16-16剖面抗滑动桩计算书

16-16’剖面抗滑动桩计算书抗滑动桩验算计算项目：抗滑桩1------------------------------------------------------------------------原始条件:墙身尺寸:桩总长:15.500(m)嵌入深度:5.000(m)截面形状:圆桩桩径:1.500(m)桩间距:4.000(m)嵌入段土层数:2桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数13.00019.50013.0040.0035.0001.00025.00025.00030.00250.0040.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:3锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚索3.00033.34030.002000.002950.002锚索2.50027.79030.002000.002950.003锚索2.50013.89030.002000.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋场地环境:一般地区墙后填土内摩擦角:27.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:20.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:14折线序号水平投影长(m)竖向投影长(m)15.0000.00025.0000.00035.0000.35045.0000.87755.0000.87765.0000.87775.0000.87785.0001.20095.0001.400105.0001.400115.0001.800125.0002.300135.0002.300145.0002.200地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形桩后剩余下滑力水平分力500.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=380.952(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:m法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=1934.259(kN-m)距离桩顶13.000(m)面侧最大弯矩=1011.253(kN-m)距离桩顶7.375(m)最大剪力=1158.445(kN)距离桩顶15.188(m)最大位移=25(mm)第1道锚索水平拉力=693.481(kN)距离桩顶3.000(m)第2道锚索水平拉力=473.586(kN)距离桩顶5.500(m)第3道锚索水平拉力=177.524(kN)距离桩顶8.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-25.29-0.00020.3000.196-1.959-24.84-0.00030.6001.567-7.837-24.39-0.00040.9005.290-17.633-23.94-0.00051.20012.539-31.347-23.49-0.00061.50024.490-48.980-23.04-0.00071.80042.318-70.531-22.59-0.00082.10067.200-96.000-22.14-0.00092.400100.310-125.388-21.69-0.000102.700142.825-158.694-21.25-0.000113.000195.918497.563-20.80-0.000123.31347.029454.620-20.34-0.000133.625-87.777407.427-19.88-0.000143.938-207.170355.981-19.42-0.000154.250-309.822300.284-18.95-0.000164.563-394.404240.335-18.48-0.000174.875-459.588176.134-18.01-0.000185.188-504.045107.682-17.53-0.000195.500-526.446508.564-17.04-0.000205.813-673.459431.608-16.55-0.000216.125-795.758350.401-16.05-0.000226.438-892.016264.941-15.53-0.000236.750-960.904175.231-15.01-0.000247.063-1001.09381.268-14.47-0.000257.375-1011.253-16.946-13.92-0.000267.688-990.058-119.412-13.36-0.000278.000-936.178-226.130-12.78-0.000288.313-903.760-159.575-12.19-0.000298.625-836.001-274.796-11.59-0.000308.938-731.570-394.269-10.98-0.000319.250-589.140-517.993-10.36-0.000329.563-407.381-645.970-9.73-0.000339.875-184.966-778.198-9.10-0.0003410.18879.435-914.677-8.46-0.0003510.500387.150-1055.408-7.83-0.0003610.813716.965-1027.742-7.19-78.6953711.1251029.489-949.518-6.57-143.8113811.4381310.414-830.128-5.97-195.7883911.7501548.319-678.599-5.38-235.2264012.0631734.539-503.493-4.81-262.8544112.3751863.002-312.824-4.26-279.4954212.6881930.053-114.011-3.74-286.0164313.0001934.25986.136-3.24-283.2924413.3131876.218281.410-2.76-272.1534513.6251758.378478.879-2.32-289.5354613.9381576.919672.066-1.89-259.9754714.2501338.336841.812-1.49-222.8564814.5631050.787982.893-1.10-178.4424914.875724.0281090.181-0.72-126.7335015.188369.4241158.445-0.36-67.4425115.5000.000591.078-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000971925220.300971925230.600971925240.900971925251.200971925261.500971925271.800971925282.100971925292.4009719252102.7009719252113.0009719252123.3139719252133.6259719252143.9389719252154.2509719252164.5639719252174.8759719252185.1889719252195.5009719252205.8139719252216.1259719252226.4389719252236.7509719252247.0639719252257.3759719252267.6889719252278.0009719252288.3139719252298.6259719252308.9389719252319.2509719252329.5639719252339.87597192523410.18897192523510.50097192523610.81397192523711.12597192523811.43897192523911.75097192524012.06397192524112.37597192524212.68897192524313.00097192524413.31397192524513.62597192524613.93897192524714.25097192524814.56397192524914.87597192525015.18897192525115.5009719252=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为10.500(m)处的库仑主动土压力第1破裂角：35.712(度)Ea=368.735Ex=351.669Ey=110.881(kN)作用点高度Zy=3.500(m)(一)桩身内力计算计算方法:m法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=1360.438(kN-m)距离桩顶13.000(m)面侧最大弯矩=711.253(kN-m)距离桩顶7.375(m)最大剪力=814.779(kN)距离桩顶15.188(m)最大位移=18(mm)第1道锚索水平拉力=487.751(kN)距离桩顶3.000(m)第2道锚索水平拉力=333.091(kN)距离桩顶5.500(m)第3道锚索水平拉力=124.860(kN)距离桩顶8.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-17.79-0.00020.3000.138-1.378-17.47-0.00030.6001.102-5.512-17.15-0.00040.9003.721-12.402-16.84-0.00051.2008.819-22.047-16.52-0.00061.50017.225-34.449-16.20-0.00071.80029.764-49.607-15.89-0.00082.10047.264-67.520-15.57-0.00092.40070.552-88.190-15.26-0.000102.700100.454-111.615-14.94-0.000113.000137.797349.955-14.63-0.000123.31333.077319.752-14.30-0.000133.625-61.737286.559-13.98-0.000143.938-145.710250.375-13.66-0.000154.250-217.909211.201-13.33-0.000164.563-277.399169.036-13.00-0.000174.875-323.246123.882-12.67-0.000185.188-354.51475.737-12.33-0.000195.500-370.270357.692-11.99-0.000205.813-473.669303.566-11.64-0.000216.125-559.687246.450-11.29-0.000226.438-627.389186.343-10.92-0.000236.750-675.840123.246-10.56-0.000247.063-704.10657.159-10.18-0.000257.375-711.253-11.919-9.79-0.000267.688-696.345-83.987-9.39-0.000278.000-658.449-159.046-8.99-0.000288.313-635.649-112.235-8.58-0.000298.625-587.991-193.274-8.15-0.000308.938-514.541-277.304-7.72-0.000319.250-414.364-364.324-7.29-0.000329.563-286.527-454.335-6.84-0.000339.875-130.093-547.336-6.40-0.0003410.18855.870-643.327-5.95-0.0003510.500272.297-742.309-5.50-0.0003610.813504.269-722.850-5.06-55.3493711.125724.079-667.832-4.62-101.1483811.438921.664-583.860-4.20-137.7053911.7501088.991-477.285-3.78-165.4434012.0631219.967-354.126-3.38-184.8754112.3751310.320-220.021-3.00-196.5794212.6881357.480-80.188-2.63-201.1664313.0001360.43860.583-2.28-199.2504413.3131319.615197.926-1.94-191.4164513.6251236.734336.814-1.63-203.6414613.9381109.107472.690-1.33-182.8504714.250941.303592.078-1.04-156.7434814.563739.058691.306-0.77-125.5054914.875509.237766.766-0.51-89.1365015.188259.830814.779-0.25-47.4345115.5000.000415.727-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000971925220.300971925230.600971925240.900971925251.200971925261.500971925271.800971925282.100971925292.4009719252102.7009719252113.0009719252123.3139719252133.6259719252143.9389719252154.2509719252164.5639719252174.8759719252185.1889719252195.5009719252205.8139719252216.1259719252226.4389719252236.7509719252247.0639719252257.3759719252267.6889719252278.0009719252288.3139719252298.6259719252308.9389719252319.2509719252329.5639719252339.87597192523410.18897192523510.50097192523610.81397192523711.12597192523811.43897192523911.75097192524012.06397192524112.37597192524212.68897192524313.00097192524413.31397192524513.62597192524613.93897192524714.25097192524814.56397192524914.87597192525015.18897192525115.5009719252抗滑动桩验算计算项目：抗滑桩锚杆设计------------------------------------------------------------------------原始条件:锚杆号锚杆类型竖向间距入射角锚固体水平预加水平刚度筋浆强度(m)(°)直径(mm)力(kN)(MN/m)fb(kPa)1锚索3.0030.002000.00033.342950.002锚索2.5030.002000.00027.792950.003