渡槽稳定计算

抗倾1.1抗滑1.05抗滑1.3抗倾1.5纵向槽身自重g100.50KN/m设计值105.525KN/m人群q13.50KN/m设计值16.20KN/m车辆Q550KN一槽身稳定计算荷载计算1.竖向仅有槽身自重G580.388KN2.水平向为风荷载P013.952KN∑N580.388∑P13.952K倾=M抗/M倾92.241＞［K］=1.1取摩擦系数f为0.35K滑=f∑N/∑P14.560＞［K］=1.05二渡槽整体沿基础底面稳定计算荷载计算1.竖向荷载槽身传给排架的铅直力P580.388KN槽身风荷传给排架的铅直力P`3.378KN立柱重G17.875KN立柱重G215.750KN横梁重G325.63KN排架基础和填土重qBL1919.84KN2.水平荷载槽身风荷载P013.952KNe0最不利情况空槽有风e0＜0.1ρ最不利情况为一跨槽身已安装完毕,另一跨尚未安装σmax最不利情况竖向最大荷载σmax＜[σ]最不利情况为空槽有风1.抗倾稳定计算2.抗滑稳定计算稳定计算条件三、地基稳定验算一、槽身(荷载按空槽有风情况考虑)横向二、整体(荷载按空槽有风情况考虑)最不利情况为空槽有风P1P2P3PP`G1G3G3G2G2G3N1N2q3004500300300130030013003001300300510035065015023001500作用于排架风荷P10.930KN作用于排架风荷P20.775KN作用于排架风荷P30.775KN∑N2739.483∑P18.914取摩擦系数f为0.5K滑=f∑N/∑P72.421＞［K］=1.3∑N2739.483La∑My129.798e00.047K倾=La∑N/My27.438＞［K］=1.5三地基稳定验算1、荷载计算∑N2739.483KN∑My129.798KN·mσmax154.343KN/m2σmin142.459KN/m2e00.047mρ1.183m2、荷载计算(荷载按竖向荷载最大情况考虑)槽身传给排架的铅直力P3694.488KN∑N5853.583KNσmax323.037KN/m2σmin311.154KN/m2e00.022mρ1.183m荷载计算荷载按一跨槽身已安装完毕,另一跨尚未安装考虑∑N2739.483KN∑Mx0KN·mσmax=σmin148.401KN/m2e00ρ0.433me0=0.047＜0.1ρ=0.118e0=0.022＜0.1ρ=0.118顺槽向e0=0＜0.1ρ=0.0431.抗滑稳定计算(荷载按空槽有风情况考虑)横槽向2.抗倾稳定计算P1P2P3PP`G1G3G3G2G2G3N1N2qM抗1479.99M倾16.045＞［K］=1.1＞［K］=1.05e0最不利情况空槽有风e0＜0.1ρ最不利情况为一跨槽身已安装完毕,另一跨尚未安装σmax最不利情况竖向最大荷载σmax＜[σ]最不利情况为空槽有风稳定计算条件最不利情况为空槽有风P1P2P3PP`G1G3G3G2G2G3N1N2q500410050020005002000500500200020020050050051008500710050050050050075006800300400260050050050060050010003004003008500500500ⅤⅤ5005005007100500500600500500500500260050041003004003005100500410050010003004500300300130030013003001300300510035065015023001500＞［K］=1.31.3＞［K］=1.5(荷载按竖向荷载最大情况考虑)P1P2P3PP`G1G3G3G2G2G3N1N2q6800300400260050050050060050010003004003008500500500ⅤⅤ300400300510050041005001000