砌体结构课程设计实例

为上述荷载与本层本层墙自重之和?=394.1+1.2×41.35=443.72kN=396.25+1.35×41.35=452.07kN3>第一层:第一层截面7-7处轴向力为上述荷载和本层楼盖荷载之和 N=93.24②第一层截面6-6处窗间墙受压承载力验算:第一组内力:=453.06kN,=0第二组内力:=462.58kN,=0 =0,=15.63查表3-1,=0.73 fA=0.73×1.5×?1.8×0.24×=473.04kN>462.58kN满足要求梁端支撑处(截面5-5)砌体局部受压承载力验算:梁端设置尺寸为740mm×240mm×240mm的预制刚性垫块第一组内力:=0.097,=93.24kN,=115mm ==0.697×0.1776×=123.79kN +=123.79+93.24=217.79kN E=×(y-0.4)/(+) =93.24×(0.12-0.4×0.115)/217.03=0.033m =0.033/0.24=0.1375,=3 查表3-1得,=0.815 =(0.74+2×0.24)×0.24=0.2928 =1.629 =1+0.35=1.282<2 =0.8=1.02b?f=0.815×1.026×1.5×0.1776×=222.76kN>217.03kN所以满足要求对于第二组内力:=0.716 =87.23kN =116mm由于基本接近且较小,所以才有此垫块亦能满足局压承载力的要求。=443.72+93.24=536.96kN =443072*/(0.24*1.8)=1.027MPa =1.027/1.5=0.685查表=7.283 =7.283×=132.9mm =N×(y-) =93.24×(0.12-0.4×0.115) =6.90kN/m =/==0.012m =87.23kN =309.02+87.23=396.25kN