综合帮扶工程边坡支护计算书

综合帮扶工程边坡支护计算书PAGE目录TOC\o"1-4"\h\z\u1、桩板挡墙 43.排水沟设计 233.重力式挡墙 23桩板挡墙（10-10）桩、板计算条件1.总控制信息路基型式路堤地区类型一般地区支护类型桩＋板结构重要性系数1.10抗震设计烈度(度)配筋计算水平地震系数Kh水上地震角(度)水下地震角(度)重要性修正系数Ci综合影响系数Cz2.坡线、土层和水位1)坡线信息坡线数4坡线水平投影竖向投影坡线长坡线仰角荷载数序号长(m)长(m)(m)(°)18.3601.3688.4719.293021.6602.2742.81553.8710310.6601.72510.7999.192045.7803.0006.51227.4310坡线上无荷载2)土层信息桩前地面横坡无横坡桩前地面横坡角(度)0.000桩后横坡角(度)0.000结构与土摩擦角(度)15.000嵌固段以上土层数:2序号地层地层重度浮重度粘聚力内摩擦综合内摩土摩阻计算m,c,K承载KHηR类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1土层10.50019.00030.60011.700100.000m法10.000160.0002土层2.70026.60050.00018.000120.000m法25.000400.000嵌固段土层数:1序号地层地层重度浮重度粘聚力内摩擦综合内摩土摩阻计算m,c,K类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法1土层10.00026.400970.00050.000850.000K法200.0003)水位信息非浸水地区，无水位信息3.计算模型1)桩前覆土模型：弹簧模型横向地基承载力计算铁路规范4.滑坡推力相关信息1)滑坡推力信息滑坡推力分布类型矩形计算目标按指定滑面计算推力计算模型R/K模型安全系数K1.350是否考虑动水压力和浮托力ㄨ是否考虑坡面外的静水压力ㄨ是否考虑承压水的浮托力ㄨ桩前剩余抗滑力水平分力(kN/m)0.0001)滑面信息18.0303.7808.87525.20830.60025.000219.40015.76024.99539.08930.60025.0005.桩信息1)桩基本信息桩前地面以上长度(m)13.200嵌固点深度(m)0.000悬臂长度(m)13.200嵌固长度(m)4.000截面形状圆形桩径D(m)1.600桩中心距(m)4.000桩底支承条件自由坡线数42)桩配筋信息桩作用综合分项系数1.00桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)100桩容重(kN/m3)25.00桩纵筋级别HRB500桩箍筋级别HRB4006.板信息1)板尺寸信息桩间板类型直板桩间板的种类数1板的搭接长度(m)0.500板类型号板厚(mm)板宽(m)板块数13001.000112)板配筋信息板作用综合分项系数1.000混凝土强度等级C30钢筋合力点到边缘距离(mm)25板纵筋级别HRB400板选筋钢筋直径147.结构上自定义荷载以及荷载组合1)桩顶自定义荷载桩顶自定义荷载数：02)桩荷载组合[滑坡推力(一般)组合]荷载号荷载名称是否参与调整系数1桩自重√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后滑坡推力√1.000[库仑土压力(一般)组合]荷载号荷载名称是否参与调整系数1桩自重√1.0002桩顶恒载√1.0003桩顶活载√1.0004桩后主动土压力√1.0002)板荷载组合[滑坡推力(一般)组合]荷载号荷载名称是否参与调整系数1板后滑坡推力√1.000[库仑土压力(一般)组合]荷载号荷载名称是否参与调整系数1板后主动土压力√1.000抗滑动桩验算计算项目：抗滑桩综合分析1原始条件:钢筋混凝土配筋计算依据:《混凝土结构设计规范GB50010-2010》=====================================================================第1种情况:滑坡推力(一般情况)(一)桩身内力计算剩余下滑力=159.161(kN) 剩余下滑力角度=25.208°剩余下滑力水平分力=144.003(kN) 剩余下滑力竖直分力=67.787(kN)分布范围为桩顶以下(0～10.600m)范围桩顶以下(10.600m～13.200m)范围内按土压力计算按实际墙背计算得到:第1破裂角：50.184(度)Ea=636.430(kN)Ex=614.744(kN)Ey=164.720(kN)作用点到嵌固点距离Zy=2.914(m)段内的土压力合力:Ea=329.098(kN),Ex=317.884(kN),Ey=85.177(kN)作用点高度Zy=1.227合并后整个桩后范围内:水平分力=461.888(kN) 竖直分力=152.964(kN)作用点高度=3.308(m)第1嵌固段地层计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=61.134(kN-m)距离桩顶1.500(m)面侧最大弯矩=3097.811(kN-m)距离桩顶11.376(m)最大剪力=952.097(kN)距离桩顶13.200(m)最大位移=24(mm)第1道锚索水平拉力=500.000(kN)距离桩顶1.500(m)第2道锚索水平拉力=500.000(kN)距离桩顶3.500(m)第3道锚索水平拉力=500.000(kN)距离桩顶5.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.00023.800.00020.2141.248-11.64423.300.00030.4294.990-23.28922.800.00040.64311.229-34.93322.290.00050.85719.962-46.57821.790.00061.07131.191-58.22221.290.00071.28644.914-69.86720.790.00081.50061.134176.89420.290.00091.70026.842166.02619.820.000101.900-5.277155.15819.350.000112.100-35.222144.29018.880.000122.300-62.993133.42118.410.000132.500-88.590122.55317.940.000142.700-112.014111.68517.470.000152.900-133.264100.81717.000.000163.100-152.34189.94916.540.000173.300-169.24379.08016.070.000183.500-183.973351.49315.600.000193.700-253.185340.62515.140.000203.900-320.223329.75714.670.000214.100-385.087318.88914.210.000224.300-447.778308.02013.750.000234.500-508.295297.15213.290.000244.700-566.639286.28412.830.000254.900-622.809275.41612.380.000265.100-676.805264.54811.920.000275.300-728.628253.67911.470.000285.500-778.277570.44511.030.000295.703-892.752559.43410.580.000305.905-1004.995548.42210.130.000316.108-1115.007537.4119.690.000326.311-1222.788526.4009.260.000336.513-1328.338515.3898.820.000346.716-1431.656504.3788.400.000356.918-1532.743493.3677.980.000367.121-1631.599482.3557.570.000377.324-1728.224471.3447.160.000387.526-1822.618460.3336.760.000397.729-1914.780449.3226.370.000407.932-2004.711438.3115.990.000418.134-2092.411427.2995.610.000428.337-2177.880416.2885.250.000438.539-2261.117405.2774.890.000448.742-2342.124394.2664.550.000458.945-2420.899383.2554.210.000469.147-2497.443372.2443.880.000479.350-2571.756361.2323.570.000489.553-2643.837350.2213.260.000499.755-2713.688339.2102.970.000509.958-2781.306328.1992.690.0005110.161-2846.694317.1882.420.0005210.363-2909.851306.1762.160.0005310.566-2970.776295.1651.920.0005410.768-3026.984247.3441.680.0005510.971-3068.442161.4171.460.0005611.174-3092.22672.9001.260.0005711.376-3097.811-18.2081.060.0005811.579-3084.672-111.9050.880.0005911.782-3052.284-208.1940.710.0006011.984-3000.123-307.0730.560.0006112.187-2927.664-408.5410.420.0006212.389-2834.382-512.6010.290.0006312.592-2719.751-619.2500.170.0006412.795-2583.247-728.4910.070.0006512.997-2424.345-840.321-0.030.0006613.200-2242.521-952.097-0.11-0.0006713.400-2052.631-940.702-0.19-37.3926813.600-1866.240-920.141-0.25-50.4746913.800-1684.574-893.820-0.31-62.0097014.000-1508.712-862.428-0.36-72.1477114.200-1339.603-826.583-0.41-81.0337214.400-1178.079-786.841-0.44-88.8087314.600-1024.867-743.688-0.48-95.6057414.800-880.603-697.553-0.51-101.5517515.000-745.845-648.807-0.53-106.7667615.200-621.080-597.765-0.56-111.3617715.400-506.739-544.693-0.58-115.4407815.600-403.203-489.811-0.60-119.0987915.800-310.815-433.296-0.61-122.4208016.000-229.885-375.287-0.63-125.4828116.200-160.700-315.890-0.64-128.3538216.400-103.528-255.181-0.66-131.0888316.600-58.627-193.212-0.67-133.7368416.800-26.244-130.016-0.68-136.3338517.000-6.621-65.609-0.69-138.9088617.200-0.000-16.553-0.71-141.474桩底竖向合力=1883.56(kN)，桩底面积A=2.011(m2)桩底所在土层承载力=3872.00(kPa)故桩的竖向地基承载力满足。(二)桩身配筋计算点号距顶距离弯矩剪力全部纵筋箍筋(m)(kN.m)(kN)(mm2)(mm2/m)10.0001.0000.00010053134220.2141.248-11.64410053134230.4294.990-23.28910053134240.64311.229-34.93310053134250.85719.962-46.57810053134261.07131.191-58.22210053134271.28644.914-69.86710053134281.50061.134176.89410053134291.70026.842166.026100531342101.9005.277155.158100531342112.10035.222144.290100531342122.30062.993133.421100531342132.50088.590122.553100531342142.700112.014111.685100531342152.900133.264100.817100531342163.100152.34189.949100531342173.300169.24379.080100531342183.500183.973351.493100531342193.700253.185340.625100531342203.900320.223329.757100531342214.100385.087318.889100531342224.300447.778308.020100531342234.500508.295297.152100531342244.700566.639286.284100531342254.900622.809275.416100531342265.100676.805264.548100531342275.300728.628253.679100531342285.500778.277570.445100531342295.703892.752559.434100531342305.9051004.995548.422100531342316.1081115.007537.411100531342326.3111222.788526.400100531342336.5131328.338515.389100531342346.7161431.656504.378100531342356.9181532.743493.367100531342367.1211631.599482.355100531342377.3241728.224471.344100531342387.5261822.618460.333100531342397.7291914.780449.322100531342407.9322004.711438.311100531342418.1342092.411427.299100531342428.3372177.880416.288100531342438.5392261.117405.277100531342448.7422342.124394.266100531342458.9452420.899383.255100531342469.1472497.443372.244100531342479.3502571.756361.232100531342489.5532643.837350.221102071342499.7552713.688339.210105031342509.9582781.306328.1991079113425110.1612846.694317.1881107013425210.3632909.851306.1761134113425310.5662970.776295.1651160213425410.7683026.984247.3441184413425510.9713068.442161.4171202313425611.1743092.22672.9001212613425711.3763097.811-18.2081215013425811.5793084.672-111.9051209313425911.7823052.284-208.1941195313426011.9843000.123-307.0731172813426112.1872927.664-408.5411141713426212.3892834.382-512.6011101713426312.5922719.751-619.2501052913426412.7952583.247-728.4911005313426512.9972424.345-840.3211005313426613.2002242.521-952.0971005313426713.4002052.631-940.7021005313426813.6001866.240-920.1411005313426913.8001684.574-893.8201005313427014.0001508.712-862.4281005313427114.2001339.603-826.5831005313427214.4001178.079-786.8411005313427314.6001024.867-743.6881005313427414.800880.603-697.5531005313427515.000745.845-648.8071005313427615.200621.080-597.7651005313427715.400506.739-544.6931005313427815.600403.203-489.8111005313427915.800310.815-433.2961005313428016.000229.885-375.2871005313428116.200160.700-315.8901005313428216.400103.528-255.1811005313428316.60058.627-193.2121005313428416.80026.244-130.0161005313428517.0006.621-65.6091005313428617.2000.000-16.553100531342==========================================================================================================================================第2种情况:库仑土压力(一般情况)(一)桩身内力计算按实际墙背计算得到:第1破裂角：50.184(度)Ea=636.430(kN)Ex=614.744(kN)Ey=164.720(kN)作用点到嵌固点距离Zy=2.914(m)第1嵌固段地层计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)面侧最大弯矩=4213.971(kN-m)距离桩顶9.958(m)最大剪力=1451.944(kN)距离桩顶13.200(m)最大位移=23(mm)第1道锚索水平拉力=500.000(kN)距离桩顶1.500(m)第2道锚索水平拉力=500.000(kN)距离桩顶3.500(m)第3道锚索水平拉力=500.000(kN)距离桩顶5.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.00023.030.00020.2140.0000.00022.430.00030.429-0.0000.00021.830.00040.6430.000-0.00021.230.00050.8570.000-0.00020.630.00061.0710.000-0.00020.020.00071.2860.000-0.00019.420.00081.5000.000275.84018.820.00091.700-55.168275.84018.260.000101.900-110.336275.84017.700.000112.100-165.504275.84017.140.000122.300-220.672275.84016.580.000132.500-275.840275.84016.020.000142.700-331.008275.84015.460.000152.900-386.176275.84014.900.000163.100-441.344275.84014.350.000173.300-496.512275.84013.800.000183.500-551.680591.86013.250.000193.700-670.052591.86012.700.000203.900-788.424591.86012.150.000214.100-906.747591.13011.610.000224.300-1024.760588.65411.070.000234.500-1142.073584.14410.530.000244.700-1258.281577.60110.000.000254.900-1372.978569.0259.480.000265.100-1485.756558.4158.960.000275.300-1596.209545.7728.450.000285.500-1703.929906.9657.940.000295.703-1886.027890.0217.440.000305.905-2064.481870.9916.940.000316.108-2238.867849.8726.450.000326.311-2408.762826.6675.970.000336.513-2573.743801.3755.500.000346.716-2733.388773.9955.040.000356.918-2887.274744.5274.600.000367.121-3034.977712.9734.160.000377.324-3176.075679.3313.740.000387.526-3310.144643.6023.330.000397.729-3436.762605.7862.940.000407.932-3555.506565.8832.560.000418.134-3665.953523.8922.200.000428.337-3767.679479.8141.850.000438.539-3860.262433.6481.520.000448.742-3943.280385.3961.200.000458.945-4016.308335.0560.900.000469.147-4078.925282.6290.620.000479.350-4130.706228.1140.350.000489.553-4171.230171.5130.110.000499.755-4199.669106.850-0.120.000509.958-4213.97133.875-0.330.0005110.161-4213.223-41.690-0.530.0005210.363-4196.900-119.846-0.700.0005310.566-4164.479-200.592-0.860.0005410.768-4115.433-283.929-1.000.0005510.971-4049.238-369.855-1.120.0005611.174-3965.369-458.373-1.230.0005711.376-3863.301-549.480-1.320.0005811.579-3742.510-643.178-1.390.0005911.782-3602.469-739.467-1.450.0006011.984-3442.656-838.345-1.490.0006112.187-3262.544-939.814-1.510.0006212.389-3061.609-1043.874-1.530.0006312.592-2839.326-1150.523-1.530.0006412.795-2595.169-1259.763-1.510.0006512.997-2328.615-1371.594-1.490.0006613.200-2039.138-1451.944-1.46-0.0006713.400-1755.564-1351.684-1.41-282.8616813.600-1498.464-1221.598-1.37-273.0616913.800-1266.924-1096.390-1.31-262.0177014.000-1059.908-976.597-1.25-249.9187114.200-876.285-862.673-1.18-236.9387214.400-714.840-754.994-1.12-223.2287314.600-574.287-653.871-1.04-208.9237414.800-453.291-559.554-0.97-194.1397515.000-350.466-472.245-0.89-178.9777615.200-264.393-392.100-0.82-163.5227715.400-193.626-319.240-0.74-147.8467815.600-136.697-253.754-0.66-132.0077915.800-92.124-195.708-0.58-116.0538016.000-58.414-145.147-0.50-100.0228116.200-34.065-102.099-0.42-83.9408216.400-17.574-66.585-0.34-67.8308316.600-7.431-38.614-0.26-51.7048416.800-2.128-18.192-0.18-35.5718517.000-0.154-5.320-0.10-19.4368617.2000.000-0.386-0.02-3.300桩底竖向合力=1895.31(kN)，桩底面积A=2.011(m2)桩底所在土层承载力=3872.00(kPa)故桩的竖向地基承载力满足。(二)桩身配筋计算点号距顶距离弯矩剪力全部纵筋箍筋(m)(kN.m)(kN)(mm2)(mm2/m)10.0001.0000.00010053134220.2141.0000.00010053134230.4291.0000.00010053134240.6430.0000.00010053134250.8570.0000.00010053134261.0710.0000.00010053134271.2860.0000.00010053134281.5000.000275.84010053134291.70055.168275.840100531342101.900110.336275.840100531342112.100165.504275.840100531342122.300220.672275.840100531342132.500275.840275.840100531342142.700331.008275.840100531342152.900386.176275.840100531342163.100441.344275.840100531342173.300496.512275.840100531342183.500551.680591.860100531342193.700670.052591.860100531342203.900788.424591.860100531342214.100906.747591.130100531342224.3001024.760588.654100531342234.5001142.073584.144100531342244.7001258.281577.601100531342254.9001372.978569.025100531342265.1001485.756558.415100531342275.3001596.209545.772100531342285.5001703.929906.965100531342295.7031886.027890.021100531342305.9052064.481870.991100531342316.1082238.867849.872100531342326.3112408.762826.667100531342336.5132573.743801.375100531342346.7162733.388773.995105871342356.9182887.274744.527112431342367.1213034.977712.973118781342377.3243176.075679.331124891342387.5263310.144643.602130721342397.7293436.762605.786136271342407.9323555.506565.883141491342418.1343665.953523.892146381342428.3373767.679479.814150891342438.5393860.262433.648155021342448.7423943.280385.396158731342458.9454016.308335.056162001342469.1474078.925282.629164821342479.3504130.706228.114167151342489.5534171.230171.513168981342499.7554199.669106.850170271342509.9584213