计算完钢立柱后且修改后创新项目.docx

工字钢工字钢上所受荷载作用在支架上的箱型梁上混凝土分布面积A（㎡）A1A2A3A4A5A6A7A8A9A10A110.190.20.270.340.256.980.250.340.270.20.19作用在支架上的模板长度L(m)L1L2L3L4L5L6L7L8L9L10L110.990.60.60.60.3628.880.360.60.60.60.99作用在箱型梁上的施工荷载的长度L（m）L1L2L3L4L5L6L7L8L9L10L110.770.60.60.60.366.340.360.60.60.60.77作用在每个支架上箱型梁的混凝土自重Pa（KN）Pa1Pa2Pa3Pa4Pa5Pa6Pa7Pa8Pa9Pa10Pa110.980.590.590.590.3528.590.350.590.590.590.98作用在每个支架上的模板自重Pb（KN）Pb1Pb2Pb3Pb4Pb5Pb6Pb7Pb8Pb9Pb10Pb111.851.441.441.440.8615.220.861.441.441.441.85作用在每个支架上的施工荷载的力Pc（KN）Pc1Pc2Pc3Pc4Pc5Pc6Pc7Pc8Pc9Pc10Pc113.263.434.635.834.29119.784.295.834.633.433.26∑P=Pa+Pb+Pc（KN）6.095.466.667.865.5163.595.57.866.665.466.09中间箱室作用在方木上的长度L=5.4m 所以转换为均布荷载=其中作用在每个支架上箱型梁的混凝土自重: Pa=1.1A0.626作用在每个支架上的模板自重: Pb=1.1L0.61.5作用在每个支架上的施工荷载的力: Pc=L0.64冲击系数为1.1，每片贝雷片的间距为0.6m，混凝土的容重为26KN/m3，模板的分布荷载为1.5KN/㎡，施工荷载的分布荷载为4KN/㎡，施工荷载已经考虑了冲击系数，因此求解公式为Pc=L0.64工字钢（20a号）截面特性：理论质m=27.9kg/m E=206GP, A=35.578cm2IX=2370cm4 Iy=158cm4EA=732900KN EI=5150KN.m所建力学模型如下图用结构力学求解编码如下结点,1,0.9,0结点,2,1.8,0结点,3,2.7,0结点,4,3.6,0结点,5,4.05,0结点,6,4.5,0结点,7,4.95,0结点,8,5.85,0结点,9,6.75,0结点,10,7.65,0结点,11,8.1,0结点,12,8.55,0结点,13,9,0结点,14,9.9,0结点,15,10.8,0结点,16,11.7,0结点,17,12.6,0结点,18,0,0单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,1,1,1,1单元,8,9,1,1,1,1,1,1单元,9,10,1,1,1,1,1,1单元,10,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,1单元,12,13,1,1,1,1,1,1单元,13,14,1,1,1,1,1,1单元,14,15,1,1,1,1,1,1单元,15,16,1,1,1,1,1,1单元,16,17,1,1,1,1,1,1单元,18,1,1,1,1,1,1,1结点支承,18,3,0,0,0结点支承,1,1,0,0结点支承,14,1,0,0结点支承,15,1,0,0结点支承,16,1,0,0结点支承,17,1,0,0结点支承,2,1,0,0结点支承,3,1,0,0结点支承,4,1,0,0结点支承,5,1,0,0结点支承,6,1,0,0结点支承,7,1,0,0结点支承,8,1,0,0结点支承,9,1,0,0结点支承,10,1,0,0结点支承,11,1,0,0结点支承,12,1,0,0结点支承,13,1,0,0结点,20,-0.851,0结点,19,13.442,0单元,20,18,1,1,1,1,1,1单元,17,19,1,1,1,1,1,1单元荷载2,1,19,3,0.279_kN/m,0,1,90单元材料性质,1,19,732900_kN,5150_kN*m2,0,0,-1单元荷载,17,1,6.09_kN,0.744,90单元荷载,1,1,5.46_kN,0.4,90单元荷载,2,1,6.66_kN,0.067,90单元荷载,2,1,7.86_kN,0.73,90单元荷载,3,1,5.5_kN,0.4,90单元荷载2,4,12,3,30.29_kN/m,0,1,90单元荷