危岩计算

现状10.5425.68270.675.194.000.16暴雨10.5425.97273.725.194.000.16地震10.5425.97273.725.194.000.16现状29.7925.68765.0110.357.600.16暴雨29.7925.97773.6510.357.600.16地震29.7925.97773.6510.357.600.16W01W02附表3危岩体坠落式崩塌稳定性计算表危岩编号计算工况条块面积S(m2)岩体容重(kN/m3)危岩体自重W(kN/m)后缘裂隙上端到未贯通段下端的垂直距离H（m）后缘裂隙深度h（m）危岩抗弯矩系数ζ0.000.382.25305039.17664.813.4090.000.382.25280038.9664.812.17313.690.382.25280038.9664.812.1330.000.714.46305039.17664.810.9640.000.714.46280038.9664.89.95338.680.714.46280038.9664.89.913危岩体抗拉强度标准值flk（kPB）由剪力控制的稳定性系数F1危岩体重心到潜在破坏面的水平距离a0(m)危岩体重心到过潜在破坏面形心的铅垂距离b0(m)危岩体粘聚力标准值c（kPa)危岩体内摩擦角标准值φ（°）附表3危岩体坠落式崩塌稳定性计算表地震力Q(KN/m)1.4641.4641.4481.4481.1171.1171.4811.4811.4641.4641.1141.114由拉力控制的稳定性系数F2F1与F2较小值为危岩稳定性系数F附表3危岩体坠落式崩塌稳定性计算表①现状天然32.8025.68842.306.255.150.000.008000.803.312.301329.61.261②暴雨32.8025.97851.826.255.150.000.008000.803.312.301329.61.247③现状+地震32.8025.97851.826.255.150.000.0042.598000.803.312.301329.61.033危岩稳定性系数F地震力Q(KN/m)后缘裂隙倾角β(°)危岩体与基岩接触面倾角α(°)重心到倾覆点水平距离外为正内为负a(m)重心到倾覆点垂直距离ho(m)后缘裂隙未贯通段下端到倾覆点水平距离b(m)岩体抗拉强度flk(kpa)W03附表3危岩稳定性计算表危岩编号工况断面积S(m2)重度(kN/m3)重量W(kN/m)后缘上端到下端总高度H(m)裂隙深度h(m)裂隙充水高度hw(m)裂隙水压力V(KN/m)