忠路南北段（高边坡方案设计）计算书

一、工程概况本次设计的万忠路南北段（K0+000~K3+222.483）位于万州经开区高峰生态工业园东侧，由北往南布线，道路起于规划看守所连接道，由北往南依次与规划石梁大道（主干路）、规划次干路一相交，上跨规划三环快速路后依次与规划支路一、规划经峰路（次干路）、规划高峰大道（主干路）、规划支路二相交，上跨规划轨道后再与规划相思路（次干路）相交，终点止于与规划万忠路东西段（主干路）交叉口处，道路K1+110~K2+460段左侧为规划“重庆三峡医药高等专科学校”，沿线主要结构物为一座预应力混凝土连续梁桥（总宽18.4m，长237m）及若干段挡墙。项目区位图建设规模及工期：万忠路南北段道路全长3222.483m，标准路幅宽度为36m，双向六车道，设计速度为40km/h；项目建设将中断多条现状道路交通通行，本次初步设计对相关道路进行还建，还建道路共长约1.29Km，标准路幅宽度为4.5~8.5m，单、双车道公路，设计速度为15、40km/h。项目平面图本项目设计存在多段填挖方边坡，按照重庆市城乡建设委员会渝建发〔2010〕166号文件，需对以下情况的高边坡项目进行专项方案设计：“（一）高切坡：岩质边坡高度≥15米，岩土混合边坡高度≥12米且土层厚度≥4米，土质边坡高度≥8米。（二）深基坑：岩质基坑高度≥12米，岩土混合基坑高度≥8米且土层厚度≥4米，土质基坑高度≥5米。（三）高填方：填方边坡高度≥8米。”根据上述文件精神，经现场踏勘，结合实测和地勘资料本段统计整理共有6段高挖方、高填方边坡，具体段落见表1.1。编号里程边坡安全等级最大高度(m)高边坡类型防护形式1#万忠路南北段K2+400-K2+800左侧一级22.5高填方坡率法+坡面防护+块片石护脚2#万忠路南北段K2+630-K2+730右侧一级17.7高填方坡率法+坡面防护3#万忠路南北段K2+800-K2+820左侧一级17.9高填方坡率法+坡面防护+衡重式挡墙4#万忠路南北段K2+820-K2+960右侧一级14.3高填方坡率法+坡面防护5#万忠路南北段K3+110-K3+140左侧一级15.8高切坡坡率法+格构锚杆6#万忠路南北段K3+080-K3+140右侧一级16.8高切坡坡率法+格构锚杆二、设计依据及设计规范2.1设计依据2.2设计遵循的主要规范三、设计参数地勘报告中的岩土设计参数建议值如下表。土体物理力学参数取值推荐表临时开挖坡率值（无外倾结构面时）：坡高小于5m，填土按1:1.50(高宽比)，淤泥质粉质粘土，粉质粘土按1:1.50(高宽比)；坡高大于5m且小于10m，填土按1:1.75(高宽比)，粉质粘土按1:1.75(高宽比)。通过与设计单位沟通，道路填方段回填前会先清除坡面表层原生粉质粘土层至基岩面，并在基岩面上设置反向台阶，然后再回填土石比3:7的回填土，回填时分层夯实，根据该施工方法和填料性质，对岩土界面处抗剪强度参数按经验取值为：天然状态：内聚力C取8KPa，内摩擦角Ф取22º；饱和状态：内聚力C取6KPa，内摩擦角Ф取20º。四、高边坡稳定性计算本工程中共有高切坡8段，本次计算书选取具有代表性的典型断面进行稳定性分析。（1）1号高边坡72-72’剖面72-72’剖面为路堤边坡，且地面横坡较陡，设计采用坡率法进行放坡，且在坡底采用块片石护脚，其断面如下图所示。72-72’剖面地质横断面图72-72’剖面折线滑移法条块划分折线滑动稳定性计算表以上计算结果表明，路堤边坡整体稳定系数为1.449，满足规范要求。（2）3号高边坡86-86’剖面3号边坡为路堤边坡，且地面横坡较缓，但是有一个卤水井需要保护，故在距离卤水井范围5m外设置重力式挡墙。86-86’剖面地质横断面图衡重式挡土墙验算[执行标准：公路]计算项目：衡重式挡土墙原始条件:墙身尺寸:墙身总高:15.000(m)上墙高:6.000(m)墙顶宽:1.600(m)台宽:1.600(m)面坡倾斜坡度:1:0.000上墙背坡倾斜坡度:1:0.700下墙背坡倾斜坡度:1:-0.250采用1个扩展墙址台阶:墙趾台阶b1:1.000(m)墙趾台阶h1:1.200(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1下墙土压力计算方法:力多边形法物理参数：圬工砌体容重:23.000(kN/m3)圬工之间摩擦系数:0.400地基土摩擦系数:0.500墙身砌体容许压应力:1000.000(kPa)墙身砌体容许弯曲拉应力:140.000(kPa)墙身砌体容许剪应力:90.000(kPa)材料抗压极限强度:3.000(MPa)材料抗力分项系数:2.310系数αs:0.0020场地环境:一般地区墙后填土内摩擦角:35.000(度)墙后填土粘聚力:0.000(kPa)墙后填土容重:19.000(kN/m3)墙背与墙后填土摩擦角:17.500(度)地基土容重:18.000(kN/m3)修正后地基承载力特征值:500.000(kPa)地基承载力特征值提高系数:墙趾值提高系数:1.000墙踵值提高系数:1.000平均值提高系数:1.000墙底摩擦系数:0.500地基土类型:土质地基地基土内摩擦角:30.000(度)土压力计算方法:库仑坡线土柱:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)换算土柱数13.0002.0000236.0000.0001第1个:定位距离0.000(m)公路-I级地面横坡角度:0.000(度)填土对横坡面的摩擦角:35.000(度)墙顶标高:0.000(m)挡墙分段长度:10.000(m)荷载组合信息:结构重要性系数:1.050荷载组合数:3=====================================================================第1种情况:组合1=============================================组合系数:1.0001.挡土墙结构重力分项系数=0.900√2.填土重力分项系数=1.400√3.填土侧压力分项系数=1.400√4.车辆荷载引起的土侧压力分项系数=1.400√=============================================[土压力计算]计算高度为15.600(m)处的库仑主动土压力无荷载时的破裂角=27.720(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=7.004(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.0000.000036.7000.60060.00060.000048.5000.60060.0000.000056.7000.60060.00060.000068.5000.60060.0000.000076.7000.60070.00070.000088.5000.60070.0000.000096.7000.60070.00070.000108.5000.60070.0000.000布置宽度B0=7.004(m)分布长度L0=18.774(m)荷载值SG=1375.000(kN)换算土柱高度h0=0.550(m)计算上墙土压力按假想墙背计算得到:第1破裂角：34.200(度)Ea=669.938(kN)Ex=127.498(kN)Ey=657.694(kN)作用点高度Zy=2.306(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=23.256(度)第1破裂角=27.936(度)Ea=348.561(kN)Ex=183.386(kN)Ey=296.419(kN)作用点高度Zy=2.764(m)计算下墙土压力无荷载时的破裂角=34.167(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=12.346(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.00015.000036.7000.60060.00060.000048.5000.60060.00060.000056.7000.60060.00060.000068.5000.60060.00060.000076.7000.60070.00070.000088.5000.60070.00070.000096.7000.60070.00070.000108.5000.60070.00070.000第4列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)019.8000.30015.00015.0000211.6000.30015.00015.000039.8000.60060.00060.0000411.6000.60060.00060.000059.8000.60060.00060.0000611.6000.60060.00060.000079.8000.60070.00070.0000811.6000.60070.00070.000099.8000.60070.00070.0001011.6000.60070.00070.000布置宽度B0=12.346(m)分布长度L0=20.000(m)荷载值SG=2200.000(kN)换算土柱高度h0=0.469(m)按力多边形法计算得到:破裂角：34.455(度)Ea=378.521(kN)Ex=377.829(kN)Ey=22.869(kN)作用点高度Zy=4.221(m)墙身截面积=81.720(m2)重量=1879.560(kN)衡重台上填料重(包括超载)=325.910(kN)重心坐标(4.526,-2.159)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.500采用倾斜基底增强抗滑动稳定性,计算过程如下:基底倾斜角度=5.711(度)Wn=2194.525(kN)En=373.547(kN)Wt=219.452(kN)Et=526.660(kN)滑移力=526.660-219.452=307.208(kN)抗滑力=(2194.525+373.547+0.000)*0.500=1284.036(kN)滑移验算满足:Kc=4.180>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=977.396(kN)>0.0地基土层水平向:滑移力=183.386+377.829=561.216(kN)抗滑力=(2524.759+32.400)*0.500=1278.579(kN)地基土层水平向:滑移验算满足:Kc2=2.278>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=3.810(m)相对于墙趾,上墙Ey的力臂Zx=7.212(m)相对于墙趾,上墙Ex的力臂Zy=11.764(m)相对于墙趾,下墙Ey的力臂Zx3=7.055(m)相对于墙趾,下墙Ex的力臂Zy3=3.621(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=3525.527(kN-m)抗倾覆力矩=11260.500(kN-m)倾覆验算满足:K0=3.194>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=5452.174(kN-m)>0.0(三)地基应力及偏心距验算基础类型为天然地基，验算墙底偏心距及压应力取倾斜基底的倾斜宽度验算地基承载力和偏心距作用于基础底的总竖向力=2568.072(kN)作用于墙趾下点的总弯矩=7734.973(kN-m)基础底面宽度B=6.030(m)偏心距e=0.003(m)基础底面合力作用点距离基础趾点的距离Zn=3.012(m)基底压应力:趾部=427.153踵部=424.623(kPa)最大应力与最小应力之比=427.153/424.623=1.006作用于基底的合力偏心距验算满足:e=0.003<=0.167*6.030=1.005(m)墙趾处地基承载力验算满足:压应力=427.153<=500.000(kPa)墙踵处地基承载力验算满足:压应力=424.623<=500.000(kPa)地基平均承载力验算满足:压应力=425.888<=500.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)上墙截面强度验算上墙重力Ws=510.600(kN)上墙墙背处的Ex=183.386(kN)上墙墙背处的Ey=128.370(kN)相对于上墙墙趾，上墙重力的力臂Zw=2.049(m)相对于上墙墙趾，上墙Ex的力臂Zy=2.764(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.865(m)[容许应力法]:法向应力检算:相对于上墙墙趾，合力作用力臂Zn=1.620(m)截面宽度B=5.800(m)偏心距e1=1.280(m)截面上偏心距验算满足:e1=1.280<=0.250*5.800=1.450(m)截面上压应力:面坡=256.000背坡=-35.666(kPa)压应力验算满足:计算值=256.000<=1000.000(kPa)拉应力验算满足:计算值=35.666<=140.000(kPa)切向应力检算:剪应力验算满足:计算值=-12.449<=90.000(kPa)斜截面剪应力检算:验算斜截面与水平面的夹角=25.268(度)斜剪应力验算满足:计算值=39.081<=90.000(kPa)[极限状态法]: 重要性系数γ0=1.050 验算截面上的轴向力组合设计值Nd=639.259(kN) 轴心力偏心影响系数αk=0.569 挡墙构件的计算截面每沿米面积A=5.800(m2) 材料抗压极限强度Ra=3000.000(kPa) 圬工构件或材料的抗力分项系数γf=2.310 偏心受压构件在弯曲平面内的纵向弯曲系数Ψk=1.000 计算强度时: 强度验算满足:计算值=671.221<=4285.734(kN) 计算稳定时: 稳定验算满足:计算值=671.221<=4285.734(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=79.875(m2)重量=1837.125(kN)相对于验算截面外边缘，墙身重力的力臂Zw=3.804(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2482.324(kN)作用于墙趾下点的总弯矩=7673.143(kN-m)相对于验算截面外边缘，合力作用力臂Zn=3.091(m)截面宽度B=6.150(m)偏心距e1=|-0.016|(m)=0.016(m)截面上偏心距验算满足:e1=-0.016<=0.250*6.150=1.537(m)截面上压应力:面坡=397.285背坡=409.975(kPa)压应力验算满足:计算值=409.975<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-70.197<=90.000(kPa)[极限状态法]: 重要性系数γ0=1.050 验算截面上的轴向力组合设计值Nd=2556.691(kN) 轴心力偏心影响系数αk=0.982 挡墙构件的计算截面每沿米面积A=6.150(m2) 材料抗压极限强度Ra=3000.000(kPa) 圬工构件或材料的抗力分项系数γf=2.310 偏心受压构件在弯曲平面内的纵向弯曲系数Ψk=0.982 计算强度时: 强度验算满足:计算值=2684.525<=7843.662(kN) 计算稳定时: 稳定验算满足:计算值=2684.525<=7702.517(kN)(七)台顶截面强度验算[土压力计算]计算高度为13.800(m)处的库仑主动土压力无荷载时的破裂角=27.720(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=7.004(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.0000.000036.7000.60060.00060.000048.5000.60060.0000.000056.7000.60060.00060.000068.5000.60060.0000.000076.7000.60070.00070.000088.5000.60070.0000.000096.7000.60070.00070.000108.5000.60070.0000.000布置宽度B0=7.004(m)分布长度L0=18.774(m)荷载值SG=1375.000(kN)换算土柱高度h0=0.550(m)计算上墙土压力按假想墙背计算得到:第1破裂角：34.200(度)Ea=669.938(kN)Ex=127.498(kN)Ey=657.694(kN)作用点高度Zy=2.306(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=23.256(度)第1破裂角=27.936(度)Ea=348.561(kN)Ex=183.386(kN)Ey=296.419(kN)作用点高度Zy=2.764(m)计算下墙土压力无荷载时的破裂角=33.680(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=11.380(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.00015.000036.7000.60060.00060.000048.5000.60060.00060.000056.7000.60060.00060.000068.5000.60060.00060.000076.7000.60070.00070.000088.5000.60070.00070.000096.7000.60070.00070.000108.5000.60070.00070.000第4列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)019.8000.30015.00015.0000211.6000.30015.0000.000039.8000.60060.00060.0000411.6000.60060.0007.951059.8000.60060.00060.0000611.6000.60060.0007.951079.8000.60070.00070.0000811.6000.60070.0009.276099.8000.60070.00070.0001011.6000.60070.0009.276布置宽度B0=11.380(m)分布长度L0=20.000(m)荷载值SG=1959.455(kN)换算土柱高度h0=0.453(m)按力多边形法计算得到:破裂角：34.060(度)Ea=284.124(kN)Ex=283.604(kN)Ey=17.166(kN)作用点高度Zy=3.490(m)[强度验算]验算截面以上，墙身截面积=72.315(m2)重量=1663.245(kN)相对于验算截面外边缘，墙身重力的力臂Zw=3.872(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2302.741(kN)作用于墙趾下点的总弯矩=5275.493(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.291(m)截面宽度B=5.450(m)偏心距e1=0.434(m)截面上偏心距验算满足:e1=0.434<=0.250*5.450=1.362(m)截面上压应力:面坡=624.419背坡=220.624(kPa)压应力验算满足:计算值=624.419<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-83.322<=90.000(kPa)[极限状态法]: 重要性系数γ0=1.050 验算截面上的轴向力组合设计值Nd=2392.214(kN) 轴心力偏心影响系数αk=0.859 挡墙构件的计算截面每沿米面积A=5.450(m2) 材料抗压极限强度Ra=3000.000(kPa) 圬工构件或材料的抗力分项系数γf=2.310 偏心受压构件在弯曲平面内的纵向弯曲系数Ψk=0.977 计算强度时: 强度验算满足:计算值=2511.825<=6083.319(kN) 计算稳定时: 稳定验算满足:计算值=2511.825<=5946.380(kN)=====================================================================第2种情况:组合2=============================================组合系数:1.0001.挡土墙结构重力分项系数=1.000√2.填土重力分项系数=1.000√3.填土侧压力分项系数=1.000√4.车辆荷载引起的土侧压力分项系数=1.000√=============================================[土压力计算]计算高度为15.600(m)处的库仑主动土压力无荷载时的破裂角=27.720(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=7.004(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.0000.000036.7000.60060.00060.000048.5000.60060.0000.000056.7000.60060.00060.000068.5000.60060.0000.000076.7000.60070.00070.000088.5000.60070.0000.000096.7000.60070.00070.000108.5000.60070.0000.000布置宽度B0=7.004(m)分布长度L0=18.774(m)荷载值SG=1375.000(kN)换算土柱高度h0=0.550(m)计算上墙土压力按假想墙背计算得到:第1破裂角：34.200(度)Ea=669.938(kN)Ex=127.498(kN)Ey=657.694(kN)作用点高度Zy=2.306(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面存在：第2破裂角=23.256(度)第1破裂角=27.936(度)Ea=348.561(kN)Ex=183.386(kN)Ey=296.419(kN)作用点高度Zy=2.764(m)计算下墙土压力无荷载时的破裂角=34.167(度)公路-I级路基面总宽=36.000(m),路肩宽=0.000(m)安全距离=0.500(m)单车车辆外侧车轮中心到车辆边缘距离=0.350(m),车与车之间距离=0.600(m)经计算得，路面上横向可排列此种车辆12列布置宽度=12.346(m)布置宽度范围内车轮及轮重列表:第1列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000102.3000.60070.00070.000第2列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)013.6000.30015.00015.000025.4000.30015.00015.000033.6000.60060.00060.000045.4000.60060.00060.000053.6000.60060.00060.000065.4000.60060.00060.000073.6000.60070.00070.000085.4000.60070.00070.000093.6000.60070.00070.000105.4000.60070.00070.000第3列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)016.7000.30015.00015.000028.5000.30015.00015.000036.7000.60060.00060.000048.5000.60060.00060.000056.7000.60060.00060.000068.5000.60060.00060.000076.7000.60070.00070.000088.5000.60070.00070.000096.7000.60070.00070.000108.5000.60070.00070.000第4列车:中点距全部破裂体轮号路边距离(m)轮宽(m)轮压(kN)上轮压(kN)019.8000.30015.00015.0000211.6000.30015.00015.000039.8000.60060.00060.0000411.6000.60060.00060.000059.8000.60060.00060.0000611.6000.60060.00060.000079.8000.60070.00070.0000811.6000.60070.00070.000099.8000.60070.00070.0001011.6000.60070.00070.000布置宽度B0=12.346(m)分布长度L0=20.000(m)荷载值SG=2200.000(kN)换算土柱高度h0=0.469(m)按力多边形法计算得到:破裂角：34.455(度)Ea=378.521(kN)Ex=377.829(kN)Ey=22.869(kN)作用点高度Zy=4.221(m)墙身截面积=81.720(m2)重量=1879.560(kN)衡重台上填料重(包括超载)=325.910(kN)重心坐标(4.526,-2.159)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.500采用倾斜基底增强抗滑动稳定性,计算过程如下:基底倾斜角度=5.711(度)Wn=2194.525(kN)En=373.547(kN)Wt=219.452(kN)Et=526.660(kN)滑移力=526.660-219.452=307.208(kN)抗滑力=(2194.525+373.547+0.000)*0.500=1284.036(kN)滑移验算满足:Kc=4.180>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=1114.029(kN)>0.0地基土层水平向:滑移力=183.386+377.829=561.216(kN)抗滑力=(2524.759+32.400)*0.500=1278.579(kN)地基土层水平向:滑移验算满足:Kc2=2.278>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=3.810(m)相对于墙趾,上墙Ey的力臂Zx=7.212(m)相对于墙趾,上墙Ex的力臂Zy=11.764(m)相对于墙趾,下墙Ey的力臂Zx3=7.055(m)相对于墙趾,下墙Ex的力臂Zy3=3.621(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=3525.527(kN-m)抗倾覆力矩=11260.500(kN-m)倾覆验算满足:K0=3.194>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=5942.710(kN-m)>0.0(三)地基应力及偏心距验算基础类型为天然地基，验算墙底偏心距及压应力取倾斜基底的倾斜宽度验算地基承载力和偏心距作用于基础底的总竖向力=2568.072(kN)