观音桥组团A标准分区A34-1地块道路及综合管网三期工程（二号路）隧道洞口抗滑桩计算书

PAGEPAGE4观音桥组团A标准分区A34-1地块道路及综合管网三期工程（二号路）隧道洞口抗滑桩计算书目录1.设计资料 32.设计依据 33.Φ1800抗滑桩计算 3观音桥组团A标准分区A34-1地块道路及综合管网三期工程（二号路）边坡支护结构计算书设计资料二号路起点接在建五号路，向南延伸，沿途穿越鲁能外滩1~4号地块，终点接在建五号路，二号路全长854.871m，其中K0+589~K0+800段为隧道段。道路两侧为鲁能拟建小区建筑，道路标准路幅宽度26m，其中单侧人行道宽度5.5m，单侧车行道宽度为7.5m，道路全线均为双向四车道，设计车速30km/h。设计依据《建筑边坡工程技术规范》（GB50330-2013）《公路路基设计规范》（JTGD30-2015）《混凝土结构设计规范》（GB50010-20102015年版）Φ1800抗滑桩计算桩计算按最不利情况考虑，桩临空计算高度为9.0m，计算过程如下：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1.当前计算工况的开挖深度：9.000剩余下滑力=522.338(kN) 剩余下滑力角度=39.000°剩余下滑力水平分力=405.932(kN) 剩余下滑力竖直分力=328.719(kN)分布范围为桩顶以下(0～9.000m)范围第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=5808.793(kN-m)距离桩顶9.600(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1956.000(kN)距离桩顶11.800(m)最大位移=-62(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-62.240.00020.2002.706-27.062-61.070.00030.40010.825-54.124-59.900.00040.60024.356-81.186-58.720.00050.80043.299-108.248-57.550.00061.00067.655-135.311-56.380.00071.20097.424-162.373-55.210.00081.400132.604-189.435-54.030.00091.600173.197-216.497-52.860.000101.800219.203-243.559-51.690.000112.000270.621-270.621-50.520.000122.200327.451-297.683-49.350.000132.400389.694-324.745-48.180.000142.600457.350-351.807-47.010.000152.800530.417-378.869-45.850.000163.000608.897-405.931-44.680.000173.200692.790-432.994-43.520.000183.400782.095-460.056-42.360.000193.600876.812-487.118-41.200.000203.800976.942-514.180-40.040.000214.0001082.484-541.242-38.880.000224.2001193.439-568.304-37.730.000234.4001309.806-595.366-36.580.000244.6001431.585-622.428-35.440.000254.8001558.777-649.490-34.290.000265.0001691.381-676.552-33.160.000275.2001829.398-703.615-32.020.000285.4001972.827-730.677-30.890.000295.6002121.669-757.739-29.770.000305.8002275.923-784.801-28.650.000316.0002435.589-811.863-27.540.000326.2002600.668-838.925-26.430.000336.4002771.159-865.987-25.330.000346.6002947.063-893.049-24.240.000356.8003128.379-920.111-23.160.000367.0003315.107-947.174-22.080.000377.2003507.249-974.236-21.010.000387.4003704.802-1001.298-19.950.000397.6003907.767-1028.360-18.900.000407.8004116.146-1055.422-17.860.000418.0004329.936-1082.484-16.830.000428.2004549.139-1109.546-15.820.000438.4004773.755-1136.608-14.810.000448.6005003.783-1163.670-13.820.000458.8005239.313-1188.703-12.840.000469.0005479.173-1094.078-11.87-0.000479.2005673.877-756.343-10.92-873.447489.4005781.620-337.065-9.98-798.407499.6005808.79346.723-9.06-724.560509.8005762.931393.595-8.15-651.9145110.0005651.355704.152-7.26-580.4595210.2005481.270978.991-6.38-510.1715310.4005259.7601218.690-5.51-441.0165410.6004993.7931423.809-4.66-372.9485510.8004690.2351594.882-3.82-305.9135611.0004355.8411732.413-3.00-239.8475711.2003997.2711836.875-2.18-174.6825811.4003621.0921908.701-1.38-110.3455911.6003233.7891948.291-0.58-46.7566011.8002841.7751956.0000.2016.1646112.0002451.3901932.1460.9878.4956212.2002068.9171877.0051.75140.3186312.4001700.5891790.8132.52201.7136412.6001352.5911673.7673.28262.7556512.8001031.0811526.0274.04323.5166613.000742.1811347.7174.80384.0636713.200491.9941138.9315.56444.4546813.400286.609899.7346.31504.7426913.600132.100630.1667.06564.9707013.80034.542330.2517.81625.1677114.000-0.00086.3558.57685.356桩底竖向合力=1254.99(kN)，桩底面积A=2.545(m2)桩底所在土层承载力=900.00(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)10.0001.0000.00013996151020.2003.789-37.88713996151030.40015.155-75.77413996151040.60034.098-113.66113996151050.80060.619-151.54813996151061.00094.717-189.43513996151071.200136.393-227.32213996151081.400185.646-265.20913996151091.600242.476-303.096139961510101.800306.884-340.982139961510112.000378.869-378.869139961510122.200458.432-416.756139961510132.400545.572-454.643139961510142.600640.289-492.530139961510152.800742.584-530.417139961510163.000852.456-568.304139961510173.200969.906-606.191139961510183.4001094.933-644.078139961510193.6001227.537-681.965139961510203.8001367.719-719.852139961510214.0001515.478-757.739139961510224.2001670.814-795.626139961510234.4001833.728-833.513139961510244.6002004.219-871.400139961510254.8002182.288-909.287139961510265.0002367.934-947.173139961510275.2002561.157-985.060139961510285.4002761.958-1022.947139961510295.6002970.336-1060.834139961510305.8003186.292-1098.721139961510316.0003409.825-1136.608139961510326.2003640.935-1174.495139961510336.4003879.623-1212.382142491510346.6004125.888-1250.269152341510356.8004379.730-1288.156162571510367.0004641.150-1326.043173171510377.2004910.148-1363.930184171510387.4005186.722-1401.817195561510397.6005470.874-1439.704207341510407.8005762.604-1477.591219521510418.0006061.910-1515.478232101510428.2006368.794-1553.364245101510438.4006683.257-1591.252258501510448.6007005.296-1629.139272321510458.8007335.038-1664.184286561510469.0007670.843-1531.710301161510479.2007943.428-1058.880313081510489.4008094.268-471.891319701510499.6008132.31065.412321381510509.8008068.103551.0333185515105110.0007911.897985.8133117015105210.2007673.7781370.5873012915105310.4007363.6641706.1662878015105410.6006991.3111993.3322717215105510.8006566.3302232.8342535115105611.0006098.1782425.3782336315105711.2005596.1792571.6242125715105811.4005069.5292672.1821907215105911.6004527.3052727.6071685415106011.8003978.4852738.4001464415106112.0003431.9462705.0041399615106212.2002896.4842627.8071399615106312.4002380.8242507.1381399615106412.6001893.6272343.2741399615106512.8001443.5132136.4381399615106613.0001039.0531886.8041399615106713.200688.7921594.5041399615106813.400401.2521259.6271399615106913.600184.941882.2321399615107013.80048.359462.3521399615107114.0000.000120.897139961510=====================================================================第2种情况:库仑土压力(一般情况)(一)桩身内力计算1.当前计算工况的开挖深度：9.000按实际墙背计算得到:第1破裂角：19.008(度)Ea=102.146(kN)Ex=95.986(kN)Ey=34.936(kN)作用点到嵌固点距离Zy=3.000(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=965.680(kN-m)距离桩顶9.800(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=338.394(kN)距离桩顶11.800(m)最大位移=-11(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.000-0.000-11.170.00020.2000.009-0.142-10.970.00030.4000.076-0.569-10.760.00040.6000.256-1.280-10.560.00050.8000.607-2.275-10.360.00061.0001.185-3.555-10.160.00071.2002.048-5.119-9.950.00081.4003.252-6.968-9.750.00091.6004.854-9.101-9.550.000101.8006.911-11.518-9.350.000112.0009.480-14.220-9.140.000122.20012.618-17.206-8.940.000132.40016.382-20.477-8.740.000142.60020.828-24.032-8.540.000152.80026.013-27.871-8.330.000163.00031.995-31.995-8.130.000173.20038.830-36.403-7.930.000183.40046.575-41.096-7.730.000193.60055.288-46.073-7.530.000203.80065.024-51.334-7.320.000214.00075.840-56.880-7.120.000224.20087.795-62.710-6.920.000234.400100.943-68.825-6.720.000244.600115.344-75.224-6.520.000254.800131.052-81.907-6.320.000265.000148.126-88.875-6.120.000275.200166.621-96.128-5.920.000285.400186.596-103.664-5.720.000295.600208.106-111.485-5.520.000305.800231.209-119.591-5.320.000316.000255.961-127.980-5.120.000326.200282.420-136.655-4.930.000336.400310.642-145.613-4.730.000346.600340.684-154.856-4.540.000356.800372.603-164.384-4.340.000367.000406.456-174.196-4.150.000377.200442.300-184.292-3.950.000387.400480.192-194.672-3.760.000397.600520.188-205.338-3.570.000407.800562.346-216.287-3.380.000418.000606.722-227.521-3.200.000428.200653.373-239.039-3.010.000438.400702.357-250.842-2.830.000448.600753.729-262.929-2.640.000458.800807.547-275.300-2.460.000469.000863.868-264.932-2.28-0.000479.200913.103-205.809-2.11-168.640489.400945.765-124.319-1.93-154.736499.600962.830-49.786-1.76-141.027509.800965.68017.887-1.59-127.5175110.000955.67578.801-1.43-114.2075210.200934.159133.057-1.26-101.0945310.400902.453180.752-1.10-88.1745410.600861.858221.983-0.94-75.4405510.800813.660256.841-0.79-62.8855611.000759.122285.413-0.63-50.4975711.200699.495307.781-0.48-38.2675811.400636.010324.023-0.33-26.1825911.600569.885334.206-0.18-14.2286011.800502.327338.394-0.03-2.3926112.000434.528336.6430.129.3416212.200367.670329.0010.2620.9836312.400302.928315.5110.4132.5496412.600241.466296.2080.5544.0526512.800184.444271.1200.6955.5056613.000133.018240.2690.8466.9196713.20088.337203.6720.9878.3066813.40051.549161.3411.1289.6756913.60023.801113.2831.26101.0327013.8006.23659.5021.40112.3847114.000-0.00015.5911.55123.734桩底竖向合力=961.20(kN)，桩底面积A=2.545(m2)桩底所在土层承载力=900.00(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)10.0001.0000.00013996151020.2001.000-0.19913996151030.4001.000-0.79613996151040.6000.358-1.79213996151050.8000.849-3.18513996151061.0001.659-4.97713996151071.2002.867-7.16713996151081.4004.552-9.75513996151091.6006.795-12.741139961510101.8009.675-16.126139961510112.00013.272-19.908139961510122.20017.665-24.089139961510132.40022.934-28.668139961510142.60029.159-33.645139961510152.80036.419-39.020139961510163.00044.793-44.793139961510173.20054.362-50.965139961510183.40065.206-57.534139961510193.60077.403-64.502139961510203.80091.033-71.868139961510214.000106.176-79.632139961510224.200122.912-87.795139961510234.400141.321-96.355139961510244.600161.481-105.314139961510254.800183.473-114.670139961510265.000207.376-124.425139961510275.200233.270-134.579139961510285.400261.234-145.130139961510295.600291.348-156.079139961510305.800323.692-167.427139961510316.000358.345-179.173139961510326.200395.388-191.317139961510336.400434.898-203.859139961510346.600476.958-216.799139961510356.800521.645-230.137139961510367.000569.039-243.874139961510377.200619.221-258.009139961510387.400672.269-272.541139961510397.600728.264-287.473139961510407.800787.285-302.802139961510418.000849.411-318.529139961510428.200914.723-334.655139961510438.400983.299-351.178139961510448.6001055.221-368.100139961510458.8001130.566-385.420139961510469.0001209.415-370.904139961510479.2001278.344-288.133139961510489.4001324.071-174.046139961510499.6001347.962-69.701139961510509.8001351.95225.0421399615105110.0001337.946110.3221399615105210.2001307.823186.2791399615105310.4001263.434253.0531399615105410.6001206.602310.7761399615105510.8001139.123359.5771399615105611.0001062.771399.5781399615105711.200979.292430.8941399615105811.400890.414453.6321399615105911.600797.840467.8881399615106011.800703.258473.7511399615106112.000608.339471.3001399615106212.200514.738460.6021399615106312.400424.099441.7161399615106412.600338.052414.6911399615106512.800258.222379.5671399615106613.000186.225336.3761399615106713.200123.672285.1411399615106813.40072.169225.8771399615106913.60033.321158.5961399615107013.8008.73183.3021399615107114.0000.00021.827139961510各点的配筋包络结果点号距顶距离全部纵筋箍筋(m)(mm2)(mm2/m)1-0.0013996151020.2013996151030.4013996151040.6013996151050.8013996151061.0013996151071.2013996151081.4013996151091.60139961510101.80139961510112.00139961510122.20139961510132.40139961510142.60139961510152.80139961510163.00139961510173.20139961510183.40139961510193.60139961510203.80139961510214.0013996