《横向风荷载计算案例》1000字

II横向风荷载计算案例综述1.1自然情况：该地区的基本风压为W0=0。30kN/m2，地面粗糙度为B级。1.2风荷载计算：(5-1)表5-1风荷载标准值层数βZ_μS__微子W0维基_FWki我_510.8+0.51.260.550.931.6231.6241.180.84429.6161.2331.080.77227.188.3321.000.71521.1113.4311.000.71531.53144.96注：（1）实际工程中，高度不大于30M，纵横比小于1.5对于单层建筑结构，取风振系数βZ=1.0。(2)(5-2)1.3风荷载作用下的框架柱剪力与柱弯矩（D值法，取⑩轴横向中间框架计算）1.3.1反向弯曲点高度校正：(5-3)1.3.2柱端弯矩计算：侧柱（中框）表5-2中框边柱柱端弯矩计算表层高（米）∑迪D(KNm)D/∑DiVi(KN)维克(KN)低于M(KNm)开米(KNm)53.9661OO0134000.020331.620.640.30.751.7543.9661OO0134000.020361.231.240.41.942.9133.9661OO0134000.020388.331.790.453.153.8523.9661OO0134000.0203113.432.300.504.494.4914.9563800122000.0216144.962.940.659.371.05表5-2中框边柱柱端弯矩计算表层高（米）∑迪D(KNm)D/∑DiVi(KN)维克(KN)低于M(KNm)开米(KNm)53.9661OO0144000.021831.620.690.350.941.7543.9661OO0144000.021861.231.330.42.083.1233.9661OO0144000.021888.331.930.453.384.1323.9661OO0144000.0218113.432.470.504.824.8214.9563800125000.0222144.963.160.6510.071.42中柱（中框）表5-2、框架中柱端弯矩计算表层高（米）∑迪D(KNm)D/∑DiVi(KN)维克(KN)低于M(KNm)开米(KNm)53.9661OO0168000.025431.620.800.351.102.0443.9661OO0168000.025461.231.560.402.433.6433.9661OO0168000.025488.332.240.453.944.8123.9661OO0168000.0254113.432.880.501.621.6214.9563800135000.0239144.963.460.6510.196.79表5-2、框架中柱端弯矩计算表层高（米）∑迪D(KNm)D/∑DiVi(KN)维克(KN)低于M(KNm)开米(KNm)53.9661OO0176000.026631.620.840.351.152.1343.9661OO0176000.026661.231.630.402.543.8133.9661OO0176000.026688.332.350.454.121.0423.9661OO0176000.0266113.433.020.501.881.8814.9563800140000.0248144.963.600.6510.577.051.4风荷载作用下梁端弯矩计算梁轴弯矩由柱端弯矩根据节点平衡求得图5-2风引起的下框架μ1=K1/K1+K2μ2=K2/K1+K2MFH=(M上+M下)μ1MHF=(M上+M下)μ2表5-3风荷载作用下的梁端弯矩层D轴C轴在MC上中号B1甲乙_在MC上中号µB1µB2工商管理硕士_公元前_51.750.7511.752.041.100.720.281.470.5742.911.9413.663.642.430.720.283.411.3333.853.1511.294.813.940.720.281.212.0324.494.4917.641.621.620.720.286.882.6811.059.3719.546.7910.190.720.288.943.47层A轴B轴在MC上中号B1甲乙_在MC上中号µB1µB2工商管理硕士_公元前_51.750.9411.752.131.150.730.271.550.5843.122.0814.063.812.540.730.273.621.3434.133.3816.211.044.120.730.271.532.0524.824.8218.201.881.880.730.277.302.7011.4210.07110.247.0510.570.730.279.443.491.5风荷载作用下梁端剪力与柱轴力标准值(5-4)_表5-4风荷载作用下的梁端剪力与柱轴力层直流跨梁端剪BC跨梁端部剪力立柱轴向力长（米）长（米）侧柱D(千牛)中心柱C(千牛)57.51.751.470.433.00.570.580.380.430.0547.53.663.410.943.01.331.340.891.370.1037.51.291.211.473.02.032.051.362.840.2127.57.646.881.943.02.682.701.794.780.3617.59.548.942.463.03.473.492.327.240.50AB跨梁端