锚索锚杆计算表格(含下滑力及锚杆锚索受力及伸长值计算)

中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）10°25.234408668822610241528299.0915053.211.351.88020°25.238.6972.7219.52015.55382.22332.691.351.14930°25.210.7269.6413.33015.55226.58134.821.351.681中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）10°25.2343986662.8226.510241528304.4415048.841.301.88120°25.21177.529673115.120241510233.7610148.761.301.00830°25.23919853.278.73024154175.244926.601.300.847中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）10°25.2233858917.6186.110241520013.4810230.931.301.95620°25.281220462.494.32024157415.436998.551.301.06030°25.2280705664.53024153185.353528.001.300.903中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）20°25.2467.211773.44712024154668.434026.751.301.15930°25.21684233.648.53024152146.412116.801.301.014中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）20°25.281220462.494.32024157415.436998.551.301.06030°25.2280705664.53024153185.353528.001.300.903中风化泥岩容重单宽面积条块重滑面长滑面倾角粘聚力内摩擦角(KN/m3)（m2）(KN)（m）α（°）C（kPa）Φ（°）20°25.2223.15622.1231.92024152181.191922.881.351.13430°25.2126.83195.3634.63024151571.891597.681.350.9842-2'编号裂隙L12-2'下滑力（KN/M）安全系数安全系数安全系数抗滑力（KN/M）下滑力（KN/M）稳定系数稳定系数稳定系数1-1'安全系数稳定系数编号裂隙L1抗滑力（KN/M）安全系数稳定系数编号裂隙L1抗滑力（KN/M）下滑力（KN/M）下滑力（KN/M）编号裂隙L12-2'抗滑力（KN/M）下滑力（KN/M）编号抗滑力（KN/M）裂隙L12-2'3-3'编号裂隙L1抗滑力（KN/M）下滑力（KN/M）稳定系数安全系数-7977.26-9971.5766.9183.64-44.57-55.72-8740.96-10926.202959.63739.92229.34557.3-6713.27-8391.591682.69736.21401.05613.0566.35377.6605.43403.61682.69736.21401.05613.0414.69207.35584.98292.49剩余下滑力（KN/M）每孔锚索受力（KN/M）每孔锚索受力（KN/M）剩余下滑力（KN/M）每孔锚索受力（KN/M）剩余下滑力（KN/M）剩余下滑力（KN/M）每孔锚杆受力（KN/M）剩余下滑力（KN/M）每孔锚索受力（KN/M）剩余下滑力（KN/M）每孔锚索受力（KN/M）取值1-1剖面设锚处每孔锚索或锚杆承担的滑坡推力设计值Fn(kN)83.6滑动面内摩擦角φ（°）15锚索或锚杆与滑动面相交处，滑动面与水平面夹角α(°)20锚索或锚杆与水平面的夹角β（°）2098.26522锚索或锚杆轴向拉力设计值Nt（kN）109.2锚筋抗拉强度设计值fy(KPa)330000结构重要性系数γ01.1锚索或锚杆抗拉工作系数ξ2，0.69计算每孔锚索钢绞线或锚杆总面积As（mm²）527.5计算每孔锚索钢绞线或锚杆根数n2.91单根钢绞线或钢筋公称面积A（mm²）181.5单根钢绞线或钢筋公称直径d（mm）15.2选用钢绞线或锚杆根数1锚固体直径dh(mm)90锚索与水泥砂浆粘结强度设计值fb（KPa）2400钢筋与砂浆粘结工作条件系数ξ30.6锚固段长度LSA(m)0.15锚索锚固段为枣核状时，Lsa(m)1.75锚固体与锚孔孔壁粘结强度特征值frb(kPa)200锚固体与地层粘结工作条件系数ξ11锚固段长度Lm（m）1.93锚索或锚杆计算表锚索或锚杆轴向拉力设计值Nt（kN）锚索或锚杆与水泥砂浆粘结强度，确定锚固段长度Lsa（m）按锚固体与锚孔孔壁的粘结强度，确定锚固段长度Lm（m）数据名称竖向间距la排数取值取值362-2剖面3-3剖面74073615150.26179920200.34906620200.349066788.6784.6126000012600001.11.10.690.69997.7992.789.67.27.189.6139.0139.015.215.288170170295029500.60.61.121.121.281.28200200117.387.35锚索或锚杆计算表锚索或锚杆轴向拉力设计值Nt（kN）锚索或锚杆与水泥砂浆粘结强度，确定锚固段长度Lsa（m）按锚固体与锚孔孔壁的粘结强度，确定锚固段长度Lm（m）)cos(tan)sin(nakFNatpNn20bstosafdNrL3rbbtmfdNL1)cos(tan)sin(nakFN数据名称取值2-2剖面设锚处每孔锚索承担的滑坡推力设计值Fn(kN)740滑动面内摩擦角φ（°）150.261799锚索与滑动面相交处，滑动面与水平面夹角α(°)200.349066锚索与水平面的夹角β（°）200.349066锚索轴向拉力设计值Nt（kN）788.7单根钢绞线轴向受拉承载力设计值pa（kN）181结构重要性系数γ01.1锚索抗拉工作系数ξ2，0.69计算每孔锚索钢绞线根数n6.989.6锚索公称直径ds（mm）53.9单根钢绞线公称直径d（mm）15.2选用钢绞线根数8锚固体直径dh(mm)170锚索与水泥砂浆粘结强度设计值fb（KPa）2950锚固体与地层粘结工作条件系数ξ30.4锚固段长度LSA(m)4.34锚索锚固段为枣核状时，Lsa(m)1.92锚固体与锚孔孔壁粘结强度特征值frb(kPa)200钢筋与砂浆粘结工作条件系数ξ11锚固段长度Lm（m）7.38锚索计算表锚索轴向拉力设计值Nt（kN）锚索与水泥砂浆粘结强度，确定锚固段长度Lsa（m）按锚固体与锚孔孔壁的粘结强度，确定锚固段长度Lm（m）atpNn20bstosafdNrL3rbbtmfdNL1竖向间距la排数36)cos(tan)sin(nakFNatpNn20bstosafdNrL3rbbtmfdNL1每孔总锁定值（KN）710锚索数锚孔序号(由下到上)非锚固段(自由段）长度Lf(m)拉杆弹性模量Es(KN/m2);钢铰线1.95*108、Ⅱ钢筋2.0*108钢拉杆根数n(根)单根钢拉杆预应力F(KN)每根钢拉杆截面积s(m2)钢拉杆总截面积A(m2)第1孔6.662195000000188.750.0001390.000139第2孔7.162195000000188.750.0001390.000139第3孔10.162195000000188.750.0001390.000139第4孔13.662195000000188.750.0001390.000139第5孔16.662195000000188.750.0001390.000139第6孔20.162195000000188.750.0001390.000139第7孔22.703195000000188.750.0001390.000139第8孔23.703195000000188.750.0001390.000139第9孔28.203195000000188.750.0001390.000139第10孔31.203195000000188.750.0001390.0001398单根锚索张拉力（KN）88.75锚索张拉应力（Mpa）638.5钢拉杆单位伸长量δr(m/KN)钢拉杆自由段伸长量△l1(mm)锚固段长度La(m)锚固体中砂浆弹性模量Em(KN/m2)；C25：2.8*107C30：3.00*107C35：3.15*107C40：3.25*107锚固体直径d(m)锚固体截面积Ac(m2)锚固体的组合弹性模量Ec(KN/m2)0.00024621.818.0315000000.1700.02269832501255.30.00026423.458.0315000000.1700.02269832501255.30.00037533.278.0315000000.1700.02269832501255.30.00050444.738.0315000000.1700.02269832501255.30.00061554.568.0315000000.1700.02269832501255.30.00074466.028.0315000000.1700.02269832501255.30.00083874.348.0315000000.1700.02269832501255.30.00087477.618.0315000000.1700.02269832501255.30.00104192.358.0315000000.1700.02269832501255.30.001151102.178.0315000000.1700.02269832501255.3锚固体单位伸长量δs(m/KN)钢拉杆锚固段伸长量△l2(mm)70%张拉力总伸长量△L1(mm)100%张拉力总伸长量△L2(mm)110%张拉力总伸长量△L3(mm)压力表读数0.0000040.3215.4922.1324.3522.21230.0000040.3216.6423.7726.1522.21230.0000040.3223.5233.5936.9522.21230.0000040.3231.5445.0549.5622.21230.0000040.3238.4154.8860.3622.21230.0000040.3246.4466.3472.9722.21230.0000040.3252.2674.6682.1222.21230.0000040.3254.5577.9385.7222.21230.0000040.3264.8792.67101.9322.21230.0000040.3271.74102.49112.7422.2123混凝土结构设计规范GB50010-2010DB55029-2004地质灾害防治工程设计规范(重庆)建筑边坡工程规范GB50330-2002.pdf混凝土结构设计规范GB50010-2010DB55029-2004地质灾害防治工程设计规范(重庆)建筑边坡工程规范GB50330-2002.pdf