K1+580断面稳定性计算（挖方边坡高57m）

K1+580断面稳定性计算（挖方边坡高57m）----------------------------------------------------------------------计算项目:简单平面滑动稳定分析1----------------------------------------------------------------------[计算简图]----------------------------------------------------------------------[计算条件]----------------------------------------------------------------------[基本参数]计算方法：极限平衡法(建坡规范附录A.0.2)计算目标：锚杆(索)支护设计边坡高度：57.000(m)设计安全系数：1.4结构面倾角：45.0(°)结构面内摩擦角：15.0(°)结构面粘聚力：30.0(kPa)水平外荷载Px(kN): 0.0(kN/m)竖向外荷载Py(kN):0.0(kN/m)[坡线参数]坡线段数15序号水平投影(m)竖向投影(m)倾角(°)15.6008.00055.022.0000.0000.035.6008.00055.042.0000.0000.055.6008.00055.062.0000.0000.075.6008.00055.082.0000.0000.095.6008.00055.0102.0000.0000.0115.6008.00055.0122.0000.0000.0135.6008.00055.0142.0000.0000.0151.5001.00033.7[岩层参数]层数4序号控制点Y坐标容重锚杆和岩石粘结强度(m)(kN/m3)frb(kPa)144.00024.5300.0234.00024.0800.0312.00024.5300.04-3.20024.0800.0控制截面数量：3岩层序号控制截面1控制截面2控制截面3截面坐标X(m)-10.0000.10050.000岩层1厚度(m)--------------8.000岩层2厚度(m)--------------10.000岩层3厚度(m)--------------22.000岩层4厚度(m)3.5003.20015.000[锚杆(索)控制参数]锚杆杆体抗拉安全系数： 1.80钢筋与锚固体抗拔安全系数： 2.00交互锚杆钢筋的抗拉强度： 是[锚杆(索)参数]钢筋类型对应关系：d-HPB300,D-HRB335,E-HRB400,F-RRB400,G-HRB500,P-HRBF335,Q-HRBF400,R-HRBF500锚杆(索)道数33锚杆(索)入射角(°)15.0锚杆钢筋级别HRB400锚固构造长度(m)1.000编号支护类型水平间距竖向间距锚固体直径自由段长度锚筋fy钢筋与砂浆(m)(m)(mm)(m)(MPa)fb(kPa)1锚杆2.0003.000902.000360.02400.02锚杆2.0001.580900.000360.02400.03锚杆2.0001.580900.000360.02400.04锚杆2.0001.580900.000360.02400.05锚杆2.0002.000900.000360.02400.06锚杆2.0001.580900.000360.02400.07锚杆2.0001.580900.000360.02400.08锚杆2.0001.580900.000360.02400.09锚杆2.0001.580900.000360.02400.010锚杆2.0001.700900.000360.02400.011锚杆2.0001.580900.000360.02400.012锚杆2.0001.580900.000360.02400.013锚杆2.0001.580900.000360.02400.014锚杆2.0001.580900.000360.02400.015锚杆2.0001.700900.000360.02400.016锚杆2.0001.580900.000360.02400.017锚杆2.0001.580900.000360.02400.018锚杆2.0001.580900.000360.02400.019锚杆2.0001.580900.000360.02400.020锚杆2.0001.700900.000360.02400.021锚杆2.0001.580900.000360.02400.022锚杆2.0001.580900.000360.02400.023锚杆2.0001.580900.000360.02400.024锚杆2.0001.580900.000360.02400.025锚杆2.0001.700900.000360.02400.026锚杆2.0001.580900.000360.02400.027锚杆2.0001.580900.000360.02400.028锚杆2.0001.580900.000360.02400.029锚杆2.0001.580900.000360.02400.030锚杆2.0001.700900.000360.02400.031锚杆2.0001.580900.000360.02400.032锚杆2.0001.580900.000360.02400.033锚杆2.0001.580900.000360.02400.0----------------------------------------------------------------------[计算结果]----------------------------------------------------------------------岩体重量：3333.3(kN)水平外荷载：0.0(kN)竖向外荷载：0.0(kN)侧面裂隙水压力：0.0(kN)底面裂隙水压力：0.0(kN)设计安全系数：1.350每沿米所需锚固力：145.6(kN)[锚杆(索)设计结果]钢筋类型对应关系：d-HPB300,D-HRB335,E-HRB400,F-RRB400,G-HRB500,P-HRBF335,Q-HRBF400,R-HRBF500编号支护类型设计抗力入射角自由段长度锚固段长度配筋(kN)(度)(m)(m)锚杆1计算面积44.121锚杆8.815.03.4291.0001E12锚杆2计算面积44.122锚杆8.815.03.0421.0001E12锚杆3计算面积44.123锚杆8.815.02.6551.0001E12锚杆4计算面积44.124锚杆8.815.02.2681.0001E12锚杆5计算面积44.125锚杆8.815.03.4111.0001E12锚杆6计算面积44.126锚杆8.815.03.0241.0001E12锚杆7计算面积44.127锚杆8.815.02.6371.0001E12锚杆8计算面积44.128锚杆8.815.02.2501.0001E12锚杆9计算面积44.129锚杆8.815.01.8631.0001E12锚杆10计算面积44.1210锚杆8.815.03.0801.0001E12锚杆11计算面积44.1211锚杆8.815.02.6931.0001E12锚杆12计算面积44.1212锚杆8.815.02.3061.0001E12锚杆13计算面积44.1213锚杆8.815.01.9191.0001E12锚杆14计算面积44.1214锚杆8.815.01.5321.0001E12锚杆15计算面积44.1215锚杆8.815.02.7481.0001E12锚杆16计算面积44.1216锚杆8.815.02.3611.0001E12锚杆17计算面积44.1217锚杆8.815.01.9741.0001E12锚杆18计算面积44.1218锚杆8.815.01.5871.0001E12锚杆19计算面积44.1219锚杆8.815.01.2001.0001E12锚杆20计算面积44.1220锚杆8.815.02.4171.0001E12锚杆21计算面积44.1221锚杆8.815.02.0301.0001E12锚杆22计算面积44.1222锚杆8.815.01.6431.0001E12锚杆23计算面积44.1223锚杆8.815.01.2561.0001E12锚杆24计算面积44.1224锚杆