边坡锚杆设计计算书

...wd......wd......wd...------------------------------------------------------------------------计算工程：2#工况整体稳定------------------------------------------------------------------------[计算简图][控制参数]:采用标准: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数11.2008.300021.5000.000037.3009.2000420.0000.0001超载1距离8.000(m)宽12.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数2层号定位高重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系层底线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数17.54318.000---47.40023.300-------------------7.000---217.50018.000---10.00017.500------------------0.000---下部土层数2层号定位深重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板强度增十字板羲强度增长系层顶线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数11.06918.000---47.40023.300-------------------11.000---28.63618.200---35.20024.600------------------0.000---不考虑水的作用[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(1.320,20.340)(m)滑动半径=12.038(m)滑动安全系数=0.807起始x终止xliCi謎条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)--------------------------------------------------------------------------------------------------------------------2.7713.6759.1040.9210.0017.508.080.000.000.000.000.001.2811.673.6754.57913.4940.9310.0017.5023.660.000.000.000.000.005.5216.554.5795.48217.9670.9510.0017.5038.040.000.000.000.000.0011.7320.915.4826.38622.5570.9810.0017.5051.120.000.000.000.000.0019.6124.676.3867.28927.3071.0210.0017.5062.800.000.000.000.000.0028.8127.777.2898.19332.2721.0710.0017.5072.890.000.000.000.000.0038.9230.128.1939.09637.5281.1410.0017.5081.120.000.000.000.000.0049.4231.689.09610.00043.1921.2410.0017.5087.100.000.000.000.000.0059.6232.4210.00010.75448.8731.1510.0017.5068.840.000.000.000.000.0051.8525.7510.75411.50954.7141.3110.0017.5055.730.000.000.000.000.0045.4923.2211.50912.26361.6021.5910.0017.5039.010.000.000.000.000.0034.3221.7312.26313.01870.8672.3110.0017.5014.770.000.000.000.000.0013.9524.58总的下滑力=360.515(kN)总的抗滑力=291.069(kN)土体局部下滑力=360.515(kN)土体局部抗滑力=291.069(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)各层土层的主动土压力水平分力标准值计算：主动土压力系数—为墙背倾角，即墙背与沿垂线之间夹角，俯斜为正，仰斜为负—岩土体内摩擦角—墙背与土体之间的摩擦角—坡顶外表倾角=0；=0.5；=17.5；=-48代入得=0.28；素填土：=Kpa〔设计值取0〕=Kpa土压力合力的水平分力：KN侧向岩土压力合力的水平分力标准值：KN考虑到土钉、锚杆〔索〕的约束作用，边坡土应力分布：其中Kpa二、2-2截面锚杆受力计算及截面、配置长度设计NZi(m)σi(kN/m2)Sx(m)Sy(m)Htk(kN)cosβNak(kN)NaAs(mm2)锚杆用钢筋直径〔mm)钢筋根数实配db(mm2)frb(kpa)fb(kpa)la土la砂浆L自由段(m)锚杆最小长度L(m)满足稳定计算实设长度(m)σiSxSyHtk/cosβγQNakγ0Na/ξ2fyNak/ξ1ЛDfrbγ0Na/ξ3nЛdfb锚杆134.5019.132.502.50119.570.91131.93171.51207.1415.23420.0032275010.090.805.0015.0916.00237.0019.132.502.50119.570.91131.93171.51207.1415.23420.0032275010.090.805.0015.0916.00339.5019.132.502.50119.570.91131.93171.51207.1415.23420.0032275010.090.806.0016.0917.00442.0019.132.501.5071.740.9179.16102.91124.2815.23420.003227506.060.485.0011.0616.00锚杆计算表中符号说明Zi——第i个锚杆的高度σi——第i层锚杆所在位置水平土压力应力Sx，Sy——锚杆之间水平与竖直间距β——锚杆与水平面夹角25Htk——锚杆所受水平拉力标准值Nak——锚杆所受轴向拉力标准值Na——锚杆所受轴向拉力设计值γQ——分项系数，取1.31.3As——锚杆计算面积fy——锚杆抗拉强度设计值取1320MPa1320frb——砂浆与孔壁土粘结强度特征值(取锚固段各土层加权平均值)fb——锚杆与砂浆粘结强度特征值2750T土——砂浆与孔壁的有效锚固力T砂浆——锚杆与砂浆的有效锚固力la土——第i层锚杆与孔壁有效锚固长度la砂浆——第i层锚杆与砂浆有效锚固长度D钻孔直径取0.13米0.13L自由段——锚杆自由段长度L——锚杆最小总长度ξ1——砂浆与孔壁土粘结工作条件系数取1.0001.000ξ2——锚杆抗拉工作条件系数取0.690.690ξ3——锚杆与砂浆粘结工作条件系数取0.60.600γ0——建筑边坡重要性系数1.100三、2-2截面锚杆的抗拔能力计算锚杆体的抗拉断能力砂浆与土体的粘结能力砂浆与锚杆体的粘结能力锚索nddhAs(mm2)leiTi=As*fy*ξ2/γ0T土=π*dh*lei*frb*ξ1T砂浆=nπ*d*lei*fb*ξ3/γ01315.240.1342011.00347.8143.82370.02315.240.1342011.00347.8143.82370.03315.240.1342011.00347.8143.82370.04315.240.1342011.00347.8143.82370.0符号说明：d——锚杆钢筋直径dh——钻孔直径lei——有效锚固长度fy——锚杆抗拉强度设计值，取fy=1320MPa1320frb——砂浆与孔壁土层的粘结强度frbfb——砂浆与锚杆的粘结强度,取fb=2750KPa2750γ0——建筑边坡重要性系数1.10ξ1——砂浆与孔壁土粘结工作条件系数取1.001.00ξ2——锚杆抗拉工作条件系数取0.690.69ξ3——锚杆与砂浆粘结工作条件系数取0.60.60四、2-2截面加锚杆支护后边坡稳定计算土条编号土条自重WiαisinαicosαiSx竖向超载下滑力A=(Wi+q)*Sx*sinαiφ摩阻力B=(Wi+q)*cosαi*Sx*tanφcili粘聚力C=ci*li*SxPiD=∑Pi*cos(βi+αi)E=∑Pi*sin(βi+αi)*tanφ120.68610.000.1740.9852.5000.009.017.516.110.01.4937.2143.8117.7626.00259.61318.000.3090.9512.5000.0046.117.544.710.01.5438.5143.8105.1430.91393.02225.000.4230.9062.5000.0098.317.566.510.01.6240.5143.892.4134.724119.95233.000.5450.8392.5000.00163.317.579.310.01.7543.8143.876.1838.445138.45142.000.6690.7432.5000.00231.617.581.110.01.9749.4143.856.1741.726117.31952.000.7880.6162.5000.00231.117.556.910.02.4160.2143.832.3444.17746.08767.000.9210.3912.5000.00106.117.514.210.03.8195.2143.8-5.0245.30合计合计885.4358.7364.7474.98261.26稳定性系数：K=B+C+D+E/A=1.65符号说明：αi——破裂面与水平面的夹角Sx——锚索的水平间距φ——土层内摩擦角标准值ci——土体的粘聚力标准值li——土条沿破裂面的长度βi——锚索与水平面夹角25pi——锚索的锚固力〔取计算抗拔能力最小值〕------------------------------------------------------------------------计算工程：2#1次加筋后稳定------------------------------------------------------------------------[计算简图][控制参数]:采用标准: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数11.2008.300021.5000.000037.3009.2000420.0000.0001超载1距离8.000(m)宽12.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数2层号定位高重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层底线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数17.54318.000---47.40023.300-------------------7.000---217.50018.000---10.00017.500------------------0.000---下部土层数2层号定位深重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层顶线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数11.06918.000---47.40023.300-------------------11.000---28.63618.200---35.20024.600------------------0.000---不考虑水的作用[筋带信息]采用锚杆锚杆道数:4筋带力调整系数:1.000筋带号距地面水平间距总长度倾角材料抗拉锚固段锚固段粘结强法向力发高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)挥系数116.002.5025.0025.00347.8020.000.4032.001.00213.502.5025.0025.00347.8020.000.4032.001.00311.002.5025.0025.00347.8020.000.4032.001.0048.502.5025.0025.00347.8020.000.4032.001.00[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(3.360,18.540)(m)滑动半径=10.052(m)滑动安全系数=1.307起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)--------------------------------------------------------------------------------------------------------------------2.8593.752-0.3120.8910.0017.509.080.000.000.000.000.00-0.0511.793.7524.6444.7870.9010.0017.5026.590.000.000.000.000.002.2217.314.6445.5379.9240.9110.0017.5042.810.000.000.000.000.007.3822.365.5376.43015.1440.9310.0017.5057.690.000.000.000.000.0015.0726.816.4307.32220.4970.9510.0017.5071.140.000.000.000.000.0024.9130.547.3228.21526.0470.9910.0017.5083.030.000.000.000.000.0036.4633.468.2159.10731.8761.0510.0017.5093.140.000.000.000.000.0049.1935.459.10710.00038.1081.1410.0017.50101.130.000.000.000.000.0062.4136.4410.00010.84044.7121.1810.0017.5092.050.000.000.000.000.0064.7632.4410.84011.67951.9671.3610.0017.5077.660.000.000.000.000.0061.1728.7211.67912.51960.7561.7210.0017.5058.220.000.000.000.000.0050.8026.1712.51913.35874.8613.2310.0017.5023.440.000.000.000.000.0022.6334.21筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值长度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------1102.400139.120抗拔力20.00090.0070.000102.4002102.400139.120抗拔力20.00072.02031.61097.3993102.400139.120抗拔力20.00051.86663.23280.54540.0000.000抗拉力0.0000.0000.0000.000总的下滑力=396.941(kN)总的抗滑力=518.959(kN)土体局部下滑力=396.941(kN)土体局部抗滑力=335.726(kN)筋带在滑弧切向产生的抗滑力=94.842(kN)筋带在滑弧法向产生的抗滑力 =88.392(kN)------------------------------------------------------------------------计算工程：2#1次加筋最大滑动面稳定------------------------------------------------------------------------[计算简图][控制参数]:采用标准: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数11.2008.300021.5000.000037.3009.2000420.0000.0001超载1距离8.000(m)宽12.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数2层号定位高重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层底线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数17.54318.000---47.40023.300-------------------7.000---217.50018.000---10.00017.500------------------0.000---下部土层数2层号定位深重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层顶线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数11.06918.000---47.40023.300-------------------11.000---28.63618.200---35.20024.600------------------0.000---不考虑水的作用[筋带信息]采用锚杆锚杆道数:4筋带力调整系数:1.000筋带号距地面水平间距总长度倾角材料抗拉锚固段锚固段粘结强法向力发高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)挥系数116.002.5018.0025.00347.8010.000.4032.001.00213.502.5018.0025.00347.8010.000.4032.001.00311.002.5018.0025.00347.8010.000.4032.001.0048.502.5018.0025.00347.8010.000.4032.001.00[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:(null)条分法的土条宽度:1.000(m)圆弧入口起点x坐标:10.000(m)圆弧入口终点x坐标:18.000(m)圆弧出口起点x坐标:-5.000(m)圆弧出口终点x坐标:0.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小弓高:1.000(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(-0.390,16.415)(m)滑动半径=16.426(m)滑动安全系数=1.352起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)---------------------------------------------------------------------------------------------------------------------1.000-0.500-1.2560.5047.4023.300.050.000.000.000.000.00-0.0023.73-0.5000.0000.4890.5047.4023.300.080.000.000.000.000.000.0023.740.0000.2201.7440.2247.4023.303.020.000.000.000.000.000.0911.730.2201.0913.6500.8747.4023.3070.590.000.000.000.000.004.4971.701.0911.2005.3630.1147.4023.3015.490.000.000.000.000.001.4511.851.2001.9506.8730.7647.4023.30110.550.000.000.000.000.0013.2383.081.9502.7009.5170.7647.4023.30109.090.000.000.000.000.0018.0482.392.7003.61312.4730.9347.4023.30139.480.000.000.000.000.0030.13102.963.6134.52515.7570.9547.4023.30154.600.000.000.000.000.0041.98109.034.5255.43819.0950.9747.4023.30168.780.000.000.000.000.0055.22114.475.4386.35022.5030.9947.4023.30181.970.000.000.000.000.0069.64119.236.3507.26225.9961.0247.4023.30194.100.000.000.000.000.0085.08123.267.2628.17529.5981.0547.4023.30205.080.000.000.000.000.00101.29126.558.1759.08833.3341.0947.4023.30214.780.000.000.000.000.00118.03129.069.08810.00037.2381.1547.4023.30223.040.000.000.000.000.00134.97130.8110.00010.87141.2581.1647.4023.30210.380.000.000.000.000.00138.73123.0110.87111.74145.4421.2447.4023.30197.470.000.000.000.000.00140.70118.4911.74112.61249.9681.3547.4023.30182.420.000.000.000.000.00139.68114.7012.61213.48254.9751.5247.4023.30164.570.000.000.000.000.00134.77112.6013.48214.35360.7281.7847.4023.30142.670.000.000.000.000.00124.45114.4714.35315.19467.7072.2210.0017.50110.620.000.000.000.000.00102.3635.4315.19416.03680.7905.2810.0017.5055.760.000.000.000.000.0055.0455.62筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值长度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------151.200139.120抗拔力10.000102.3460.00050.016247.877139.120抗拔力9.35191.4240.00047.862345.196139.120抗拔力8.82780.5537.41844.583445.678139.120抗拔力8.92169.32316.12942.735总的下滑力=1509.363(kN)总的抗滑力=2040.771(kN)土体局部下滑力=1509.363(kN)土体局部抗滑力=1948.758(kN)筋带在滑弧切向产生的抗滑力=23.547(kN)筋带在滑弧法向产生的抗滑力 =68.466(kN)各层土层的主动土压力水平分力标准值计算：主动土压力系数—为墙背倾角，即墙背与沿垂线之间夹角，俯斜为正，仰斜为负—岩土体内摩擦角—墙背与土体之间的摩擦角—坡顶外表倾角=0；=0.5；=17.5；=17.5；=23.3；=-48；=-8代入得=0.28；=0.44；=0.34；素填土：=Kpa〔设计值取0〕=Kpa土压力合力的水平分力：KN素填土：=Kpa=Kpa土压力合力的水平分力：KN粉质粘土：=Kpa=Kpa土压力合力的水平分力：KN侧向岩土压力合力的水平分力标准值：KN考虑到土钉、锚杆〔索〕的约束作用，边坡土应力分布：其中Kpa二、2-2截面锚杆受力计算及截面、配置长度设计NZi(m)σi(kN/m2)Sx(m)Sy(m)Htk(kN)cosβNak(kN)NaAs(mm2)锚杆用钢筋直径〔mm)钢筋根数实配db(mm2)frb(kpa)fb(kpa)la土la砂浆L自由段(m)锚杆最小长度L(m)满足稳定计算实设长度(m)σiSxSyHtk/cosβγQNakγ0Na/ξ2fyNak/ξ1ЛDfrbγ0Na/ξ3nЛdfb锚杆127.0031.082.502.50194.220.94206.69268.69324.5115.23420.0040275012.651.255.0017.6515.00229.5031.082.502.50194.220.94206.69268.69324.5115.23420.0040275012.651.258.0020.6518.00332.0031.082.502.50194.220.94206.69268.69324.5115.23420.0040275012.651.2511.0023.6520.00434.5031.082.502.50194.220.91214.30278.59336.4615.23420.0032275016.401.2911.0027.4021.00537.0031.082.502.50194.220.91214.30278.59336.4615.23420.0032275016.401.2911.0027.4021.00639.5031.082.502.50194.220.91214.30278.59336.4615.23420.0032275016.401.2911.0027.4021.00742.0031.082.501.50155.380.91171.44222.87269.1715.23420.0032275013.121.0310.0023.1219.00锚杆计算表中符号说明Zi——第i个锚杆的高度σi——第i层锚杆所在位置水平土压力应力Sx，Sy——锚杆之间水平与竖直间距β——锚杆与水平面夹角20Htk——锚杆所受水平拉力标准值Nak——锚杆所受轴向拉力标准值Na——锚杆所受轴向拉力设计值γQ——分项系数，取1.31.3As——锚杆计算面积fy——锚杆抗拉强度设计值取1320MPa1320frb——砂浆与孔壁土粘结强度特征值(取锚固段各土层加权平均值)fb——锚杆与砂浆粘结强度特征值2750T土——砂浆与孔壁的有效锚固力T砂浆——锚杆与砂浆的有效锚固力la土——第i层锚杆与孔壁有效锚固长度la砂浆——第i层锚杆与砂浆有效锚固长度D钻孔直径取0.13米0.13L自由段——锚杆自由段长度L——锚杆最小总长度ξ1——砂浆与孔壁土粘结工作条件系数取1.0001.000ξ2——锚杆抗拉工作条件系数取0.690.690ξ3——锚杆与砂浆粘结工作条件系数取0.60.600γ0——建筑边坡重要性系数1.100三、2-2截面锚杆的抗拔能力计算锚杆体的抗拉断能力砂浆与土体的粘结能力砂浆与锚杆体的粘结能力锚索nddhAs(mm2)leiTi=As*fy*ξ2/γ0T土=π*dh*lei*frb*ξ1T砂浆=nπ*d*lei*fb*ξ3/γ01315.240.1342010.00347.8163.42154.52315.240.1342010.00347.8163.42154.53315.240.134209.00347.8147.01939.14315.240.1342010.00347.8130.72154.55315.240.1342010.00347.8130.72154.56315.240.1342010.00347.8130.72154.57315.240.134209.00347.8117.61939.1符号说明：d——锚杆钢筋直径dh——钻孔直径lei——有效锚固长度fy——锚杆抗拉强度设计值，取fy=360MPa1320frb——砂浆与孔壁土层的粘结强度frbfb——砂浆与锚杆的粘结强度,取fb=2100KPa2750γ0——建筑边坡重要性系数1.10ξ1——砂浆与孔壁土粘结工作条件系数取1.001.00ξ2——锚杆抗拉工作条件系数取0.690.69ξ3——锚杆与砂浆粘结工作条件系数取0.60.60四、2-2截面加锚杆支护后边坡稳定计算土条编号土条自重WiαisinαicosαiSx竖向超载下滑力A=(Wi+q)*Sx*sinαiφ摩阻力B=(Wi+q)*cosαi*Sx*tanφcili粘聚力C=ci*li*SxPiD=∑Pi*cos(βi+αi)E=∑Pi*sin(βi+αi)*tanφ1249.1215.000.0870.9962.5000.0054.323.3267.247.42.31273.5163.4148.0629.732362.50614.000.2420.9702.5000.00219.223.3378.747.42.36279.3163.4135.4339.343449.31622.000.3750.9272.5000.00420.823.3448.547.42.47292.7147.0109.2642.374521.12031.000.5150.8572.5000.00671.023.3480.947.42.67316.4130.782.2543.745547.17041.000.6560.7552.5000.00897.423.3444.647.43.03358.8130.763.3649.236452.62653.000.7990.6022.5000.00903.723.3293.347.43.78447.8130.738.2153.827195.43877.000.9740.2252.5000.00476.117.534.710.09.90247.5117.6-14.3336.81合计合计3642.52347.92216.0562.24295.05稳定性系数：K=B+C+D+E/A=1.49符号说明：αi——破裂面与水平面的夹角Sx——锚索的水平间距φ——土层内摩擦角标准值ci——土体的粘聚力标准值li——土条沿破裂面的长度βi——锚索与水平面夹角20pi——锚索的锚固力〔取计算抗拔能力最小值〕------------------------------------------------------------------------计算工程：2#2次加筋稳定------------------------------------------------------------------------[计算简图][控制参数]:采用标准: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数11.2008.300021.5000.000037.3009.2000420.0000.0001超载1距离8.000(m)宽12.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数2层号定位高重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层底线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数17.54318.000---47.40023.300-------------------7.000---217.50018.000---10.00017.500------------------0.000---下部土层数2层号定位深重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板τ强度增十字板τ水强度增长系层顶线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值角(度)系数11.06918.000---47.40023.300-------------------11.000---28.63618.200---35.20024.600------------------0.000---不考虑水的作用[筋带信息]采用锚杆锚杆道数:7筋带力调整系数:1.000筋带号距地面水平间距总长度倾角材料抗拉锚固段锚固段粘结强法向力发高度(m)(m)(m) (度)力(kN) 长度(m)周长(m)度(kPa)挥系数116.002.5019.0025.00347.8010.000.4032.001.00213.502.5021.0025.00347.8010.000.4032.001.00311.002.5021.0025.00347.8010.000.4032.001.0048.502.5021.0025.00347.8010.000.4032.001.0056.002.5020.0020.00347.8010.000.4040.001.0063.502.5018.0020.00347.8010.000.4040.001.0071.002.5015.0020.00347.8010.000.4040.001.00[计算条件]圆弧稳定分析方法:瑞典条分法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:(null)条分法的土条宽度:1.000(m)圆弧入口起点x坐标:10.000(m)圆弧入口终点x坐标:18.000(m)圆弧出口起点x坐标:-5.000(m)圆弧出口终点x坐标:0.000(m)搜索时的圆心步长:1.000(m)入口搜索步长:1.000(m)出口搜索步长:1.000(m)搜索圆弧底的上限:1000.000(m)搜索圆弧底的下限:-1000.000(m)圆弧限制最小弓高:1.000(m)------------------------------------------------------------------------计算结果:------------------------------------------------------------------------最不利滑动面:滑动圆心=(-0.365,17.354)(m)滑动半径=17.366(m)滑动安全系数=1.485起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)---------------------------------------------------------------------------------------------------------------------1.0000.000-0.4461.0047.4023.300.070.000.000.000.000.00-0.0047.440.0000.2701.6500.2747.4023.304.560.000.000.000.000.000.1314.770.2701.0913.4520.8247.4023.3069.130.000.000.000.000.004.1668.681.0911.2004.9890.1147.4023.3015.500.000.000.000.000.001.3511.861.2001.9506.4160.7547.4023.30110.680.000.000.000.000.0012.3783.151.9502.7008.9130.7647.4023.30109.320.000.000.000.000.0016.9482.502.7003.61311.7030.9347.4023.30139.930.000.000.000.000.0028.38103.193.6134.52514.7980.9447.4023.30155.290.000.000.000.000.0039.66109.404.5255.43817.9370.9647.4023.30169.770.000.000.000.000.0052.29115.035.4386.35021.1340.9847.4023.30183.340.000.000.000.000.0066.10120.026.3507.26224.4011.0047.4023.30195.930.000.000.000.000.0080.94124.357.2628.17527.7561.0347.4023.30207.480.000.000.000.000.0096.62127.968.1759.08831.2181.0747.4023.30217.880.000.000.000.000.00112.93130.839.08810.00034.8121.1147.4023.30227.020.000.000.000.000.00129.60132.9610.00010.99938.7591.2847.4023.30245.900.000.000.000.000.00153.95143.3010.99911.99843.1311.3747.4023.30230.280.000.000.000.000.00157.44137.2611.99812.99647.8451.4947.4023.30211.960.000.000.000.000.00157.13131.8212.99613.99553.0421.6647.4023.30190.110.000.000.000.000.00151.91128.0013.99514.99458.9831.9447.4023.30163.240.000.000.000.000.00139.90128.1514.99415.66364.7721.5710.0017.5090.790.000.000.000.000.0082.1327.9015.66316.33270.7042.0310.0017.5070.740.000.000.000.000.0066.7627.6316.33217.00182.0234.8410.0017.5030.500.000.000.000.000.0030.2049.69筋带号锚固抗拔材料抗拉计算采用有效锚固滑面角切向抗法向抗力(kN)力(kN)值长度(m)度(度)力(kN)力(kN)---------------------------------------------------------------------------151.200139.120抗拔力10.00098.7790.00050.600251.200139.120抗拔力10.00088.5031.33851.183351.200139.120抗拔力10.00078.17710.49050.114451.200139.120抗拔力10.00067.44119.64247.282564.000139.120抗拔力10.00053.83537.76751.668664.000139.120抗拔力10.00042.90246.88143.568764.000139.120抗拔力10.00028.96555.99530.994总的下滑力=1580.901(kN)总的抗滑力=2347.856(kN)土体局部下滑力=1580.901(kN)土体局部抗滑力=2047.343(kN)筋带在滑弧切向产生的抗滑力=172.113(kN)筋带在滑弧法向产生的抗滑力 =128.401(kN)2-2剖面肋柱计算：============================================一、锚杆肋柱计算，根据边坡土应力分布图，肋柱所受水平方向土压力为31.08kpa，垂直于坡面的土压力为31.08kpa×sin82º=30.78kpa。计算肋柱是可按照以锚索支点座位肋柱铰支座的连续梁计算截面及配筋。两面均布荷载为0.5×30.78×2.52/2.5=38.47kN/m============================================1计算简图：2计算条件：荷载条件:均布恒载标准值:38.47kN/m 活载准永久值系数:0.50均布活载标准值:0.50kN/m 支座弯矩调幅系数:100.0%梁容重:25.00kN/m3计算时考虑梁自重:考虑恒载分项系数:1.20 活载分项系数:1.40配筋条件:抗震等级:非抗震纵筋级别:HRB335混凝土等级