边坡锚杆设计计算书.docx

计算项目：2#工况整体稳定I计算简图控制参数:采用规范: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(20.0d-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薮强度增长系度(m)(kN/m3)层底线倾全孔压化 N/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kP。)数水下值角(度)17.543 18.000系数-47.400 23.300 07.0002 17.500 18.00010.000 17.500一一0.000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厚十字板强度增 十字板羲强度增长系度(m)(kN/m3)层顶线倾全孔压(kN/m3) (kPa)(度)力(kP。)擦角(度)(kPa)长系数下值(kPQ)数水下值角(度)11.06918.000系数47.400 23.30028.636 18.20035.200 24.6000.000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：L000(m)搜索时的圆心步长：L000(m)搜索时的半径步长：0.500(m)计算结果:锻不利滑动面：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xII力抗滑力Ci(kPa)阐条实重(kN)浮力(kN)地震力(kN)渗透力(kN)附加力X附加力丫下滑(kN)(kN)(kN)(m) (kN)(m)(度)(m)2.77111.673.6759.1040.9210.0017.508.080.000.000.000.000.001.283.67516.554.57913.4940.9310.0017.5023.660.000.000.000.000.005.524.57920.915.48217.9670.9510.0017.5038.040.000.000.000.000.0011.735.48224.676.38622.5570.9810.0017.5051.120.000.000.000.000.0019.616.38627.777.28927.3071.0210.0017.5062.800.000.000.000.000.0028.817.28930.128.19332.2721.0710.0017.5072.890.000.000.000.000.0038.928.19331.689.09637.5281.1410.0017.5081.120.000.000.000.000.0049.429.09632.4210.00043.1921.2410.0017.5087.100.000.000.000.000.0059.6210.00025.7510.75448.8731.1510.0017.5068.840.000.000.000.000.0051.8510.75423.2211.50954.7141.3110.0017.5055.730.000.000.000.000.0045.4911.50912.26361.6021.5910.0017.5039.010.000.000.000.000.0034.32计算项目：2# 1次加筋最大滑动面稳定【计算简图【控制参数：采用规范: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(20QQ-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索水下内摩十字板T强度增十字板T水强度增长系层底线倾度(m)(kN/m3)全孔压 (kN/m3)(kPa)(度)力化P。)擦角(度)(kPa) 长系数下值(kP。)1数水下值 7.543角(度) 18.000系数47.400 23.300 *«(-7.0002 17.500 18.000-10.000 17.5000.000下部土层数2层号 定位深重度十字板T水 强度增长系 层顶线倾 度(m)(kN/m3)下值(kP。)数水下值角(度)11.06918.000-11.00028.63618.2000.000不考虑水的作用饱和重度 粘聚力内摩擦角水下粘聚水下内摩十字板T 强度增 全孔压 (kN/m3) (kPa)(度)力(kPa)擦角(度)(kPa)长系数系数 47.40023.300-35.20024.600筋带信息】采用锚杆锚杆道数：4筋带力调整系数：LOOO筋带号距地面水平间距 高度(m)(m)116.002.50213.502.50311.002.5048.502.50总长度(m) 18.00 18.00 18.00 18.00倾角(度)25.0025.0025.0025.00材料抗拉锚固段 锚固段粘结强法向力发 力(kN)长度(m)周长(m)度(kPa)挥系数347.8010.000.4032.001.00347.8010.000.4032.001.00347.8010.000.4032.001.00347.8010.000.4032.001.00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：LOOO(m)圆弧入口起点x坐标：lO.OOO(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：L000(m)入口搜索步长：LOOO(m)出口搜索步长：LOOO(m)搜索圆弧底的上限：lOOO.OOO(m)搜索网弧底的下限：-1000.000(m)圆弧限制最小弓高：LOOO(m)计算结果:=(-0.390,16.415) (m)=I6.426(m)=1.352最不利滑动面： 滑动圆心 滑动半径 滑动安全系数起始X终止X力抗滑力aliCi(kPa)Oi(度)条实重(kN)浮力地震力渗透力(kN)附加力X附加力丫下滑(kN)(度)(m)(m) (kN)(m)(kN)(kN)(kN)(kN)-1.000-0.500-1.2560.5047.4023.300.050.000.000.000.000.00-0.0023.73-0.5000.0000.4890.5047.4023.300.080.000.000.000.000.000.0023.740.0000.2201.7440.2247.4023.303.020.000.000.000.000.000.0911.730.2201.0913.6500.8747.4023.3070.590.000.000.000.000.004.4971.701.0911.2005.3630.1147.4023.3015.490.000.000.000.000.001.4511.851.2001.9506.8730.7647.4023.30110.550.000.000.000.000.0013.2383.081.9502.7009.5170.7647.4023.30109.090.000.000.000.000.0018.0482.392.7003.61312.4730.9347.4023.30139.480.000.000.000.000.0030.13102.963.6134.52515.7570.9547.4023.30154.600.000.000.000.000.0041.98109.034.5255.43819,0950.9747.4023.30168.780.000.000.000.000.0055.22114.475.4386.35022.5030.9947.4023.30181.970.000.000.000.000.0069.64119.236.3507.26225.9961.0247.4023.30194.100.000.000.000.000.0085.08123.267.2628.17529.5981.0547.4023.30205.080.000.000.000.000.00101.29126.558.1759.08833.3341.0947.4023.30214.780.000.000.000.000.00118.03129.069.088134.9710.000130.8137.2381.1547.4023.30223.040.000.000.000.000.0010.000138.7310.871123.0141.2581.1647.4023.30210.380.000.000.000.000.0010.871140.7011,741118.4945.4421.2447.4023.30197.470.000.000.000.000.0011.741139.6812.612114.7049.9681.3547.4023.30182.420.000.000.000.000.0012.612134.7713.482112.6054.9751.5247.4023.30164.570.000.000.000.000.0013.482124.4514.353114.4760.7281.7847.4023.30142.670.000.000.000.000.0014.353102.3615.19435.4367.7072.2210.0017.50110.620.000.000.000.000.0015.194 16.036 80.7905.28 10.00 17.50 55.760.000.000.000.000.00 55.0455.62筋带号锚固抗拔材料抗拉计算采用有效锚固涓面角 切向抗 法向抗 力(kN) 力(kN) 值长度(m)度(度)力(kN)力(kN)247,877139.120345.196139.120445.678139.120151.200139.120抗抗抗抗拔拔拔拔10.000102.3460.00050.0169.35191.4240.00047.8628.82780.5537.41844.5838.92169.32316.12942.735力力力力总的下涓力总的抗滑力土体部分下滑力土体部分抗滑力=1509.363(kN) = 2040.771 (kN) =1509.363(kN) =1948.758(kN)筋带在涓弧切向产生的抗滑力=23.547化N)筋带在滑弧法向产生的抗滑力=68.466(kN)C=10. OKpa4>=17.5°¥=18.0KN/mJ P=48°C=1O. OKpa6=17.5°8。Y=18.0KN/mJC=47.4Kpa 4)=23.3°P=8°Y=18.0KN/m) 31.08KN/m31.08KN/m主动土压力标准值边坡土应力分布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K“ = cos-p)cos2pcos(p) 1 +、sin(*)*sin(噂y cos0 + q) * cos(p -夕)O一为墙背倾角，即墙背与沿垂线之间夹角，俯斜为正，仰斜为负8一岩土体内摩擦角5一墙背与土体之间的摩擦角仅一坡顶表面倾角力=0; 6=0.5仍；=17.5;物=17.5;仍=23.3;夕尸-48; p2=-8 代入得储=0.28; K“2=0.44;代3 =0.34;素填土：。"0=必77= -2xl0xV028 =一一10.68 Kpa (设计值取 0)% =7禽(“-2的、石=18.0x9.2x0.28-2x10x(128 =36.61 Kpa土压力合力的水平分力：马灯(<7刈+41) = 0.5x7121x36.61 = 130.35KN 索填土：% =7eK“2-2j区7= 18.0x9.2x0.44-2x10x7044 = 60.34 Kpa( 2+%)K“2 2c2n7= (18.0x9.2 + 18.0x 0.757) x 0.44-2xl0x y/()A4 = 66.0 Kpa土压力合力的水平分力：Ehkl =h2(yal + crl2) = 0.5x0.757x(60.31 + 66.40) = 47.97KN 粉质粘土：5,2 =。禽 + y2th)K“3 2cH瓦7= (18.0 x 9.2+ 18.0 x 0.757)x0.34 - 2 x 47.4x7034 =5.77 KpaS3 =(九九 +打他 +/“3)K"3 一标)J。= (18.0 x 9.2 + 18.0 x 0.757 +18.0 x 7.543)x0.34 - 2 x 47.4x>/034 =52.08 Kpa土压力合力的水平分力：Ehky= hy+(t<(3) = 0.5x7.543x(5.77 + 52,08) = 218.21 KN 侧向岩土压力合力的水平分力标准值：Ehk= EWI+ Eg? + E,lk3 = 130.35 + 47.97 + 218.21 = 396.54 KN考虑到土钉、锚杆(索)的约束作用，边坡土应力分布：其中 1.2* = 1.2Ehk/0.875 W = 1.2 x 396.54/(O.875 x 17.5) = 31.08 Kpa2-2截面 锚杆受力计算及截面、配置长度设计NZi(m)0, (kN/m2)Sx(m)Sy(m )Htk (kN)cosBNak (kN)NaAs(mm2)锚杆用钢 筋直径 (mm)筋数 钢根实配 db(mm2)ffb(kpa)fb(kpa)la±1。妙浆L am段(m)锚杆最小长度L(m)满足稳定 计算实设 长度(m)aiSxSyHtk/cos(3YoNakYoNa/2fyNak/ADRYdNq 代 3nAdf0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5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B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yQ分项系数，取L31.3As锚杆计算面积fy锚杆抗拉强度设计值取1320MPO1320晶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锚杆与砂浆的有效锚固力la±第i层锚杆与孔壁有效锚固长度1。的浆第i层锚杆与砂浆有效锚固长度D钻孔直径取0.13米0.13L百由段锚杆自由段长度L锚杆最小总长度&砂浆与孔嵬土粘结工作条件系数取1.0001.00 0b锚杆抗拉工作条件系数取。.690.69 0扇I1锚杆与砂浆粘结工作条件系数取0.60.600Y0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(m m2)leiTi=As*fy*&/Y。T±= nPh-lei%T 匕祭=nn,d*lei*fb*3/Y01315.240.1342010.00347.E163.42154.52315.240.1342010.00347.8163.42154.53315.240.134209.00347.8147.01939.14315.240.1342010.00347.8130.72154.55315.240.1342010.00347.8130.72154.56315.240.1342010.00347.8130.72154.57315.240.134209.00347.8117.61939.1符号说明：ddhleifyuhYO""锚杆钢筋直径钻孔直径有效锚固长度132027501.101.000.690.60锚杆抗拉强度设计值，取fy=360MP。砂浆与孔壁土层的粘结强度危砂浆与锚杆的粘结强度，取fb=2100KPa 建筑边坡重要性系数砂浆与孔壁土粘结工作条件系数取1.00 锚杆抗拉工作条件系数取。.69心锚杆与砂浆粘结工作条件系数取06四、2-2截面加锚杆支护后边坡稳定计算土条 编号土条自 重WiaisinaicosaiSx竖向超 载下滑力A= (W(+q)*Sx*sinai4)摩阻力B = (Wi+q)"cosa*Sx*tan(pCili粘聚力cci*li*SxPiD = EPi*cos(|3i+a i)E = EPi*sin(|3i+a i)*tan<p1249.1215.000.0870.9962.5000.0054.323.3267.247.42.31273.5163.4148.0629.732362.50614.000.2420.9702.5000.00219.223.3378.747.42.36279.3163.4135.4339.343449.31622.000.3750.9272.5000.00420.823.3448.547.42.47292.7147.0109.2642.374521.12031.000.5150.8572.5000.00671.023.3480.947.42.67316.4130.782.2543.745547.17041.000.6560.7552.5000.00897.423.3444.647.43.03358.8130.763.3649.236452.62653.000.7990.6022.5000.00903.723.3293.347.43.78447.8130.738.2153.827195.43877.000.9740.2252.5000.00476.117.534.710.09.90247.5117.6-14.3336.81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：ai破裂面与水平面的夹角Sx3ciliBiPi计算项目：2#2次加筋稳定 【计算简图【控制参数:采用规范:通用方法计算目标:安全系数计算 滑裂面形状：圆加滑动法 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T强度增十字板T水强度增长系层底线倾全孔压度(m)(kN/m3)(kN/m3)(kPa)（度）力（kP。）擦角（度）(kPa)长系数下值（kP。）数水下值角（度）系数17.54318.00047.400 23.300-7.000锚索的水平间距土层内摩擦角标准值土体的粘聚力标准值 土条沿破裂面的长度 锚索与水平面夹角20锚索的锚固力(取计算抗拔能力最小值)217.50018.000-10.00017.500-0.000下部土层数2层号定位深里度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板T强度增十字板T水强度增长系层顶线倾度(m)(kN/m3)全孔压(kN/m3) (kPa)(度)力(kPa)擦角(度)(kPa) 长系数下值化PQ)1数水下值 1.069角(度) 18.000系数47.400 23.300 -11.00028.63618.20035.200 24.600 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。00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)力化N)长度(m)周长(m)度化P。)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：LOOO(m)圆弧入口起点x坐标：】0.000(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：L00O(m)入口搜索步长：L000(m)出口搜索步长：LOOO(m)搜索圆弧底的上限：lOOOOOO(m)搜索圆犯底的下限：-1000.000(m) 圆弧限制最小弓高：LOOO(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X力抗滑力aliCii条实重浮力1池震力渗透力附加力X附加力Y下滑(m) (kN)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-1.00047.440.000-0.4461.0047.4023.300.070.000.000.000.000.00-0.000.00014.770.2701.6500.2747.4023.304.560.000.000.000.000.000.130.27068.681.0913.4520.8247.4023.3069.130.000.000.000.000.004.161.09111.861.2004.9890.1147.4023.3015.500.000.000.000.000.001.351.20083.151.9506.4160.7547.4023.30110.680.000.000.000.000.0012.371.95082.502.7008.9130.7647.4023.30109.320.000.000.000.000.0016.942.700103.193.61311.7030.9347.4023.30139.930.000.000.000.000.0028.383.613109.404.52514.7980.9447.4023.30155.290.000.000.000.000.0039.664.525115.035.43817.9370.9647.4023.30169.770.000.000.000.000.0052.295.438120.026.35021.1340.9847.4023.30183.340.000.000.000.000.0066.106.350124.357.26224.4011.0047.4023.30195.930.000.000.000.000.0080.947.262127.968.17527.7561.0347.4023.30207.480.000.000.000.000.0096.628.175130.839.08831.2181.0747.4023.30217.880.000.000.000.000.00112.939.088129.6010.000132.9634.8121.1147.4023.30227.020.000.000.000.000.0010.000153.9510.999143.3038.7591.2847.4023.30245.900.000.000.000.000.0010.99911.99843.1311.3747.4023.30230.280.000.000.000.000.00157.44137.2611.99812.996 47.8451.4947.4023.30211.960.000.000.000.000.00157.13131.8212.99613.995 53.0421.6647.4023.30190.110.000.000.000.000.00151.91128.00