地震荷载计算VIP免费

4.6水平地震作用计算4.6.1荷载的确定a恒载屋面板重力值：3.66.0710.8118.012GkN屋面楼面板重力值：3.63.64.58.76.662.195.6522GkN楼面梁重力值：3.63.64.0210.84.0232.204129.5422GkN梁每层柱重力值：5.3693348.32GkN柱1墙重力值：3.63.6910.8+3.69253.142GkN女儿墙3.63.610.3510.8210.282186.0522GkN标墙b活载3.60.510.89.722QkN屋面3.6210.838.892QkN楼面重力荷载代表值：6GGGGG屋面板梁柱女儿墙118.01129.5448.3253.14349kN5GGGGG梁柱楼面板标墙95.65129.5448.32186.05459.56kN125459.56GGGGGkN344.6.2地震作用的计算1各层水平地震作用力的确定根据设计资料，设防烈度为7度，h<30m，建筑场地类别为Ⅱ类，故地震特征周期0.4gT，框架结构基本自振周期1T按下公式计算：1(0.08~0.1)TN自振周期：10.10.160.6TNs11.41.40.40.56gTTs则有顶部附加地震作用则水平地震影响系数最大值max0.08水平地震影响系数2max1()gTT建筑结构的阻尼比取值0.05则有0.921.00.92max10.4()()1.00.080.0560.6gTT各层水平地震作用力的确定10.850.85(459.565349)2249.78eqiGGKN0.0562249.78126.0EKeqFGKN因为11.4gTT＞所以顶部附加地震作用系数n1=0.08T+0.01=0.05861459.563+6+9+12+15+3491826962iiGHkN（）则各层水平力为：11161459.563.0(1)126.0(10.058)6.0726962EKnjjjGHFFKNGH22261459.566.0(1)126.0(10.058)12.1426962EKnjjjGHFFKNGH33361459.569.0(1)126.0(10.058)18.2126962EKnjjjGHFFKNGH44461459.5612.0(1)126.0(10.058)24.2826962EKnjjjGHFFKNGH55561459.5615.0(1)126.0(10.058)30.3526962EKnjjjGHFFKNGH6666134918.0(1)126.0(10.058)27.6626962EKnjjjGHFFKNGHn0.058126.07.34EKFFKN由此得出各层的水平剪力为：第六层67.3427.6635.0VKN第五层535.030.3565.35VKN第四层465.3524.2889.63VKN第三层389.6318.21107.84VKN第二层2107.8112.14119.98VKN第一层1119.986.07126.05VKN表4.6.2.2地震作用下框架侧移计算层次/KWKNjV/kND/(KN/m)ju/mju/h635.035.0624660.000561/5357530.3565.35624660.001061/2830424.2889.63624660.001431/2098318.21107.84624660.001731/1734212.14119.98624660.001921/156316.07126.05609990.002071/14490.00877j侧移验算：层间侧移最大值：1/1449<1/550(满足要求)3弯矩的计算框架柱的杆端弯矩、梁端弯矩按下式计算：imcMVh上（1-y）cimMVh下y中柱处的梁：bbbiMii左c下j+1b左jc上j左右（M+M）bbbiMii右c下j+1b右jc上j左右（M+M）边柱处的梁：bjMc下j+1总c上jM+MA轴框架柱剪力和梁柱端弯矩计算成果表层号iVKNDmKNimDmKNimD/DimVKNymc上MmKNc下MmKNb总MmKN635.062466164100.2639.210.3517.969.6717.96565.3562466164100.26317.190.4030.9420.6340.61489.6362466164100.26323.570.4538.8931.8259.523107.8462466164100.26328.360.4546.7938.2978.612119.9862466164100.26331.530.5047.3047.3085.591126.0560999193330.31739.960.6047.9571.9395.25B轴框架柱剪力和梁柱端弯矩计算成果表层号iVKNDKN/mimDKN/mimD/DimVKNymc上MmKNc下MKN.mb左MKN.mb右MKN.m635.062466164100.41614.560.4324.9018.7814.6910.21565.3562466164100.41627.190.4544.8636.7137.5526.08489.6362466164100.41637.290.4957.0554.8255.3238.443107.8462466164100.41644.860.5067.2967.2972.0450.072119.9862466164100.41649.910.5074.8774.8783.8758.291126.0560999193330.33341.970.5556.6669.2577.6053.93C轴框架柱剪力和梁柱端弯矩计算成果表层号iVKNDmKNimDmKNimD/DimVKNymc上MmKNc下MmKNb总MmKN635.062466164100.32111.240.3820.9112.8120.91565.3562466164100.32120.980.4335.8627.0648.67489.6362466164100.32128.770.4547.4738.8474.533107.8462466164100.32134.620.4854.0149.8592.852119.9862466164100.32138.510.5057.7757.77107.621126.0560999193330.35044.120.5559.5672.80117.33表4.6.2.4地震作用下框架柱轴力与梁端剪力层梁端剪力/KN柱轴力/KNAB跨bABVBC跨bBCVA轴cANB轴C轴cCNbABV-bBCVcBN65.237.41-5.23-2.18-2.187.41510.5920.53-10.59-9.94-9.9420.53414.9130.92-14.91-16.01-16.0130.92320.4339.26-20.43-18.83-18.8339.26222.8445.59-22.84-22.75-22.7545.59123.6846.41-23.68-22.73-22.7346.41