WORD文件 计算书

正文第一章 设计任务及要求1.1设计原始资料1.1.1工程概况本建筑为某五层教学楼，建筑面积为4665.6m2，位于上海某郊区干道的东南角，耐久年限为50年，7度设防，结构类型为框架结构。1.1.2自然条件1、建设地带、地形及周边条件（环境）：该地区抗震设防烈度为7度，抗震等级为三级设计地震动参数amax=0.08, Tg=0.35s2、气象：全年主导风向：东南风 基本风压为：0.55kN/m2（B类场地）本雪压为：0.20kN/m23、水文、地质：根据工程地质勘测报告，拟建场地地势平坦，土质为粘性土，没有夹层，其承载力的标准值为120kN/m2，可作为天然地基持力层。地下水位距地表最低为-3.0m,对建筑物基础无影响。第二章 结构方案总说明2.1材料选择2.1.1钢筋选择：梁 柱 HRB335 fy =300N/mm2构造钢筋 箍筋 HPB235 fy=210 N/mm22.1.2砼强度的选择：C30 fc=14.3 N/mm2 ft=1.43 N/mm2 Ec=3.0010 N/mm22.2构件截面尺寸选择2.2.1梁的截面尺寸横向框架梁 h=lo/12lo/8=6600/126600/8=550825 取h=800mm b=h/2h/4=350175 取b=300mm 且 h/b=2.64 符合要求纵向框架梁 h=lo/12lo/8=9000/129000/8=7501125取h=800mm b=h/2h/4=350175 取b=300mm 且 h/b=2.5V56.21V56.21V0.7fcbho38.5741.2541.25箍筋肢数 直径666Asv=n Asv1106112112S=1.25fyvAsvho/V-0.7ftbho85103103实配箍筋间距s1201201203.2.风荷载作用下的框架内力计算3.2.1各杆相对线刚度及相关尺寸根据上图及水平风荷载标准值，采用D值法计算风荷载作用下的内力1）框架柱的剪力框架柱剪力标准值计算层数（F）柱号kib/2icc=k/2+kD=c12ic/h2VFD/F（KN）5（16.41KN）A5B51.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)3.284.924（21.08KN）A4B41.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)7.5011.253（18.57KN）A3B31.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)11.2116.822（18.57KN）A2B21.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)14.9322.391（20.36KN）A1B12.165.3870.5190.7290.279(12/4.22)0.226(12/4.22)26.2421.263.2.2框架柱反弯点高度计算层数第五层（m=5,n=5nh=3.9m）柱号ko112233y (m)A51.5950.5610102.18B53.9760.4510101.76第四层（m=4,n=4,h=3.9m）A41.5950.641010102.5B43.9760.51010101.95第三层（m=3,n=3,h=3.9m）A31.5950.721010102.81B33.9760.51010101.95第二层（m=2,n=2,h=3.9m）A21.5950.810111.303.1B23.9760.510101.301.95第一层(m=1,n=1,h=4.2m)A12.1610.240.801.25B15.3870.590.803.073.2.3风荷载作用下的框架内力在求出各柱剪力Vi和该柱反弯点高度yi值后，则该柱下端弯矩MiViyi，上端弯矩为Vi（hiyi），进而利用节点平衡求出框架梁端弯矩，画出左风作用下的框架内力图。3.2.4风荷载作用下的侧移计算风荷载标准值作用下的框架侧移验算位置Fwk（KN）Dji（KN/mm）i1n Uj（mm）Uj/hj限值5层16.4170.3460.271/130001/4004层21.0870.3460.351/111433层18.5770.3460.311/130002层18.5770.3460.311/130001层20.3652.4970.461/8400顶点位移Uj1.7mm j1n1/132001/500注djic/12ich2（4根柱）E（3.0104N/mm2）UjFwk/0.85dji3.3.框架的荷载效应组合（非抗震组合时）3.3.1.组合公式对于承载能力极限状态，按荷载效应的基本组合进行设计。基本组合是永久作用和可变作用的组合。a， 由可变荷载效应控制的组合：G恒+Q活；G恒+Q风；G恒+0.9（G活+Q风）其中，G一般取1.2，当对结构有利时取1.0；Q一般取1.4；对于一般多层框架结构，第二项往往不起控制作用。b， 由永久荷载效应控制的组合：1.35恒+1.4c活，其中c为荷载组合值系数，除书库，档案库，储藏室，电梯机房等为0.9外，其余民用建筑为0.7.3.3.2控制截面内力组合值框架梁：框架梁的控制截面是梁的跨中和梁端支座边缘处，跨中截面的内力组合值为+M（同时注意可能出现的M），梁端截面的内力组合值为M（同时注意可能出现的+M）和V。框架柱：对于某一层框架柱，其控制截面为该柱的上端和下端。由于框架柱是偏心受压构件，M和N的不同组合会导致受压承载力的变化，因此对于采用对称配筋截面的框架柱，应分别考虑如下三种内力组合，即：|M|max和相应的N,V；Nmax和相应的M,V。3.3.3荷载效应组合（1）框架梁的内力组合表- 82 -屋面框架梁的内力组合表5层杆件号 AB BC截面位置 A 跨中 B左 B右 跨中内力种类 M V M M V M V M荷载分类恒A-16.9465.31143.68-92.23-88.13-49.92-15.872.98活B-34.8440.5106.92-53.04-46.02-27.06-8.286.624风C5.6-1.5-4.21.56.3-1.9风D-5.61.54.2-1.5-6.31.9内力组合1.2A+1.4B-69.104135.072322.104-184.932-170.184-97.788-30.63612.84961.2A+1.4C(或D)1.35A+0.98B-57.0122127.8585298.7496-176.49-164.075-93.9108-29.538910.514521.2A+1.26(B+C或D）-57.1704127.512307.1352-182.798-161.851-86.0616-31.870811.92224楼面框架梁的内力组合表4层杆件号 AB BC截面位置 A 跨中 B左 B右 跨中内力种类 M V M M V M V M荷载分类恒A-79.7368.17149.97-93.77-72.43-28.25-14.433.61活B-63.3156.13148.188-76.4-60.09-27.341-12.7810.224风C17.7-4.5-12.34.518.3-5.5风D-17.74.512.3-4.5-18.35.5内力组合1.2A+1.4B-184.31160.386387.4272-219.484-171.042-72.1774-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-169.679147.0369347.6837-201.462-156.669-64.9317-32.004914.893021.2A+1.26(B+C或D）-153.145146.8578366.6809-224.286-156.959-45.2917-40.348817.21424楼面框架梁的内力组合表3层杆件号 AB BC截面位置 A 跨中 B左 B右 跨中内力种类 M V M M V M V M荷载分类恒A-76.6467.83149.23-92.96-72.77-28.76-14.433.61活B-63.2456.04147.948-76.87-60.18-24.09-12.7810.224风C31-8-21.9832.8-9.9风D-31821.9-8-32.89.9内力组合1.2A+1.4B-180.504159.852386.2032-219.17-171.576-68.238-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.439146.4897346.4495-200.829-157.216-62.4342-32.004914.893021.2A+1.26(B+C或D）-132.59141.9264365.4905-236.002-153.071-23.5374-45.892817.21424楼面框架梁的内力组合表2层杆件号 AB BC截面位置 A 跨中 B左 B右 跨中内力种类 M V M M V M V M荷载分类恒A-76.4667.83149.23-92.73-72.77-28.9-14.433.61活B-63.156.05147.972-76.67-60.17-24.21-12.7810.224风C43.4-11.2-30.711.245.87-13.9风D-43.411.230.7-11.2-45.8713.9内力组合1.2A+1.4B-180.092159.866386.2368-218.614-171.562-68.574-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.059146.4995346.4731-200.322-157.206-62.7408-32.004914.893021.2A+1.26(B+C或D）-116.574137.907365.5207-246.562-149.026-7.3884-50.932817.21424楼面框架梁的内力组合表1层杆件号 AB BC截面位置 A 跨中 B左 B右 跨中内力种类 M V M M V M V M荷载分类恒A-71.9467.95150.48-87.47-72.65-36.54-14.433.61活B-59.3556.14148.212-72.367-60.08-30.51-12.7810.224风C115.8-21.3-24.6-21.336.7-11.1风D-115.821.324.621.3-36.711.1内力组合1.2A+1.4B-169.418160.136388.0728-206.278-171.292-86.562-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-155.282146.7497348.3958-189.004-156.956-79.2288-32.004914.893021.2A+1.26(B+C或D）-15.201125.4384367.3231-227.142-189.719-36.0486-47.404817.21424注：表中系数0.98由1.40.7得出，1.26由0.91.4得出，风荷载产生跨中弯矩很小，略去表中单位MKN.m，VKN活2的跨中弯矩已乘系数1.2不起控制作用的组合，能直接看出时未计算而以表示（2）框架柱的内力组合表：框架柱的内力组合表5层杆件号 A柱（外柱） B柱（内柱）截面位置 上端 下端 层间 上端 下端 层间内力种类 M N M N V M N M N V荷载分类恒A16.9 86.7 36.6 234.0 13.7 -42.3 127.0 -33.9 234.3 19.6 活B34.8 40.5 31.7 31.7 17.1 -26.0 46.0 -25.4 46.0 13.2 风C-5.6 -1.5 -7.2 -7.2 3.3 -10.5 -4.2 -8.7 -4.2 4.9 风D5.6 1.5 7.2 7.2 -3.3 10.5 4.2 8.7 4.2 -4.9 组合值1.2A+1.4B|M|max88.3 325.2 40.4 -87.1 216.8 41.9 Nmax88.3 325.2 40.4 -76.2 345.6 41.9 Nmin69.1 160.8 40.4 -87.1 216.8 41.9 1.2A+1.4C(或D)|M|max33.8 270.7 21.1 -65.5 146.5 30.3 Nmax33.8 270.7 21.1 -52.9 275.3 30.3 Nmin12.5 102.0 21.1 -65.5 146.5 30.3 1.35A+0.98B|M|max80.4 347.0 35.3 -82.6 216.6 39.3 Nmax80.4 347.0 35.3 -70.6 361.4 39.3 Nmin57.0 156.8 35.3 -82.6 216.6 39.3 1.2A+1.26(B+C或D)|M|max74.8 311.7 42.1 -96.7 205.1 46.2 Nmax57.2 153.2 42.1 -83.6 333.9 46.2 Nmin74.8 311.7 42.1 -96.7 205.1 46.2 框架柱的内力组合表4层杆件号 A柱（外柱） B柱（内柱）截面位置 上端 下端 层间 上端 下端 层间内力种类 M N M N V M N M N V荷载分类恒A43.2 261.2 36.3 414.2 20.9 -31.6 270.3 -32.1 377.7 16.3 活B31.6 96.6 31.6 96.6 16.2 -26.7 100.1 -26.4 100.1 13.6 风C-10.5 -6.0 -18.8 -6.0 7.5 -21.9 -16.4 -21.9 -16.4 11.3 风D10.5 6.0 18.8 6.0 -7.5 21.9 16.4 21.9 16.4 -11.3 组合值1.2A+1.4B|M|max96.2 448.7 47.8 -75.5 593.3 38.7 Nmax87.9 632.4 47.8 -75.5 593.3 38.7 Nmin96.0 448.7 47.8 -75.3 464.6 38.7 1.2A+1.4C(或D)|M|max37.1 305.0 35.6 -69.2 430.2 35.3 Nmax17.3 488.7 35.6 -69.2 430.2 35.3 Nmin37.1 305.0 35.6 -65.6 301.4 35.3 1.35A+0.98B|M|max89.2 447.3 44.1 -39.2 607.9 35.4 Nmax80.0 653.9 44.1 -69.2 607.9 35.4 Nmin89.2 447.3 44.1 -68.8 463.1 35.4 1.2A+1.26(B+C或D)|M|max78.4 427.6 55.0 -99.4 558.7 50.9 Nmax59.7 611.3 55.0 -99.4 558.7 50.9 Nmin78.4 427.6 55.0 -99.1 429.9 50.9 框架柱的内力组合表3层杆件号 A柱（外柱） B柱（内柱）截面位置 上端 下端 层间 上端 下端 层间内力种类 M N M N V M N M N V荷载分类恒A38.32435.6538.05588.6919.58-32.1413.65-32.25520.9716.5活B31.62152.6731.7152.6716.24-26.39160.29-26.51160.2913.56风C-12.2-14-31.5-1411.21-32.836.9-32.8-36.916.82风D12.21431.514-11.2132.8-36.932.836.9-16.82组合值1.2A+1.4B|M|max90.252736.5246.232-75.81849.5738.784 Nmax90.04920.1746.232-75.81849.5738.784 Nmin90.252736.5246.232-75.47720.7938.7841.2A+1.4C(或D)|M|max28.904503.1839.19-84.62573.543.348 Nmax1.56686.8339.19-84.62573.543.348 Nmin28.904503.1839.19-84.44548.0443.3481.35A+0.98B|M|max82.72737.7442.348-69.52860.3935.564 Nmax82.434944.3542.348-69.52860.3935.564 Nmin82.72737.7442.348-69.2715.5135.5641.2A+1.26(B+C或D)|M|max70.453697.558.083-113.4780.6458.079 Nmax45.912881.1558.083-113.4780.6458.079 Nmin70.453697.558.083-113.1744.8458.079框架柱的内力组合表2层杆件号 A柱（外柱） B柱（内柱）截面位置 上端 下端 层间 上端 下端 层间内力种类 M N M N V M N M N V荷载分类恒A38.41610.1130.55763.1517.68-31.58556.97-32.72664.2916.49活B31.4208.7234.15208.7216.81-25.95220.46-26.88220.4613.55风C-11.9-25.2-46.3-25.214.93-43.766.9-43.766.922.39风D11.925.246.325.2-14.9343.7-66.943.7-66.9-22.39组合值1.2A+1.4B|M|max90.0521024.344.75-76.91105.838.758 Nmax84.47120844.75-76.91105.838.758 Nmin90.0521024.344.75-74.23977.0138.7581.2A+1.4C(或D)|M|max29.432696.8542.118-100.4890.8151.134 Nmax-28.16880.542.118-100.4890.8151.135 Nmin29.432696.8542.118-99.08762.025