中学东侧道路（中段）道路工程--边坡支护计算书.docx

中学东侧道路（中段）道路工程边坡支护计算书目录边坡支护计算书O1 .设计资料12 .设计依据23 .悬臂桩计算23.1.桩基计算23. 2.桩间板验算94.锚拉桩计算104. 1.A24tA31#轴桩计算104.1.1.桩基计算104.1.2.锚索计算204.1.3.锚墩局压验算214.2.7排锚索桩基计算224.2.1.桩基计算234.2.2.锚索计算324.2.3.锚墩局压验算334.3.6排锚索桩基计算354.3.1.桩基计算354.3.2.锚索计算444.3.3.锚墩局压验算454.4.5排锚索桩基计算474.4.1.桩基计算474.4.2.锚索计算554.4.3.锚墩局压验算564 .5.4排锚索、3排锚索桩基计算585 .桩顶锚喷支护稳定性计算586 .计算结论60中学东侧道路（中段）道路工程边坡支护计算书1 .设计资料中学东侧道路是一条连接蜀都中学南侧道路与观鸿大道的主要通道，道路呈南北走向，南接蜀都中学南侧道路交叉口，北接观鸿大道现状道路，道路全长730.051m。本次设计为蜀都中学东侧道路北段，道路起于K0+530处，止于观鸿大道现状道路，道路长度200.051小（其中1（0+530至1（0+630为新建段，K0+630至终点为改造利用段），为双向四车道，标准段路幅宽度22m,城市支路。蜀都中学道路桩号K0+200.00（K0+517.448左侧，根据地勘评价及现状地形，该段为岩质挖方边坡，边坡最大高度约38m,边坡安全等级为一级。由于左侧临近蜀都中学及重庆市救助站，不具备完全放坡条件，设计考虑采用锚拉桩+桩顶岩土界面清坡+喷锚支护，桩顶设置截水沟及防护网。本项目结构计算主要为支挡结构计算。2 .设计依据工程结构通用规范（GB55001-2021）混凝土结构通用规范（GB55008-2021）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）建筑基坑支护技术规程（JGJ120-2012）3 .悬臂桩计算悬臂桩位于边坡起点处（ArA2#桩），该型桩取最不利情况进行计算，桩最大计算临空高度10.0m（含Im管沟开挖）。桩前地面横坡角（度）0. 0003.1. 桩基计算1.总控制信息路基型式地区类型支护类型结构重要性系数抗震设计烈度（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CZ路堑一般地区桩+板1.102.坡线、土层和水位1）坡线信息坡线数1坡线水平投影竖向投影坡线长坡线仰角荷载数序号长(m)117.500长(m)10.000(m)20.156(°)29.7450坡线上无荷载2）土层信息桩前地面横坡无横坡嵌固段以上土层数：2序号地层类型地层厚(m)重度(kNm3)浮重度(kNm3)粘聚力(kPa)内摩擦角(°)士摩阻力(kPa)计算方法m,c,K承载力(kPa)KHnR(MPa)1岩层624.60.052.0400.0K法70.0600.00.50.310.01土层24204.026.0400.0m法8.0150嵌固段土层数：1序号地层类型地层厚(m)重度(kNm3)浮重度(kNm3)粘聚力(kPa)内摩擦角(°)土摩阻力(kPa)计算方法m,c,K承载力(kPa)KH11R(MPa)1LU石层1824.60.052.0400.0K法70.0600.00.50.310.0桩后横坡角(度)0. 000结构与土摩擦角(度)12. 5003)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：弹簧模型弹簧模型4.桩信息1)桩基本信息 桩前地面以上长度(m) 嵌固点深度(In) 悬臂长度(m) 嵌固长度(m) 截面形状 桩宽b(m) 桩高h(m) 桩中心距(m) T型翼缘 桩底支承条件 坡线数2)桩配筋信息 桩作用综合分项系数10. 0000. 00010. 0005. 000矩形1.5002. 0004. 500乂自由11.40桩混凝土强度等级C35桩纵筋合力点到外皮距离(mm)100桩容重(kN?)25.00桩纵筋级别HRB400桩箍筋级别HRB4005.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(IlI)0.500板类型号板厚(mm)板宽(m)板块数13501.000102)板配筋信息板作用综合分项系数1.400混凝土强度等级C35钢筋合力点到边缘距离(mm)35板纵筋级别HRB400板选筋钢筋直径166.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：0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»库仑土压力(一般情况)(")桩身内力计算1.当前计算工况的开挖深度：10.000按实际墙背计算得到：第1破裂角：22.644(度)Ea=218.613(kN)Ex=213.431(kN)Ey=47.317(kN)作用点到嵌固点距离Zy=4.188(m)第1嵌固段地层计算方法：K法背侧一一为挡土侧；面侧一一为非挡土侧。背侧最大最矩=4409.191(kN-m)距离桩顶10.600(m)一侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大最大剪位力=1499.375(kN)移=-52(mm)距离桩顶12.8OO(In)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-52.360.00020.200-0.0000.000-51.500.00030.400-0.0000.000-50.650.00040.6000.000-0.000-49.790.00050.8000.068-1.021-48.930.00061.0000.561-4.339-48.070.00071.2001.974-10.212-47.210.00081.4004.816-18.638-46.350.00091.6009.600-29.619-45.490.000101.80016.834-43.153-44.630.000112.00027.031-59.242-43.780.000122.20040.701-77.884-42.920.000132.40058.355-99.081-42.060.000142.60080.504-122.831-41.200.000152.800107.658-149.136-40.340.000163.000140.328-177.994-39.480.000173.200179.026-209.407-38.630.000183.400224.262-243.374-37.770.000193.600276.546-279.894-36.910.000203.800336.389-318.969-36.050.000214.000404.132-366.613-35.200.000224.200479.479-384.118-34.340.000234.400557.887-396.371-33.480.000244.600638.193-406.811-32.630.000254.800720.663-418.016-31.780.000265.000805.450-429.986-30.920.000275.200892.708-442.721-30.070.000285.400982.589-456.220-29.220.000295.6001075.247-470.485-28.370.000305.8001170.834-485.514-27.520.000316.0001269.504-501.309-26.680.000326.2001371.409-517.868-25.830.000336.4001476.702-535.192-24.990.000346.6001585.536-553.282-24.150.000356.8001698.066-572.136-23.310.000367.0001814.442-591.755-22.470.000377.2001934.819-612.139-21.640.000387.4002059.348-633.288-20.810.000397.6002188.185-655.202-19.980.000407.8002321.480-677.880-19.150.000418.0002459.388-701.324-18.330.000428.2002602.061-725.533-17.510.000438.4002749.652-750.507-16.690.000448.6002902.315-776.245-15.880.000458.8003060.201-802.749-15.070.000469.0003223.465-830.017-14.270.000479.2003392.259-858.050-13.470.000489.4003566.736-886.849-12.670.000499.6003747.050-916.412-11.880.000509.8003933.352-946.740-11.100.0005110.0004125.796-887.564-10.32-0.0005210.2004285.255-630.323-9.54-667.8945310.4004377.925-309.840-8.77-614.0385410.6004409.191-16.183-8.01-560.5895510.8004384.398250.852-7.25-507.5515611.0004308.850491.471-6.50-454.9225711.2004187.810705.874-5.75-402.6945811.4004026.501894.262-5.01-350.8575911.6003830.1051056.825-4.28-299.3946011.8003603.7701193.746-3.55-248.2896112.0003352.6071305.198-2.82-197.5196212.2003081.6921391.343-2.10-147.0636312.4002796.0701452.332-1.38-96.8936412.6002500.7581488.302-0.67-46.9846512.8002200.7491499.3750.042.6916613.0001901.0081485.6620.7552.1616713.2001606.4841447.2591.45101.4536813.4001322.1051384.2472.15150.5956913.6001052.7851296.6952.85199.6147013.800803.4271184.6583.55248.5347114.000578.9221048.1804.25297.3797214.200384.155887.2934.95346.1697314.400224.005702.0205.64394.9227414.600103.347492.3766.34443.6557514.80027.055258.3687.03492.3777615.000-0.00067.6377.73541.095桩底竖向合力=1172.32(kN),桩底面积A=3.OOO(m2)桩底所在土层承载力=600.00(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面侧弯矩背侧弯矩剪力面侧纵筋背侧纵筋箍筋(m)(kN.m)(kN.m)(kN)(mm2)(mm2)(mm2m)1-0.000.000.000.00060006000143020.200.000.000.00060006000143030.400.000.000.00060006000143040.600.000.000.00060006000143050.800.000.10-1.02160006000143061.000.000.79-4.33960006000143071.200.002.76-10.21260006000143081.400.006.74-18.63860006000143091.600.0013.44-29.619600060001430101.800.0023.57-43.153600060001430112.000.0037.84-59.242600060001430122.200.0056.98-77.884600060001430132.400.0081.70-99.081600060001430142.600.00112.71-122.831600060001430152.800.00150.72-149.136600060001430163.000.00196.46-177.994600060001430173.200.00250.64-209.407600060001430183.400.00313.97-243.374600060001430193.600.00387.16-279.894600060001430203.800.00470.95-318.969600060001430214.000.00565.78-366.613600060001430224.200.00671.27-384.118600060001430234.400.00781.04-396.371600060001430244.600.00893.47-406.811600060001430254.800.001008.93-418.016600060001430265.000.001127.63-429.986600060001430275.200.001249.79-442.721600060001430285.400.001375.63-456.220600060001430295.600.001505.35-470.485600060001430305.800.001639.17-485.514600060001430316.000.001777.31-501.309600060001430326.200.001919.97-517.868600060001430336.400.002067.38-535.192600060001430346.600.002219.75-553.282600060001430356.800.002377.29-572.136600060001430367.000.002540.22-591.755600060001430377.200.002708.75-612.139600060001430387.400.002883.09-633.288600060001430397.600.003063.46-655.202600060001430407.800.003250.07-677.880600060001430418.000.003443.14-701.324600060001430428.200.003642.88-725.533600061741430438.400.003849.51-750.507600065081430448.600.004063.24-776.245600068531430458.800.004284.28-802.749600072121430469.000.004512.85-830.017600075841430479.200.004749.16-858.050600079701430489.400.004993.43-886.849600083711430499.600.005245.87-916.412600087861430509.800.005506.69-946.7406000921714305110.000.005776.11-887.5646000966414305210.200.005999.36-630.32360001003614305310.400.006129.09-309.84060001025214305410.600.006172.87-16.18360001032614305510.800.006138.16250.85260001026814305611.000.006032.39491.47160001009114305711.200.005862.93705.8746000980914305811.400.005637.10894.2626000943314305911.600.005362.151056.8256000897814306011.800.005045.281193.7466000845614306112.000.004693.651305.1986000788014306212.200.004314.371391.3436000726114306312.400.003914.501452.3326000661314306412.600.003501.061488.3026000600014306512.800.003081.051499.3756000600014306613.000.002661.411485.6626000600014306713.200.002249.081447.2596000600014306813.400.001850.951384.2476000600014306913.600.001473.901296.6956000600014307013.800.001124.801184.6586000600014307114.000.00810.491048.1806000600014307214.200.00537.82887.2936000600014307314.400.00313.61702.0206000600014307414.600.00144.69492.3766000600014307514.800.0037.88258.3686000600014307615.000.000.0067.637600060001430桩配筋面积最终结果：面侧纵筋最大为6000(mm2)背侧纵筋最大为10326(mm2)抗剪箍筋最大为1430(mm)3.2.桩间板验算板后土压力按实际墙背计算得到：第1破裂角：22.644(度)Ea=218.613(kN)Ex=213.431(kN)Ey=47.317(kN)作用点到嵌固点距离Zy=4.188(m)板类型：直板取单位宽度板长计算板类型号：1板的计算长度1=4.500-1.500+0.500=3.500(m)板上荷载(取板段最大荷载力)：q=47.673(kNm)板下缘距顶距离：10.OOO(m)板厚：b=350(mm)内力计算板上最大弯矩：M=ql28=72,999(kNm)板上最大剪力：V=ql/2=83.428(kN)板上支座反力：F=ql/2=83.428(kN)混凝土抗剪计算板作用综合分项系数：k=1.400剪力设计值：V=116.799(kN)V<=O.7flbho=0.7X1.430X1000.000×315.000=315314.969(N)=315.315(kN)混凝土抗剪满足要求配筋计算板作用综合分项系数：ks=1.400弯矩设计值：M=102.199(kNm)计算配筋面积：AS=936(mm2)板宽：B=1.000(m)单块板上配筋面积：As=AsB=936(mm?)控制配筋结果板类型号1单块板计算配筋面积（廊2） 9364.锚拉桩计算4.1. A24#A31#轴桩计算该型桩取最不利情况进行计算，桩最大计算临空高度25.Om,其典型剖面为地勘剖面44：该段桩由下至上第一排锚索距离嵌固点距离较大，故该段桩进行单配筋计算。4.1.1.桩基计算1.总控制信息路基型式路堑地区类型支护类型结构重要性系数抗震设计烈度（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3一般地区桩+板1.10坡线水平投影竖向投影坡线长坡线仰角荷载数序号长（In）长(In)(m)(0)17.3800.0007.3800.000021.97012.42012.57580.9870320.0002)土层信息0.00020.0000.0000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）12.500嵌固段以上土层数：2序地地层重度浮重度粘聚内摩±摩计in,c,K承载KH号层类型厚(m)(kNm3)(kNm3)力(kPa)擦角(°)阻力(kPa)算方法力(kPa)R(MPa)1岩层3724.60.052.0400.0K法70.0600.00.50.310.01土层1204.026.0400.0m法8.0150嵌固段土层数：1序号地层类型地层厚(m)重度(kNm3)浮重度(kNm3)粘聚力(kPa)内摩擦角(°)土摩阻力(kPa)计算方法m,c,K承载力(kPa)KHR(MPa)1U-I石层1824.60.052.0400.0K法70.0600.00.50.310.03)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：弹簧模型覆土二两vq0三弹学mw!型4.桩信息1)桩基本信息桩前地面以上长度(m)25.000嵌固点深度(m)0.000悬臂长度(m)25.000嵌固长度(m)6.000截面形状桩宽b(m)桩高h(m)桩中心距(m)矩形1.5002.0004.500T型翼缘桩底支承条件乂自由坡线数2)桩配筋信息3桩作用综合分项系数1.40桩混凝土强度等级C35桩纵筋合力点到外皮距离(mm)100桩容重(kN)25.00桩纵筋级别桩箍筋级别5.结构上自定义荷载以及荷载组合 D桩顶自定义荷载 桩顶自定义荷载数：O库仑土压力(一般)组合 荷载号荷载名称1 桩自重2 桩顶恒载3 桩顶活载4 桩后主动土压力原始条件：HRB400HRB400是否参与调整系数1.0001.0001.0001.000钢筋混凝土配筋计算依据：混凝土结构设计规范GB50010-2010»(一)桩身内力计算1.当前计算工况的开挖深度：25.000按实际墙背计算得到：第1破裂角：23.994(度)Ea=1237.242(kN)Ex=I207.914(kN)Ey=267.788(kN)作用点到嵌固点距离Zy=7.447(m)第1嵌固段地层计算方法：K法背侧一一为挡土侧；面侧一一为非挡土侧。背侧最大弯矩=596.223(kN-m)距离桩顶28.000(m)面侧最大弯矩=7454.577(kN-m)距离桩顶20.2OO(In)最大剪力=2212.392(kN)距离桩顶25,000(m)最大位移=-12(mm)第1道锚索水平拉力=400.000(kN)距离桩顶3.000(m)第2道锚索水平拉力=425.679(kN)距离桩顶6.000(m)第3道锚索水平拉力=507.487(kN)距离桩顶9.000(m)第4道锚索水平拉力=601.295(kN)距离桩顶12.000(m)第5道锚索水平拉力=601.505(kN)距离桩顶15.000(m)第6道锚索水平拉力=695.237(kN)距离桩顶18.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.0007.010.00020.2000.019-0.2846.730.00030.4000.151-1.1346.440.00040.6000.510-2.5526.160.00050.8001.210-4.5375.870.00061.0002.363-7.0885.590.00071.2004.083-10.2075.310.00081.4006.483-13.8935.020.00091.6009.678-18.1464.740.000101.80013.780-22.9664.450.000112.00018.902-28.3534.170.000122.20025.159-34.3083.890.000132.40032.663-40.8293.600.000142.60041.528-47.9173.320.000152.80051.868-55.5733.030.000163.00063.795293.7172.750.000173.2005.921284.9282.460.000183.400-50.138275.5712.180.000193.600-104.269265.6471.900.000203.800-156.359255.1571.610.000214.000-206.294244.0991.330.000224.200-253.961232.4741.040.000234.400-299.246220.2820.760.000244.600-342.036207.5230.480.000254.800-382.217194.1970.190.000265.000-419.677180.303-0.090.000275.200-454.301165.843-0.370.000285.400-485.976150.816-0.650.000295.600-514.589135.222-0.930.000305.800-540.027119.060-1.210.000316.000-562.176528.011-1.490.000326.200-666.058510.715-1.770.000336.400-766.424492.853-2.040.000346.600-863.161474.423-2.320.000356.800-956.155455.426-2.590.000367.000-1045.294435.862-2.870.000377.200-1130.462415.731-3.140.000387.400-1211.548395.033-3.410.000397