【风荷载下框架内力计算过程案例1000字】

风荷载下框架内力计算过程案例1.1风荷载集中力计算（式5-1）——风振系数，对于建筑高度≤30m，取βz=1.0；——风荷载体型系数，迎风面，背风面；——基本风压；——风压高度变化系数；——基本风压；为了求出各楼层节点处风荷载集中力，首先要确定各节点的风压受荷面积，通过对建筑立面分析可知：受荷面积为，其中、、分别为下层柱高、上层柱高、迎风面宽度。表5-1风荷载集中力计算楼层z(m)(kN/m2)A(m2)Fk(kN)5F11.200.50×1.06×1×1.3=0.693.9×(3.6+1.8)/2=10.537.274F12.300.50×1.06×1×1.3=0.693.9×(3.6+1.8)/2=10.537.273F9.400.50×1×1×1.3=0.653.9×(3.6+2.9)/2=12.688.242F6.500.50×1×1×1.3=0.653.9×(3.6+2.9)/2=12.688.241F3.600.50×1×1×1.3=0.653.9×(4.2+2.9)/2=13.859.00图5-1风荷载集中力简图（单位：kN）1.2风荷载作用变形验算水平地震作用下框架结构的层间位移△μe计算：（式5-2）表5-2结构各楼层相对转角验算层号层高F(kN)Vi(kN)D(N/mm)(u)i(mm)(u)i/hi限值5F3.607.277.271245440.00003531/820864F3.607.2714.541245440.00003531/820861/5503F3.608.2424.141245440.00007711/376232F3.608.2432.381245440.00011881/244041F4.209.0041.38627620.00032871/127781.3风荷载框架内力计算1.3.1风荷载作用下框架柱剪力和弯矩计算为了简化计算，考虑框架的对称性，内力计算时取一榀框架的一半进行计算；剪力分配公式，Vi为某根柱子的剪力，Di为对应柱子的抗侧刚度，∑Di为某层柱子抗侧刚度总和。柱下端弯矩：M下=-Vhy，上端弯矩：M上=-Vh(1-y)表5-3风荷载作用下的柱剪力层号柱编号D(kN/m)∑D(kN/m)F(kN)V(kN)5F边柱261391245444.43.50中柱361331245444.40.904F边柱261391245444.411.0中柱361331245444.48.003F边柱261391245449.614.20中柱361331245449.612.802F边柱2613912454414.817.20中柱3613312454414.817.601F边柱144256276220.6323.60中柱169566276220.6320.30表5-4风荷载作用下的柱弯矩层号柱编号层高V(kN)yh(m)M上(kN.m)M下(kN.m)5F边柱3.603.501.16-3.3-4.6中柱3.600.901.27-6.3-2.84F边柱3.6011.01.16-9.8-10.6中柱3.608.001.27-17.0-12.03F边柱3.6014.201.31-16.4-17.0中柱3.6012.801.31-21.4-20.72F边柱3.6017.201.45-21.6-23.0中柱3.6017.601.45-33.0-30.11F边柱4.2023.602.53-24.6-51.5中柱4.2020.302.31-34.8-50.61.3.2风荷载作用下框梁端弯矩计算框梁左弯矩:（式5-3）框梁右弯矩:（式5-4）为节点左右框梁线刚度。表5-5风荷载作用下框梁端弯矩计算层号边跨框梁中跨框梁MC上MC下µB1MlMC上MC下µB1µB2MrMl5F-4.0-3.314.0-2.2-2.20.5790.4211.210.884F-13.6-14.4114.4-6.2-6.20.5790.4211.210.883F-21.6-26.9121.6-11.7-11.70.5790.4213.512.562F-36.8-38.7136.8-16.9-16.90.5790.4211.714.161F-44.7-47.6144.7-20.2-20.20.5790.4219.77.051.3.3风荷载作用下框梁剪力和柱轴力计算水平荷载框梁剪力计算：V=-(M左+M右)/l（式5-5）M左、M右分别为框梁左、右端弯矩，l为框梁计算跨度柱子轴力：N顶=N底=上层柱底轴力-V左+V右，其中V左、V右分别为柱子左、右端框梁剪力表5-6风荷载作用下框梁剪力和柱轴力层号边跨框梁中跨框梁柱轴力LMlMrVLMlMrV边柱N(KN)中柱N(KN)5F7.804.01.21-0.372.400.880.88-0.73-0.90-0.504F7.8014.41.21-0.372.400.880.88-0.73-4.50-1.103F7.8021.63.51-1.042.402.562.56-2.13-11.30-2.102F7.8036.81.71-1.71