蜀都中学东侧周边道路工程边坡支护计算书

PAGEPAGE2蜀都中学东侧周边道路工程边坡支护计算书目录9551边坡支护计算书 044641.设计资料 2227952.设计依据 2160503.Φ1500mm悬臂桩计算 3304703.1.桩基计算 3302423.2.桩间板验算 953034.Φ1800mm锚拉桩计算 9267944.1.B6#~B19#轴桩计算 949734.1.1.桩基计算 10159384.1.2.锚索计算 1880854.1.3.锚墩局压验算 19277954.1.4.挡板计算 20121315.Φ1500mm锚拉桩计算 21131915.1.A6#~A15#、B5#轴桩计算 2191065.1.1.桩基计算 21305865.1.2.锚索计算 288565.1.3.锚墩局压验算 29117606.衡重式挡墙稳定性计算 31216957.折背式挡墙稳定性计算 39309718.边坡稳定性计算 46238108.1坡顶土质边坡圆弧滑动验算 46119478.2岩质边坡验算 49124529.计算结论 50蜀都中学东侧周边道路工程边坡支护计算书设计资料蜀都中学东侧周边道路工程包含两条道路，分别为东侧道路及南侧道路。1）东侧道路东侧道路近期起点起于与南侧道路和蜀都中学一支路交叉口附近，终点止于K0+290处，与临时道路接顺；道路实施范围为K0+000~K0+290，实施长度约290m，为双向四车道，标准路幅宽度22m，设计车速为30Km/h，道路等级为城市次干路。为方便周边居民出行，设置临时道路起点与东侧道路顺接，终点与建新西路平交；道路实施范围为K0+290~K0+413.542，实施长度约123.542m，为双向四车道，标准路幅宽度16.5m，设计车速为20Km/h，除特殊情况外，设计指标参照支路最低标准执行。2）南侧道路起点接蜀都中学西侧道路，终点止于东侧道路。道路实施起点为K0+008.162，道路实施终点为K0+215.209，道路全长约为207.047m，其中道路规划长度约为202.21m，交叉口改造段长度约为5.066m。为双向四车道，标准路幅宽度20m，设计车速为30Km/h，道路等级为城市次干路。3）分标段工程规模及设计范围为配合联发地块建设，本项目根据业主建设计划要求，项目划分标段实施。一标段包含东侧道路近期方案K0+000-K0+160段路基部分土石方、K0+160-终点段全工程，以及南侧道路全路段路基部分土石方。其中东侧道路K0+000-K0+160段，南侧道路全路段均以地块±0m标高作为路基标高开挖，道路红线作为土方边界进行计量。二标段包含东侧道路近期方案K0+000-K0+160段剩余全工程，以及南侧道路剩余全工程。本项目结构计算主要为边坡支挡结构计算。本次计算软件采用理正岩土7.0版。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）《混凝土结构设计标准》（2024年版）（GB50010-2010）《建筑基坑支护技术规程》（JGJ120-2012）Φ1500mm悬臂桩计算悬臂桩位于边坡收坡处（A1~A5#、B1#~B4#），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1.5m管沟开挖，实际建成后最大临空约8.3m）,桩间距最大4.5m。桩基计算1.总控制信息路基型式路堑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)长(m)(m)(°)130.0000.00030.0000.0001坡线荷载：荷载荷载类型P1P2X1(m)X2(m)序号(kN,kN/m)(kN/m)1-1分布力35.00035.0000.00024.0002)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)12.500嵌固段以上土层数: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承载KHηR类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1岩层10.00025.8000.00052.000300.000K法75.0003000.0000.5000.30010.000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承载KHηR类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1岩层10.00025.8000.00052.000300.000K法75.0003000.0000.5000.30010.0003)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4.桩信息1)桩基本信息桩前地面以上长度(m)10.000嵌固点深度(m)0.000悬臂长度(m)10.000嵌固长度(m)4.000截面形状圆形桩径D(m)1.500桩中心距(m)4.500桩底支承条件自由坡线数12)桩配筋信息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)80桩容重(kN/m3)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(m)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)25板纵筋级别HRB400板选筋钢筋直径167.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[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》(一)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：19.782(度)Ea=157.079(kN)Ex=153.355(kN)Ey=33.998(kN)作用点到嵌固点距离Zy=3.453(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=2525.051(kN-m)距离桩顶10.400(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1066.763(kN)距离桩顶12.200(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)1-0.0000.0100.174-62.210.00020.2000.053-0.827-61.120.00030.4000.368-2.514-60.040.00040.6001.090-4.788-58.950.00050.8002.318-7.574-57.870.00061.0004.154-10.873-56.780.00071.2006.701-14.684-55.690.00081.40010.061-19.007-54.610.00091.60014.338-23.843-53.520.000101.80019.633-29.191-52.440.000112.00026.048-35.051-51.350.000122.20033.687-41.424-50.270.000132.40042.652-48.309-49.180.000142.60053.045-55.706-48.100.000152.80064.969-63.616-47.010.000163.00078.526-72.038-45.930.000173.20093.818-80.973-44.850.000183.400110.949-90.420-43.760.000193.600130.020-100.379-42.680.000203.800151.135-110.851-41.600.000214.000174.395-121.835-40.520.000224.200199.903-133.331-39.440.000234.400227.761-145.340-38.360.000244.600258.073-157.861-37.280.000254.800290.940-170.894-36.200.000265.000326.465-184.440-35.130.000275.200364.750-198.498-34.060.000285.400405.898-213.069-32.980.000295.600450.012-228.152-31.910.000305.800497.193-243.747-30.850.000316.000547.545-259.855-29.780.000326.200601.169-276.475-28.720.000336.400658.169-293.607-27.660.000346.600718.646-311.252-26.610.000356.800782.704-329.409-25.550.000367.000850.444-348.078-24.510.000377.200921.969-367.260-23.460.000387.400997.382-386.954-22.420.000397.6001076.785-407.160-21.390.000407.8001160.280-427.879-20.360.000418.0001247.971-449.111-19.340.000428.2001339.958-470.854-18.320.000438.4001436.347-493.110-17.310.000448.6001537.237-515.878-16.310.000458.8001642.732-539.159-15.320.000469.0001752.935-562.952-14.330.000479.2001867.947-587.258-13.360.000489.4001987.872-612.075-12.390.000499.6002112.812-637.405-11.430.000509.8002242.957-661.252-10.490.0005110.0002377.391-600.359-9.55-0.0005210.2002480.279-369.485-8.63-647.2165310.4002525.051-93.590-7.72-578.9815410.6002517.715151.816-6.82-511.7115510.8002464.325367.167-5.94-445.4035611.0002370.849552.890-5.07-380.0375711.2002243.169709.403-4.21-315.5775811.4002087.088837.102-3.36-251.9755911.6001908.328936.360-2.52-189.1716011.8001712.5431007.521-1.69-127.0986112.0001505.3201050.896-0.88-65.6806212.2001292.1851066.763-0.06-4.8396312.4001078.6151055.3620.7455.5076412.600870.0391016.8991.54115.4396512.800671.855951.5422.33175.0386613.000489.423859.4243.13234.3776713.200328.086740.6453.91293.5286813.400193.165595.2774.70352.5516913.60089.974423.3665.49411.4997013.80023.819224.9366.27470.4097114.000-0.00059.5477.06529.308桩底竖向合力=652.50(kN)，桩底面积A=1.767(m2)桩底所在土层承载力=3000.00(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)10.0001.0000.2439719138220.2001.000-1.1589719138230.4001.000-3.5209719138240.6001.526-6.7039719138250.8003.245-10.6049719138261.0005.815-15.2229719138271.2009.381-20.5579719138281.40014.086-26.6109719138291.60020.073-33.38097191382101.80027.486-40.86797191382112.00036.468-49.07197191382122.20047.162-57.99397191382132.40059.713-67.63297191382142.60074.263-77.98997191382152.80090.956-89.06397191382163.000109.936-100.85497191382173.200131.346-113.36297191382183.400155.329-126.58897191382193.600182.028-140.53197191382203.800211.589-155.19197191382214.000244.153-170.56997191382224.200279.864-186.66497191382234.400318.866-203.47697191382244.600361.302-221.00597191382254.800407.316-239.25297191382265.000457.051-258.21697191382275.200510.650-277.89897191382285.400568.258-298.29697191382295.600630.017-319.41297191382305.800696.071-341.24697191382316.000766.563-363.79697191382326.200841.637-387.06497191382336.400921.436-411.05097191382346.6001006.105-435.75297191382356.8001095.785-461.17297191382367.0001190.621-487.30997191382377.2001290.757-514.16497191382387.4001396.335-541.73697191382397.6001507.499-570.02597191382407.8001624.392-599.03197191382418.0001747.159-628.75597191382428.2001875.942-659.19697191382438.4002010.885-690.35498341382448.6002152.132-722.230105901382458.8002299.825-754.823113871382469.0002454.108-788.133122271382479.2002615.126-822.161131111382489.4002783.021-856.905140411382499.6002957.936-892.368150181382509.8003140.140-925.7531604413825110.0003328.347-840.5031711413825210.2003472.391-517.2781793813825310.4003535.072-131.0261829813825410.6003524.801212.5421823913825510.8003450.055514.0331781013825611.0003319.188774.0461706113825711.2003140.437993.1641604613825811.4002921.9231171.9431481613825911.6002671.6581310.9041342313826011.8002397.5601410.5291191813826112.0002107.4471471.2541035113826212.2001809.0591493.468971913826312.4001510.0611477.507971913826412.6001218.0551423.659971913826512.800940.5961332.159971913826613.000685.1921203.193971913826713.200459.3201036.903971913826813.400270.431833.388971913826913.600125.964592.712971913827013.80033.346314.911971913827114.0000.00083.36697191382桩配筋面积最终结果：纵筋最大为18298(mm2)抗剪箍筋最大为1382(mm2/m)桩间板验算[板后土压力]按实际墙背计算得到:第1破裂角：19.782(度)Ea=157.079(kN)Ex=153.355(kN)Ey=33.998(kN)作用点到嵌固点距离Zy=3.453(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l=4.500-1.500+0.500=3.500(m)板上荷载(取板段最大荷载力)：q=29.567(kN/m)板下缘距顶距离：10.000(m)板厚：b=350(mm)[内力计算]板上最大弯矩：M=ql2/8=45.274(kN·m)板上最大剪力：V=ql/2=51.742(kN)板上支座反力：F=ql/2=51.742(kN)[混凝土抗剪计算]板作用综合分项系数：ks=1.400剪力设计值：V=72.438(kN)V<=0.7ftbh0=0.7×1.570×1000.000×325.000=357175.000(N)=357.175(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=63.384(kN·m)计算配筋面积：As=700(mm2)板宽：B=1.000(m)单块板上配筋面积：As=AsB=700(mm2)==================================================控制配筋结果板类型号 单块板计算配筋面积(mm2)1 700Φ1800mm锚拉桩计算B6#~B19#轴桩计算该型桩位于南侧道路，取最不利情况进行计算，桩最大计算临空高度20.6m（其中含临时沟槽开挖深度1.5m），其典型剖面为边坡支护横断面（四）。该段经前期和地块协议，拟建建筑基础采用桩基，并深入边坡破裂角以下，故坡顶竖向荷载仅考虑人群荷载。建筑附加水平荷载根据建筑提资：多遇地震作用下结构基底水平剪力为855KN,风荷载作用下结构基底水平剪力为783KN,根据《建筑与市政工程抗震通用规范》，取大值并按地震作用分项系数1.4进行计算；建筑宽度为32.2m，水平均布力为855*1.4÷32.2＝37.17KN/m，桩间距为4.5m，单桩建筑附加水平力为37.17×4.5＝167.265KN。建筑无车库段距离桩顶距离为6.7m，按45°扩散角传递至桩板挡墙，附加水平力等效为桩顶附加弯矩：167.265*（20.6-1-（6.7÷2））＝2718KN*m。由于边坡坡顶拟建建筑物距离坡脚较近，该段挡墙计算时主动岩石压力修正系数取1.45。桩基计算1.1.总控制信息路基型式路堑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)长(m)(m)(°)130.0000.00030.0000.0001坡线荷载：荷载荷载类型P1P2X1(m)X2(m)序号(kN,kN/m)(kN/m)1-1分布力10.00010.0000.00024.9502)土层信息嵌固段以上土层数: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承载KHηR类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1岩层20.60025.0000.00055.000480.000K法100.0003000.0000.5000.30010.000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承载KHηR类型厚(m)(kN/m3)(kN/m3)(kPa)角(°)擦角(°)力(kPa)方法力(kPa)(MPa)1岩层15.00025.0000.00055.000480.000K法100.0003000.0000.5000.30010.0003.计算模型1)桩前覆土模型：弹簧模型4.桩信息1)桩基本信息桩前地面以上长度(m)20.600嵌固点深度(m)0.000悬臂长度(m)20.600嵌固长度(m)5.000截面形状圆形桩径D(m)1.800桩中心距(m)4.500桩底支承条件自由坡线数12)桩配筋信息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)80桩容重(kN/m3)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(m)0.500板类型号板厚(mm)板宽(m)板块数13501.000212)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)25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：1荷载号类型荷载类型P(kN)M(kN.m)1活载集中弯矩27182)桩荷载组合[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√1.4502)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√1.450原始条件: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：20.600按实际墙背计算得到:第1破裂角：18.144(度)Ea=525.138(kN)Ex=512.690(kN)Ey=113.661(kN)作用点到嵌固点距离Zy=6.995(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=3951.296(kN-m)距离桩顶7.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=754.743(kN)距离桩顶13.500(m)最大位移=-51(mm)第1道锚索水平拉力=736.223(kN)距离桩顶7.500(m)第2道锚索水平拉力=733.549(kN)距离桩顶10.500(m)第3道锚索水平拉力=749.311(kN)距离桩顶13.500(m)第4道锚索水平拉力=679.159(kN)距离桩顶16.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0002718.0120.215-50.840.00020.2032718.067-1.019-49.980.00030.4052718.459-3.093-49.130.00040.6082719.359-5.883-48.280.00050.8112720.886-9.296-47.450.00061.0142723.169-13.332-46.620.00071.2162726.334-17.993-45.790.00081.4192730.506-23.277-44.980.00091.6222735.812-29.184-44.170.000101.8242742.379-35.715-43.370.000112.0272750.334-42.870-42.570.000122.2302759.802-50.648-41.780.000132.4322770.909-59.050-41.000.000142.6352783.783-68.076-40.230.000152.8382798.550-77.725-39.460.000163.0412815.335-87.998-38.700.000173.2432834.266-98.894-37.940.000183.4462855.469-110.414-37.200.000193.6492879.071-122.557-36.460.000203.8512905.197-135.324-35.730.000214.0542933.974-148.715-35.000.000224.2572965.529-162.729-34.290.000234.4592999.988-177.367-33.580.000244.6623037.477-192.629-32.880.000254.8653078.123-208.514-32.180.000265.0683122.052-225.022-31.500.000275.2703169.390-242.155-30.820.000285.4733220.265-259.911-30.150.000295.6763274.801-278.290-29.480.000305.8783333.127-297.293-28.830.000316.0813395.368-316.920-28.180.000326.2843461.650-337.170-27.550.000336.4863532.100-358.044-26.920.000346.6893606.845-379.541-26.300.000356.8923686.011-401.662-25.690.000367.0953769.723-424.407-25.090.000377.2973858.110-447.775-24.500.000387.5003951.296-471.767-23.920.000397.7003900.823240.173-23.350.000407.9003855.267215.283-22.800.000418.1003814.750189.785-22.250.000428.3003779.394163.681-21.720.000438.5003749.318136.970-21.190.000448.7003724.646109.651-20.680.000458.9003705.49981.726-20.170.000469.1003691.99753.193-19.670.000479.3003684.26224.053-19.180.000489.5003682.416-5.694-18.700.000499.7003686.580-36.047-18.230.000509.9003696.875-67.008-17.770.0005110.1003713.424-98.577-17.310.0005210.3003736.346-130.752-16.870.0005310.5003765.765570.015-16.430.0005410.7003655.091536.626-16.010.0005510.9003551.155502.629-15.590.0005611.1003454.079468.026-15.190.0005711.3003363.985432.815-14.790.0005811.5003280.994396.998-14.390.0005911.7003205.227360.573-14.010.0006011.9003136.805323.541-13.640.0006112.1003075.850285.902-13.270.0006212.3003022.484247.657-12.910.0006312.5002976.828208.804-12.560.0006412.7002939.003169.344-12.210.0006512.9002909.131129.277-11.880.0006613.1002887.33388.602-11.550.0006713.3002873.73147.321-11.220.0006813.5002868.446754.743-10.910.0006913.7002721.736712.248-10.600.0007013.9002583.587669.145-10.290.0007114.1002454.118625.436-10.000.0007214.3002333.453581.119-9.710.0007314.5002221.711536.195-9.420.0007414.7002119.015490.665-9.140.0007514.9002025.486444.527-8.870.0007615.1001941.245397.782-8.600.0007715.3001866.414350.430-8.340.0007815.5001801.114302.470-8.080.0007915.7001745.466253.904-7.820.0008015.9001699.593204.731-7.570.0008116.1001663.614154.951-7.330.0008216.3001637.653104.563-7.090.0008316.5001621.829732.727-6.850.0008416.7051477.032679.828-6.610.0008516.9101343.144626.291-6.370.0008617.1151220.296572.116-6.140.0008717.3201108.620517.303-5.910.0008817.5251008.246461.852-5.680.0008917.730919.304405.764-5.460.0009017.935841.926349.038-5.240.0009118.140776.242291.673-5.020.0009218.345722.384233.672-4.800.0009318.550680.481175.032-4.580.0009418.755650.664115.75