威海市某小学智远楼建设结构设计毕业论文.docx

威海市某小学智远楼建设结构设计毕业论文目录摘要IAbstractII第一部分建筑设计部分11.1工程概况11.2教学楼建筑说明11.3总平面布置及方案的合理性5第二部分结构设计部分62.1结构尺寸62.2荷载计算62.3地震作用计算102.4.框架内力计算142.5.楼梯设计492.6梁配筋设计562.7 框架柱的设计712.8板的设计722.9基础设计72总结76致谢77参考文献78毕业设计图纸目录79第一部分建筑设计部分1.1工程概况1.1.1工程名称及概况工程名称：智远楼建设地点：威海市建筑面积：6000平方米建筑类型：框架结构层数：6层层高：标准层3.9米，底层4.85米室内设计标高0.00m，室内外高差450mm。1.1.2工程设计的相关资料气象条件最热月平均温度27.3（绝对最高气温41.7），最冷月平均温度-1.7（绝对最低温度-20.6）。空气相对湿度：最热月平均72%，最冷月平均70%。主导风向：冬、夏季为东北风；场地工程地质条件（1）位置地形及地建筑物场地位于市郊，场地内地形较为平坦，地面相对标高介于99.18-100.49之间，最大高差约为1m，整体倾向为北高南低。地貌单元属渭河右岸III级阶地。（2）地层根据钻探揭露，本勘探深度20 m范围内，场地内的地层可分为五层，层号用-表示。填土层：层厚为0.50-4.40m，层底埋深为0.50-4.40m。黄土层：厚为0.70-4.10m。层底埋深为4.20-5.00m。黄土层：层厚为5.80-7.20m，层底埋深为10.5-11.3m。 古土壤：层厚为3.10-3.80m，层底埋深为14.00-14.70m。粉质粘土层：本次钻探未穿透该层，最大揭露厚度为5.90m。（3）地下水勘察期间，各勘探点均遇见地下水。该地下水属潜水类型。其稳定水位埋深为5.09-6.49m。该地下水受大气降雨补给，年变化幅度约1.00m。根据水质腐蚀性分析结果，该地下水对混凝土无腐蚀性，对混凝土中的钢筋无腐蚀性，对钢结构具弱腐蚀性；（4）土类型及建筑场地类别根据建筑抗震设计规范经综合评定，该场地土类型为中软土；场地的覆盖层厚度可按大于m考虑，建筑场地类别为III类。据勘探结果，本场地米以内无可液化地层。1.1.3抗震烈度抗震设防烈度为7度，设计基本地震加速度值为0.10g，类场地，设计地震分组为第一组。1.2教学楼建筑说明1.2.1楼地面楼板顶面为20mm厚水泥砂浆找平，15mm屋面抹灰。楼板底面为25mm厚1:2水泥砂浆面层，现浇钢筋混凝土楼面板。1.2.2屋面现浇楼面上铺膨胀珍珠岩保温层，1:2水泥砂浆找平层，高聚物改性沥青防水卷材，现浇钢筋混凝土楼面板15mm屋面抹灰。1.2.3墙身做法外墙、内墙（填充墙）采用蒸压粉煤灰加气混凝土砌块：厚200mm。墙身用M5混合砂浆砌筑，内粉刷为混合砂浆，20mm外墙面抹灰。外粉刷为20mm厚1:3水泥砂浆底，贴面砖。1.2.4门窗做法门窗做法：门均为铝合金玻璃门，窗均为铝合金玻璃窗。1.2.5采光、通风做法在设计中选择合适的门窗位置，取得良好的效果以便于通风。1.2.6防火做法本工程耐火等级为二级，建筑的内部装修、陈设均应做到难燃化，以减少火灾的发生及降低蔓延速度，公共安全出口设有两个，可以方便人员疏散。在疏散门处应设有明显的标志。各层均设有手动、自动报警器及高压灭火水枪。1.2.7建筑细部（1）建筑热工设计应做到因地制宜，保证室内基本的热环境要求，发挥投资的经济效益。（2）建筑体型设计应有利于减少空调与采暖的冷热负荷，做好建筑围护结构的保温和隔热，以利节能。（3）采暖地区的保温隔热标准应符合现行的民用建筑节能设计标准的规定。（4）室内应尽量利用天然采光。（5）为满足防火和安全疏散要求，设有两部楼梯。（6）教学楼内的布置与装修以简约大方为主，卫生间的地面铺有防滑地板砖，墙面贴瓷砖。1.3总平面布置及方案的合理性建筑用地为东西长80m，南北长40m矩形设计要求：1建筑结构部分供学生上课的普通教室（25个左右）办公室（10个左右）专业教室（5个左右）资料室（2个左右）多媒体教室（5个左右）多功能报告厅（1个左右）作品展览室（1个左右）实验室（2个左右）要求每层楼设男、女厕所。其他功能房间自定，如会议室、打印室、传达室等该教学楼建筑面积约为6500m2左右；要求该教学楼层高不低于3.9m，总的层数为5-6层。楼面、墙面、顶棚工程作法自行设计，但要满足教室的基本要求。结构体系采用钢筋混凝土全现浇框架结构。因此根据设计要求，本教学楼设计，综合考虑教师以及学生的使用要求，在方便师生的基础上，让房间的使用功能达到最大化，教学楼设计采用内廊式，教室采光效果良好，采用大窗户，多媒体教室能满足教学要求，实验室在一楼，方便仪器的搬运、承重在底层。教学楼布置在学校学校中央，方便出入。；第二部分结构设计部分2.1结构尺寸21.1基本尺寸(1)梁截面尺寸的确定：主梁高h取跨度的,梁宽取梁高的。(2)柱截面尺寸的确定：根据轴压比来确定，根据公式，进行柱子尺寸的初步验算。 (3)双向板：板厚取l/40（l为短跨长度），80mm。确定尺寸如下：主梁：，。次梁：，。柱: ，取。板厚：基础：0.5m墙厚：200mm21.2结构简图以及计算单元 计算单元2.2荷载计算2.2.1恒荷载计算（1） 屋面框架梁线荷载标准值：20mm 厚1:2水泥砂浆找平100-140mm厚（2%找坡）膨胀珍珠岩100mm厚现浇钢筋混凝土楼板15mm厚纸筋石灰抹底屋面恒荷载边跨BC，DE跨框架梁自重梁侧粉刷合计中跨CD跨框架梁自重梁侧粉刷作用在顶层框架梁上的线荷载为：（2）楼面框架梁线荷载标准值 25mm厚水泥砂浆面层100mm厚现浇钢筋混凝土楼板15mm厚纸筋石灰抹底楼面恒荷载边跨框架及梁侧粉刷边跨填充墙自重墙面粉刷合计：中跨框架梁及梁侧粉刷作用在中间层框架梁上的线荷载为：(3)屋面框架节点集中荷载标准值边柱连系梁自重粉刷连系梁传来屋面自重加次梁自重顶层边节点集中荷载中柱连系梁自重粉刷连系梁传来屋面自重顶层中节点集中荷载（4）楼面框架节点集中荷载标准值边柱连系梁自重粉刷窗下墙体自重粉刷窗边墙自重粉刷框架柱自重粉刷连系梁传来楼面自重中间层边节点集中荷载中柱连系梁自重粉刷内纵墙自重粉刷框架柱自重粉刷连系梁传来楼面自重中间层节点集中荷载恒荷载作用下的结构计算简图22.2楼面活荷载计算楼面活荷载作用下结构计算简图2.2.3风荷载计算因结构高度，可取，对于矩形平面，可查建筑结构荷载规范，Z为框架节点至室外地面的高度，A为一品框架各层节点的受风面积。风荷载计算层次61.01.323.851.2840.558.788.0651.01.319.951.2290.558.787.7241.01.316.051.1510.558.787.2331.01.312.151.0560.558.786.6321.01.38.2510.558.786.2811.01.34.350.870.559.846.12风荷载地震作用下的位移验算层数639008.06715000.112.465390015.78715000.222.354390023.01715000.322.133390029.64715000.411812390035.92715000.501.41435042.04466520.900.90风荷载作用下B、E柱弯矩，剪力计算表层数63.98.0671500131611.481.430.372.143.6453.915.7871500131612.901.430.455.096.2243.923.0171500131614.241.430.477.778.7633.929.6471500131615.461.430.5010.6510.6523.935.9271500131616.611.430.5012.8912.8914.3542.044665299058.931.780.6324.4714.37风荷载作用下D、C柱弯矩，剪力计算表层数63.98.0671500225892.554.990.454.485.4753.915.7871500225894.994.990.509.739.7343.923.0171500225897.274.990.5014.1814.1833.929.6471500225899.364.990.5018.2518.2523.935.92715002258911.354.990.5022.1322.1314.3542.04466521342112.096.220.5528.9323.67风荷载作用下梁端弯矩、剪力、及柱轴力计算层数63.642.747.50.852.742.7431.830.850.9858.367.117.52.067.117.1134.742.913.66413.8511.967.53.4411.9611.9637.976.358.19316.5316.227.54.3716.2216.22310.8110.7214.63223.5420.197.55.8320.1920.19313.4616.5522.26127.2622.97.56.6922.922.9315.2723.2430.842.2.4重力荷载计算底层：板： 0.1*（864+302.58）*25=2916.45KN主梁：0.7*0.25*25483.6=2115.75KN次梁：0.6*0.2*25*105=315KN柱： 0.5*0.5*（0.5+0.45+4.5）*0.5*25*50=851.56KN墙： 0.2*（4.5-0.7）*0.5*5.88*380.4+0.1*(4.5-0.7)*0.5*5.88*15 =866.72KN恒荷载：7065.48KN 活荷载：1245.56KN标准层： 板： 2916.45KN 主梁： 2115.75KN 次梁： 315KN 柱： 0.5*0.5*3.9*0.5*25*50=609.38KN 墙： 0.2*（3.9*0.7）*0.5*5.88*(380.4+7.5)+0.1*(3.9-0.7)*0.5 *588*15=743.98KN恒荷载：6700.56KN 活荷载：1245.56KN顶层： 板： 2916.45KN 主梁： 2115.75KN 次梁： 315KN 柱： 0.5*0.5*3.9*0.5*0.5*25*50=304.69KN 墙身： 0.2*（3.9*-0.7）*0.5*0.5*5.88*380.4+0.1*（3.9-0.7）*0.5 *0.5*5.88*15=364.94KN恒荷载：6016.83KN （雪）活荷载：174.99KN恒荷载取全部，活荷载取50%，各重力荷载集中于楼屋盖标高处，其代表值为：六层8311.04KN，标准层为7946.12KN，一层为6191.82KN。各层荷载代表值2.3地震作用计算2.3.1梁柱刚度计算梁线刚度计算表类别层数AB梁1-6700X2503300BC梁1-6700X2507500CD梁1-6700X2503000DE梁1-6700X2507500EF梁1-6700X2503300柱线刚度计算表层数6.5.4.3.2390014850横向框架柱侧移刚度D值计算表层数柱高（m）柱根数楼层D654323.91轴边柱21.0700.349110419302581轴中柱23.7460.652206272轴边柱21.4260.416131612轴中柱24.9930.714225893轴边柱21.4260.416131613轴中柱24.9930.714225894轴边柱21.4260.416131614轴中柱24.9930.714225895轴边柱21.4260.416131615轴中柱24.9930.714225896轴边柱21.4260.416131616轴中柱24.9930.714225897轴边柱21.4260.416131617轴中柱24.9930.714225898轴边柱21.4260.416131618轴中柱24.9930.714225899轴AF柱22.4310.549173699轴CD柱24.9930.714225899轴BE柱23.8580.6592084910轴AF柱23.2420.6181955210轴BE柱24.6680.7002214610轴CD柱24.9930.7142258911轴AF柱22.4310.5491736911轴BE柱23.5010.6362012111轴CD柱23.7460.65220627横向框架柱侧移刚度D值计算表层数柱高（m）柱根数楼层D14.851轴边柱21.3320.55090345973461轴中柱24.6650.775127312轴边柱21.7760.60399052轴中柱26.2170.817134213轴边柱21.7760.60399053轴中柱26.2170.817134214轴边柱21.7760.60399054轴中柱26.2170.817134215轴边柱21.7760.60399055轴中柱26.2170.817134216轴边柱21.7760.60399056轴中柱26.2170.817134217轴边柱21.7760.60399057轴中柱26.2170.817134218轴边柱21.7760.60399058轴中柱26.2170.817134219轴AF柱23.0280.702115329轴CD柱26.2170.817114219轴BE柱24.8640.7801281310轴AF柱24.0370.7521235310轴BE柱25.8140.8081327310轴CD柱26.2170.8171342111轴AF柱23.0280.7021153211轴BE柱24.3600.7641255011轴CD柱24.6650.775127312.3.2自振周期计算顶点位移法计算，考虑填充墙对框架刚度的影响，取基本周期调整系数计算公式单位为m.结构顶点假想侧移计算层次6 8311.048311.049302588.93207.5857946.1216257.1693025817.48198.6547946.1224203.2893025826.02181.1737946.1232149.493025834.56155.1527946.1240095.293025843.10120.5916191.8246287.3459734677.4977.492.3.3横向水平地震作用计算地震所用按7度设计，基本地震加速度为0.10g,场地类别为三类，地震分组按第一组，特征周期s，水平地震影响系数最大值，采用底部剪力法计算。 1.4s故不考虑顶点附加地震作用。地震影响系数横向水平地震作用下楼层剪力计算表层数624.358311.042023740.2906689.62991.94520.457946.121624980.2333553.641545.58416.557946.121315080.1888448.041993.62312.657946.121005180.1443342.442336.0628.757946.12695290.0998236.832572.8914.856191.82300300.0431102.282675.175轴框架横向水平地震作用下楼层剪力计算表层数6930258715000.077689.6253.1076.385930258715000.077553.6442.63119.014930258715000.077448.0434.50153.513930258715000.077342.4426.37179.882930258715000.077236.8318.24198.111597346466520.078102.287.98207.262.3.4变形验算最大层间弹性位移角发生在第一层，满足要求总框架横向水平地震作用下的位移验算层数6390076.38715001.0714.6153900119.01715001.6613.5443900153.51715002.1511.8833900179.88715002.529.7323900198.11715002.777.2114850207.26466524.444.442.4框架内力计算2.4.1地震作用下框架的内力分析取5轴框架进行计算分析，柱端和梁端的弯矩，剪力如下表地震作用下B、E柱弯矩，剪力计算表层数63.976.38715001316114.061.4260.37120.3434.4953.9119.01715001316121.911.4260.45038.4547.0043.9153.51715001316128.261.4260.47151.9158.3033.9179.88715001316133.111.4260.50064.5664.5623.9198.11715001316136.471.4260.50071.1271.1214.85207.2646652990544.001.7760.629134.2379.17地震作用下D、C柱弯矩，剪力计算表层数63.976.38715002258924.134.9930.45042.3551.7653.9119.01715002258937.604.9930.50073.3273.3243.9153.51715002258948.504.9930.50094.5894.5833.9179.88715002258956.834.9930.500110.82110.8223.9198.11715002258962.594.9930.500122.05122.0514.85207.26466521342159.626.2170.550159.04130.12地震作用下梁端弯矩、剪力及柱轴力计算层数BC/DECD梁B、E柱C、D柱634.4925.887.58.0525.8825.88317.258.059.2567.3457.847.516.6957.8457.84338.5624.7417.25496.7583.957.524.0983.9583.95355.9748.8349.133116.47102.77.529.22102.7102.7368.4778.0588.382135.68116.447.533.62116.44116.44377.63111.67132.391150.29126.097.536.85126.09126.09384.06148.52180.14地震作用下框架弯矩图地震作用下框架梁端剪力以及柱轴力图恒荷载作用的内力计算活荷载恒荷载弯矩分配图上柱下柱右梁左梁上柱下柱右梁60.4120.5880.2380.0000.1670.595-147.516147.516-6.38360.77786.739-33.5900.000-23.569-83.97413.654-16.79543.3700.000-6.19-1.294-1.847-8.8490.000-6.209-22.12273.137-166.158148.4470.000-35.968-112.47950.2920.2920.4160.2040.1430.1430.510-93.51693.516-6.94527.30727.30738.903-17.660-12.380-12.380-44.151-30.389-13.654-8.8319.452-11.785-6.19-10.249-10.249-14.649-0.301-0.211-0.211-0.75347.44730.712-78.09295.007-24.376-18.781-51.849402920.2920.4160.2040.1430.1430.510-93.51693.516-6.94527.30727.30738.903-17.660-12.380-12.380-44.15113.65413.654-8.8319.452-6.19-6.19-5.396-5.396-7.687-1.443-1.024-1.024-3.06735.56535.565-71.1393.955-19.594-19.594-54.16330.2920.2920.4160.2040.1430.1430.510-93.51693.516-6.94527.30727.30738.903-17.660-12.380-12.380-44.15113.65413.654-8.8319.452-6.19-6.19-5.396-5.396-7.687-1.443-1.204-1.204-3.06735.56535.565-71.1393.865-19.594-19.594-54.16320.2920.2920.4160.2040.1430.1430.510-93.51693.516-6.94527.30727.30738.903-17.660-12.38012.380-44.15113.65413.654-8.8319.452-6.19-6.19-5.396-5.396-7.687-1.443-1.024-1.024-3.06735.56535.565-71.1393.865-19.594-19.594-51.16310.2920.2650.4420.2100.1470.1180.525-93.51693.516-6.94527.30724.78241.334-18.180-12.726-10.215-45.45013.654-9.0920.667-6.19-1.333-1.333-2.017-3.04-2.128-1.708-7.639.62823.449-63.28993.023-21.044-11.923-59.99511.725-5.962B轴C轴恒荷载作用下的框架弯矩图活荷载弯矩分配上柱下柱右梁左梁上柱下柱右梁60.4120.5880.2380.0000.1670.595-35.6335.63-2.3514.68020.950-7.9210.000-5.558-19.8026.526-3.96118.4750.0002.945-1.057-1.508-3.6960.000-2.594-9.24020.149-20.14942.4880.000-11.097-31.39250.2920.2920.4160.2040.1430.1430.510-44.744.7-3.5213.05213.05218.595-8.401-5.889-5.889-21.0027.346.526-4.2019.298-2.779-2.945-2.822-2.822-4.021-0.729-0.511-0.511-1.82317.5716.756-34.32744.868-9.179-9.179-26.34540.2920.2920.4160.2040.1430.1430.510-44.744.7-3.5213.05213.05218.595-8.401-5.889-5.889-21.0026.5266.526-4.2019.298-2.945-2.945-2.584-2.584-3.682-0.695-0.487-0.487-1.73816.99416.994-33.98844.902-9.321-9.321-26.2630.2920.2920.4160.2040.1430.1430.510-44.744.7-3.5213.05213.05218.595-8.401-5.889-5.889-21.0026.5266.526-4.2019.298-2.945-2.945-2.584-2.584-3.682-0.695-0.487-0.487-1.73816.99416.994-33.98844.902-9.321-9.321-26.2620.2920.2920.4160.2040.1430.1430.510-44.744.7-3.5213.05213.05218.595-8.401-5.889-5.889-21.0026.5266.526-4.2019.298-2.945-3.027-2.584-2.584-3.682-0.679-0.476-0.476-1.69616.99416.994-33.98844.918-9.31-8.916-26.21810.2920.2650.4420.2100.1470.1180.525-44.744.7-3.5213.05213.05219.757-8.648-6.052-4.859-21.6206.526-4.3249.879-2.945-0.643-0.584-0.973-1.456-1.019-0.818-3.64018.93512.468-30.2444.475-10.017-5.677-28.786.234-2.839B C活荷载作用下的框架弯矩图恒荷载作用下梁端剪力计算（KN）荷载引起的剪力弯矩引起的剪力总剪力BC跨CD跨BC跨CD跨BC跨CD跨层数B端C左端C右端B端C左端C右端674.81-74.8112.77-2.36-2.36072.45-77.1712.775118.01-118.0134.732.262.260120.27-115.6534.734118.01-118.0134.733.043.040121.05-114.9734.733118.01-118.0134.733.033.030121.04-114.9834.732118.01-118.0134.733.033.030121.04-114.9834.731118.01-118.0134.733.963.960121.97-114.0534.73恒荷载作用下调幅后的梁端弯矩和剪力（调幅系数为）荷载引起的剪力剪力BC跨CD跨BC跨CD跨层数B端C左端C右端B端C左端C右端6-132.93118.76-98.9888.98-60.6412.775-62.4776-41.48104.48-131.5434.734-56.975.16-43.3399.75-136.2734.733-56.975.092-43.3399.82-136.2034.732-56.975.092-43.3399.82-136.2034.731-50.6374.42-48.0094.22-141.834.73恒荷载作用下柱轴力计算（KN）层数柱自重（KN）节点集中力B柱C柱BC624.3841.6894.55114.13138.51184.49208.87524.38101.99215.96361.27385.65575.19599.57424.38101.99215.96608.69633.07965.23989.61324.38101.99215.96856.1880.481355.281379.66224.38101.99215.961103.511127.891745.331769.71130.31101.99215.961351.851382.162134.452164.76活荷载作用下梁端剪力计算荷载引起的剪力弯矩引起的剪力总剪力BC跨CD跨BC跨CD跨BC跨CD跨层数B端C左端C右端B端C左端C右端628.58-28.584.7-2.98-2.98025.6-31.564.7535.74-35.747.04-1.41-1.41034.33-37.157.04435.74-35.747.04-1.46-1.46034.28-37.27.04335.74-35.747.04-1.46-1.46034.28-37.27.04235.74-35.747.04-1.46-1.46034.28-37.27.04135.74-35.747.04-1.90-1.90033.84-37.647.