礼慈路连接L42西段道路及配套工程-岩土工程结构计算书

PAGEPAGE1礼慈路连接L42西段道路及配套工程岩土工程结构计算书目录TOC\o"1-3"\h\u20133岩土工程结构计算书 0180391.设计资料 227662.设计依据 2192203.高边坡边坡稳定性验算 2287543.1.土质边坡圆弧滑动验算 2257523.2.翻挖换填临时边坡验算 7228383.3.隧道进口段边仰坡验算 12201614.1#桩板式挡墙结构计算 14237764.1.Φ1200桩计算 14275074.1.1.1#~4#、11#~19#轴桩计算 14177504.1.2.20#~38#轴桩计算 24218974.1.3.39#~51#轴桩计算 33325864.1.4.90#~97#轴桩计算 4159254.2.Φ1500桩计算 51255144.2.1.5#~10#轴桩计算 5119304.2.2.52#~67#、72#轴桩计算 60283034.2.3.68#~71#轴桩计算 70135114.2.4.73#~81#轴桩计算 80222034.2.5.82#~85#轴桩计算 9181244.2.6.86#~89#轴桩计算 100210085.2#桩板式挡墙结构计算 10913435.1.Φ1500锚拉桩计算（A4轴桩基计算） 109303665.2.Φ1500锚拉桩计算（A5~A7轴桩基计算） 13613875.3.Φ1500悬臂桩计算 152259135.4.Φ1200悬臂桩计算 153礼慈路连接L42西段道路及配套工程岩土工程结构计算书设计资料礼慈路连接L42西段起点接现状通海十四路，由北向南延伸，终点接现状通海一路，道路全长1642.904m，设计车速30km/h，标准路幅宽度为21m，双向四车道，道路等级为城市次干道。本项目岩土工程结构计算主要包括高边坡稳定性计算、支挡结构计算。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）高边坡边坡稳定性验算土质边坡圆弧滑动验算本项目土质挖方边坡最大高度约12m，设计采用1:2坡率法放坡，边坡大于8m时设置2m宽台阶。本次计算按最不利12m高边坡进行验算。[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数4坡面线号水平投影(m)竖直投影(m)超载数116.0008.000022.0000.000038.0004.0000420.0000.0001超载1距离0.100(m)宽20.000(m)荷载(20.00--20.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kPa)力系数112.00020.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)115.00020.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1================================================================下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kPa)力系数16.00020.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)115.00020.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1[计算条件]圆弧稳定分析方法:Bishop法稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)[计算结果图]最不利滑动面:滑动圆心=(5.533,31.160)(m)滑动半径=31.647(m)滑动安全系数=1.513起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)0.0000.922-9.2240.93415.00020.005.630.000.000.000.000.00-0.9016.750.948520.000.000.9221.844-7.5360.93015.00020.0016.640.000.000.000.000.00-2.1820.720.959820.000.001.8442.767-5.8540.92715.00020.0027.150.000.000.000.000.00-2.7724.440.970250.000.002.7673.689-4.1780.92515.00020.0037.140.000.000.000.000.00-2.7127.920.979820.000.003.6894.611-2.5050.92315.00020.0046.640.000.000.000.000.00-2.0431.170.988530.000.004.6115.533-0.8350.92215.00020.0055.640.000.000.000.000.00-0.8134.210.996390.000.005.5336.5800.9481.04715.00020.0073.420.000.000.000.000.001.2142.261.003840.000.006.5807.6272.8441.04815.00020.0083.650.000.000.000.000.004.1545.661.010700.000.007.6278.6734.7431.05015.00020.0093.150.000.000.000.000.007.7048.801.016460.000.008.6739.7206.6481.05415.00020.00101.920.000.000.000.000.0011.8051.701.021120.000.009.72010.7678.5601.05915.00020.00109.950.000.000.000.000.0016.3754.381.024660.000.0010.76711.81310.4821.06415.00020.00117.260.000.000.000.000.0021.3356.841.027070.000.0011.81312.86012.4161.07215.00020.00123.740.000.000.000.000.0026.6159.071.028320.000.0012.86013.90714.3641.08015.00020.00129.480.000.000.000.000.0032.1261.091.028410.000.0013.90714.95316.3291.09115.00020.00134.420.000.000.000.000.0037.7962.911.027280.000.0014.95316.00018.3151.10315.00020.00138.540.000.000.000.000.0043.5364.521.024920.000.0016.00017.00020.2781.06615.00020.00130.440.000.000.000.000.0045.2161.171.021380.000.0017.00018.00022.2211.08015.00020.00122.660.000.000.000.000.0046.3958.661.016690.000.0018.00019.00024.1911.09615.00020.00119.080.000.000.000.000.0048.8057.721.010740.000.0019.00020.00026.1931.11415.00020.00119.670.000.000.000.000.0052.8258.351.003480.000.0020.00021.00028.2291.13515.00020.00119.380.000.000.000.000.0056.4758.750.994830.000.0021.00022.00030.3051.15815.00020.00118.170.000.000.000.000.0059.6358.910.984720.000.0022.00023.00032.4261.18515.00020.00115.970.000.000.000.000.0062.1858.790.973050.000.0023.00024.00034.5981.21515.00020.00112.720.000.000.000.000.0064.0058.380.959720.000.0024.00025.00036.8291.24915.00020.00108.330.000.000.000.000.0064.9457.620.944600.000.0025.00026.00039.1271.28915.00020.00102.710.000.000.000.000.0064.8156.480.927520.000.0026.00026.94441.4341.26015.00020.0086.160.000.000.000.0016.8968.1956.850.908880.000.0026.94427.88943.7581.30815.00020.0069.750.000.000.000.0018.8961.3052.250.888610.000.0027.88928.83346.1761.36415.00020.0051.920.000.000.000.0018.8951.0946.120.865960.000.0028.83329.77748.7061.43115.00020.0032.470.000.000.000.0018.8938.5939.090.840620.000.0029.77730.72251.3711.51315.00020.0011.160.000.000.000.0018.8923.4730.910.812160.000.00总的下滑力=999.094(kN)总的抗滑力=1512.476(kN)土体部分下滑力=999.094(kN)土体部分抗滑力=1512.476(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)经计算，边坡稳定系数为1.513，大于规范要求稳定系数1.35，满足要求。翻挖换填临时边坡验算本项目翻挖换填高度为3m，翻挖临时坡率为1:1，道路以上部分边坡为永久边坡，坡率为1:2。本次验算翻挖换填临时工况下边坡整体稳定性。[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法[坡面信息]坡面线段数3坡面线号水平投影(m)竖直投影(m)超载数13.0003.0000218.0009.0000315.0000.0001超载1距离0.010(m)宽15.000(m)荷载(5.00--5.00kPa)270.00(度)[土层信息]上部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kPa)力系数112.00020.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)115.00020.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1下部土层数1层号层厚重度饱和重度粘结强度孔隙水压(m)(kN/m3)(kN/m3)(kPa)力系数110.00020.000120.000层号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)115.00020.000层号十字板τ强度增十字板τ水强度增长系(kPa)长系数下值(kPa)数水下值1[计算条件]圆弧稳定分析方法:Bishop法稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)[计算结果图]最不利滑动面:滑动圆心=(1.267,27.600)(m)滑动半径=27.629(m)滑动安全系数=1.375起始x终止xαliCiΦi条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力mθi超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)0.0001.267-1.3141.26715.00020.0016.410.000.000.000.000.00-0.3825.130.993670.000.001.2672.1330.8990.86715.00020.0029.850.000.000.000.000.000.4723.771.004030.000.002.1333.0002.6970.86815.00020.0044.430.000.000.000.000.002.0928.841.011350.000.003.0004.0004.6371.00315.00020.0063.680.000.000.000.000.005.1537.501.018130.000.004.0005.0006.7221.00715.00020.0071.690.000.000.000.000.008.3940.131.024120.000.005.0006.0008.8151.01215.00020.0078.960.000.000.000.000.0012.1042.521.028760.000.006.0007.00010.9201.01915.00020.0085.480.000.000.000.000.0016.1944.681.032050.000.007.0008.00013.0411.02715.00020.0091.240.000.000.000.000.0020.5946.621.033950.000.008.0009.00015.1801.03615.00020.0096.210.000.000.000.000.0025.1948.351.034440.000.009.00010.00017.3401.04815.00020.00100.370.000.000.000.000.0029.9249.861.033460.000.0010.00011.00019.5271.06115.00020.00103.700.000.000.000.000.0034.6651.161.030980.000.0011.00012.00021.7441.07715.00020.00106.170.000.000.000.000.0039.3352.231.026930.000.0012.00013.00023.9951.09515.00020.00107.730.000.000.000.000.0043.8153.081.021250.000.0013.00014.00026.2871.11515.00020.00108.340.000.000.000.000.0047.9853.691.013840.000.0014.00015.00028.6241.13915.00020.00107.940.000.000.000.000.0051.7154.041.004620.000.0015.00016.00031.0161.16715.00020.00106.470.000.000.000.000.0054.8654.110.993450.000.0016.00017.00033.4691.19915.00020.00103.850.000.000.000.000.0057.2753.860.980200.000.0017.00018.00035.9931.23615.00020.0099.970.000.000.000.000.0058.7553.270.964680.000.0018.00019.00038.6021.28015.00020.0094.730.000.000.000.000.0059.1052.260.946690.000.0019.00020.00041.3091.33115.00020.0087.950.000.000.000.000.0058.0650.770.925930.000.0020.00021.00044.1351.39315.00020.0079.460.000.000.000.000.0055.3348.690.902070.000.0021.00022.02347.1401.50515.00020.0065.230.000.000.000.005.0751.5346.820.874290.000.0022.02323.04750.3641.60515.00020.0041.290.000.000.000.005.1235.7438.300.841810.000.0023.04724.07053.8261.73415.00020.0014.320.000.000.000.005.1215.6927.900.803970.000.00总的下滑力=783.542(kN)总的抗滑力=1077.596(kN)土体部分下滑力=783.542(kN)土体部分抗滑力=1077.596(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)经计算，边坡稳定系数为1.375，大于规范要求稳定系数1.35，满足要求。隧道进口段边仰坡验算根据地勘报告，进洞口岩层面与坡面倾向呈大角度（131°）相交，对坡面稳定影响小；LX1与坡面倾向呈小角度（28°）相交，对坡面稳定影响大；LX2与坡面呈大角度（271°）相交，对坡面稳定影响小，强风化带岩体较破碎，岩体力学性能差，稳定性差，破坏模式可能为滑动、掉块。综上，该边坡基本稳定，该边坡稳定性主要受裂隙强度与岩体强度综合控制。现对隧道临时边仰坡进行验算1、基本信息经计算，裂隙3产生的下滑力为244KN。由于端墙顶为现状边坡，该段仅作坡面处理，故在临时仰坡段采用锚杆处理，锚杆集中设置在洞口临时仰坡段。隧道进口洞门端墙背后1:0.1开挖面采用锚、网、喷防护，喷C25砼厚15cm，2Φ25砂浆锚杆锚入破裂面（30°）后稳定基岩内3.0m，间距1.5m梅花形增长布置，打设角度与水平面夹角为15度，Φ10钢筋网，按间距20cm*20cm设置。洞顶以上现状岩质陡坎段由于坡率较缓，隧道施工前清除表层覆土后采用锚喷封闭，锚杆采用1Φ25普通砂浆锚杆，间距2.0m×2.0m梅花状布置，锚杆长4.0m，C25锚喷混凝土支护，t=150mm。隧道施工完成后，采用攀爬植物覆绿。1#桩板式挡墙结构计算Φ1200桩计算1#~4#、11#~19#轴桩计算该段结合地质纵断面，取最不利情况进行包络计算，桩最大计算临空高度约6.0m，嵌固深度3.5m（强风砂岩层厚度0.5m，中风化砂岩层厚度3.0m），计算结果如下：桩、板计算条件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1.00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)(°)120.0000.00020.0000.0001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20.00020.0000.00019.0002)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土层10.00020.00015.00020.000120.000m法8.000150.000嵌固段土层数: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0.50024.0000.00040.000120.000m法20.000400.0002岩层5.00023.5200.00050.000120.000K法200.0005600.0000.5000.30010.0003)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：弹簧模型横向地基承载力计算铁路规范4.桩信息1)桩基本信息桩前地面以上长度(m)6.000嵌固点深度(m)0.000悬臂长度(m)6.000嵌固长度(m)3.500截面形状圆形桩径D(m)1.200桩中心距(m)4.000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C30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)0.001板类型号板厚(mm)板宽(m)板块数13501.00062)板配筋信息板作用综合分项系数1.400混凝土强度等级C30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：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》=====================================================================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：6.000按实际墙背计算得到:第1破裂角：37.062(度)Ea=98.748(kN)Ex=96.407(kN)Ey=21.373(kN)作用点到嵌固点距离Zy=1.505(m)第1嵌固段地层计算方法:m法第2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=827.886(kN-m)距离桩顶6.875(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=472.785(kN)距离桩顶8.188(m)最大位移=-16(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-16.000.00020.194-0.000-0.000-15.590.00030.3870.000-0.000-15.190.00040.5810.0000.000-14.780.00050.7740.0000.000-14.370.00060.968-0.000-0.000-13.970.00071.1610.0000.000-13.560.00081.355-0.0000.000-13.150.00091.548-0.0000.000-12.750.000101.742-0.0000.000-12.340.000111.935-0.0000.000-11.930.000122.129-0.0000.000-11.530.000132.3230.252-3.899-11.120.000142.5161.802-12.335-10.710.000152.7105.109-22.050-10.310.000162.90310.420-33.043-9.900.000173.09717.982-45.315-9.490.000183.29028.043-58.865-9.090.000193.48440.851-73.694-8.680.000203.67756.653-89.802-8.280.000213.87175.696-107.188-7.870.000224.06598.227-125.852-7.470.000234.258124.495-145.795-7.070.000244.452154.746-167.017-6.660.000254.645189.229-189.517-6.270.000264.839228.190-213.295-5.870.000275.032271.877-238.352-5.470.000285.226320.538-264.688-5.080.000295.419374.420-292.302-4.700.000305.613433.770-321.194-4.320.000315.806498.835-351.366-3.940.000326.000569.865-382.263-3.57-0.000336.250665.292-377.876-3.10-15.497346.500758.802-322.082-2.64-26.448356.688809.451-184.223-2.31-462.770366.875827.886-24.363-1.99-398.431377.063818.587111.964-1.68-335.988387.250785.900225.457-1.38-275.421397.438734.040316.799-1.08-216.657407.625667.100386.637-0.80-159.576417.813589.052435.569-0.52-104.028428.000503.762464.129-0.25-49.833438.188415.003472.7850.023.203448.375326.468461.9280.2855.284458.563241.780431.8760.53106.611468.750164.514382.8730.79157.379478.93898.203315.0931.04207.764489.12546.354228.6511.29257.917499.31312.459123.6111.54307.957509.500-0.00033.2231.79357.959桩底竖向合力=289.98(kN)，桩底面积A=1.131(m2)桩底所在土层承载力=5600.00(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)10.0001.0000.0006220100720.1941.0000.0006220100730.3871.0000.0006220100740.5810.0000.0006220100750.7740.0000.0006220100760.9680.0000.0006220100771.1610.0000.0006220100781.3550.0000.0006220100791.5480.0000.00062201007101.7420.0000.00062201007111.9350.0000.00062201007122.1290.0000.00062201007132.3230.352-5.45862201007142.5162.523-17.26962201007152.7107.152-30.87062201007162.90314.588-46.26062201007173.09725.175-63.44162201007183.29039.261-82.41162201007193.48457.192-103.17262201007203.67779.314-125.72262201007213.871105.974-150.06362201007224.065137.518-176.19362201007234.258174.293-204.11362201007244.452216.645-233.82362201007254.645264.921-265.32362201007264.839319.466-298.61362201007275.032380.628-333.69362201007285.226448.753-370.56362201007295.419524.187-409.22262201007305.613607.277-449.67262201007315.806698.370-491.91262201007326.000797.810-535.16962201007336.250931.409-529.02662201007346.5001062.323-450.91562201007356.6881133.231-257.91263891007366.8751159.041-34.10865491007377.0631146.022156.75064681007387.2501100.259315.64062201007397.4381027.657443.51862201007407.625933.940541.29262201007417.813824.672609.79662201007428.000705.266649.78162201007438.188581.004661.89962201007448.375457.055646.69962201007458.563338.492604.62762201007468.750230.320536.02262201007478.938137.484441.13062201007489.12564.896320.11262201007499.31317.442173.05562201007509.5000.00046.51262201007=====================================================================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)1-0.006220100720.196220100730.396220100740.586220100750.776220100760.976220100771.166220100781.356220100791.5562201007101.7462201007111.9462201007122.1362201007132.3262201007142.5262201007152.7162201007162.9062201007173.1062201007183.2962201007193.4862201007203.6862201007213.8762201007224.0662201007234.2662201007244.4562201007254.6562201007264.8462201007275.0362201007285.2362201007295.4262201007305.6162201007315.8162201007326.0062201007336.2562201007346.5062201007356.6963891007366.8865491007377.0664681007387.2562201007397.4462201007407.6362201007417.8162201007428.0062201007438.1962201007448.3862201007458.5662201007468.7562201007478.9462201007489.1362201007499.3162201007509.5062201007=====================================================================桩配筋面积最终结果：纵筋最大为6549(mm2)抗剪箍筋最大为1007(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：37.062(度)Ea=98.748(kN)Ex=96.407(kN)Ey=21.373(kN)作用点到嵌固点距离Zy=1.505(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=4.000-1.200+0.001=2.801(m)板上荷载(取板段最大荷载力)：q=41.445(kN/m)板下缘距顶距离：6.000(m)板厚：b=350(mm)[内力计算]板上最大弯矩：M=ql2/8=40.645(kN·m)板上最大剪力：V=ql/2=58.043(kN)板上支座反力：F=ql/2=58.043(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=81.261(kN)V<=0.7ftbh0=0.7×1.430×1000.000×315.000=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=56.903(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)====================