大连理工大学《水工建筑物课程设计》论文

51.0853.72-2/3*9.45=47.4253117560合计99692934115390140621854132550719372↓13984→106966↘2.3.3挡水坝段荷载计算成果本设计荷载仅分析基本组合(2)及特殊组合(1)两种情况,荷载组合作用计算成果见表二和表三。表二:坝体基本荷载组合作用计算成果荷载垂直力(kN)水平力(kN)对坝底截面形心力臂(m)力矩(kN.m)↑↓→←↙+↘-自重W1620919.16118964W2220263.9987884水压力P11326117.17227691P210514.835076Q84117.6914877扬压力u16252000u216942.854828u360118.3111004u490219.3917490泥沙压力Ps18136.675423Ps21002.33233Ps315119.692973浪压力Pw38226147.8041.871092818260合计94492922714456141222308530254619778↓13044→79461↘表三:坝体特殊荷载组合作用计算成果表荷载垂直力(kN)水平力(kN)对坝底截面形心力臂(m)力矩(kN.m)↑↓→←↙+↘-自重W1620919.16118964W2220263.9987884水压力P11442917.91258423P211945.156149Q95517.4416655扬压力u16662000u217522.854993u362218.3111389u493319.3918091泥沙压力Ps18136.675423Ps21002.33233Ps315119.692973浪压力Pw14811251.0847.4253117560合计99692934115390140621854132550719372↓13984→106966↘