肇花0#块悬臂支架设计计算.docx

珠江三角洲环线高速公路黄岗至花山段项目第三合同段北江特大桥刚构主墩0#、1#块支架计算书施工单位：广东省长大公路工程有限公司编制时间：二〇一一年十月珠江三角洲环线高速公路黄岗至花山段第三合同段北江特大桥刚构主墩0#、1#块支架计算书编 制：复 核：审 核：批 准：施工单位：广东省长大公路工程有限公司编制时间：二〇一一年十月项目部复核意见复核人：钱小安、李春宏1、三角桁架受力复核验算1.1、设计荷载210m刚构、2×85m刚构、4×100m刚构主墩0#块第一层浇筑根部高度均为4m。第一次0#块浇砼参数表刚构悬浇段长度(m)腹板浇筑高度(m)腹板厚度(m)底板厚度(m)悬浇段砼方量(m3)悬浇段重量(t)210m341.3~1.151.256145.522×85m3.754~3.6050.90.7~0.64446.425120.74×100m44~3.560.90.75~0.750.98132.51.1.1、210m三角桁架受力验算1.1.1.1、计算荷载将第一次浇砼荷载、模板荷载、施工机械荷载、振捣荷载转化为I36a工字钢的线性荷载进行受力分析。第二条I25工字钢受力荷载：Span 1 loads:LoadingTypeLoadPositionLoadPositionType1_s1 : Dead;Span UDL;w1_s1 = 156.2 kN/m;La1_s1 = 0.000 m;Lb1_s1 = 0.300 mSpan 2 loads:LoadingTypeLoadPositionLoadPositionType1_s2 : Dead;Span UDL;w1_s2 = 156.2 kN/m;La1_s2 = 0.000 m;Lb1_s2 = 0.900 mSpan 3 loads:LoadingTypeLoadPositionLoadPositionType1_s3 : Dead;Span UDL;w1_s3 = 156.2 kN/m;La1_s3 = 0.000 m;Lb1_s3 = 0.100 mType2_s3 : Dead;Span VDL;w2va_s3 = 59.8 kN/m;La2_s3 = 0.100 m;w2vb_s3 = 51.4 kN/m;Lb2_s3 = 1.000 mType3_s3 : Dead;Span UDL;w3_s3 = 51.4 kN/m;La3_s3 = 1.000 m;Lb3_s3 = 2.300 mSpan 4 loads:LoadingTypeLoadPositionLoadPositionType1_s4 : Dead;Span UDL;w1_s4 = 51.4 kN/m;La1_s4 = 0.000 m;Lb1_s4 = 2.500 mSpan 5 loads:LoadingTypeLoadPositionLoadPositionType1_s5 : Dead;Span UDL;w1_s5 = 51.4 kN/m;La1_s5 = 0.000 m;Lb1_s5 = 1.300 mType2_s5 : Dead;Span VDL;w2va_s5 = 51.4 kN/m;La2_s5 = 1.300 m;w2vb_s5 = 59.8 kN/m;Lb2_s5 = 2.200 mType3_s5 : Dead;Span UDL;w3_s5 = 156.2 kN/m;La3_s5 = 2.200 m;Lb3_s5 = 2.300 mSpan 6 loads:LoadingTypeLoadPositionLoadPositionType1_s6 : Dead;Span UDL;w1_s6 = 156.2 kN/m;La1_s6 = 0.000 m;Lb1_s6 = 0.900 mSpan 7 loads:LoadingTypeLoadPositionLoadPositionType1_s7 : Dead;Span UDL;w1_s7 = 156.2 kN/m;La1_s7 = 0.000 m;Lb1_s7 = 0.300 m支反力反力表SupportRmax (kN)Mmax (kNm)Rmin (kN)Mmin (kNm)A;Rmax_A = kN;Mmax_A = kNm;Rmin_A = kN;Mmin_A = kNmB;Rmax_B = kN;Mmax_B = kNm;Rmin_B = kN;Mmin_B = kNmC;Rmax_C = kN;Mmax_C = kNm;Rmin_C = kN;Mmin_C = kNmD;Rmax_D = kN;Mmax_D = kNm;Rmin_D = kN;Mmin_D = kNmE;Rmax_E = kN;