位移顶点位移各层层间弹性位移角表2.SEQ表5.\*ARABIC18横向水平地震作用下的位移验算楼层Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)hi(mm)θe1447.87669386.696.6955500.001205412419.44842764.9811.6736000.001383333374.60842764.4416.1136000.001233334312.54842763.7119.8236000.001030565232.86842762.7622.5836000.000766676132.56842761.6124.1936000.00044722故钢筋混凝土框架弹性层间位移角限值为1/550。2.2.4水平地震作用下框架内力计算其计算原理与风荷载相同，地震荷载作用下柱端剪力计算:地震荷载作用下的上下柱端弯矩计算：表2.SEQ表5.\*ARABIC19A柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938157230.235102.254.161.39146.3437.842419.4484276174420.20786.821.691.91162.83146.733374.6084276174420.20777.541.442.16167.49111.664312.5484276174420.20764.71.192.41152.9376.995232.8684276174420.20748.20.832.77133.5140.016132.5684276174420.20728.060.183.4292.972.05表2.SEQ表5.\*ARABIC20B柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938177460.265118.693.721.83217.2441.532419.4484276246960.293122.91.621.98243.34199.13374.6084276246960.293109.761.582.02221.72173.424312.5484276246960.29391.571.262.34214.27112.385232.8684276246960.29368.231.042.56174.6770.966132.5684276246960.29339.720.652.95117.1722.82表2.SEQ表5.\*ARABIC21C柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938177460.265118.693.721.83217.2441.532419.4484276246960.293122.91.621.98243.34199.13374.6084276246960.293109.761.582.02221.72173.424312.5484276246960.29391.571.262.34214.27112.385232.8684276246960.29368.231.042.56174.6770.966132.5684276246960.29339.720.652.95117.1722.82表2.SEQ表5.\*ARABIC22D柱端弯矩及剪力计算楼层Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938157230.235102.254.161.39146.3437.842419.4484276174420.20786.821.691.91162.83146.733374.6084276174420.20777.541.442.16167.49111.664312.5484276174420.20764.71.192.41152.9376.995232.8684276174420.20748.20.832.77133.5140.016132.5684276174420.20728.060.183.4292.972.05地震荷载作用下的梁端弯矩、轴力、剪力按下式计算：以第四层B柱为例子进行计算：图2.4计算简图表2.SEQ表5.\*ARABIC23A柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)104.24146.3437.840293.03204.24162.83146.730277.49304.24167.49111.660244.48404.24152.9376.990192.94504.24133.5140.010138.56604.2492.972.05092.97表2.SEQ表5.\*ARABIC24B柱节点处梁端弯矩计算楼层ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.242.13217.2441.53277.1139.224.242.13243.34199.1277.4139.3634.242.13221.72173.42224.38112.7244.242.13214.27112.38189.8592.3854.242.13174.6770.96133.456