双桥路道路工程结构计算书

一、工程概况本次设计双桥路位于空港新城中央公园西侧，金山大道以东、公园西路以西、椿萱大道以南、腾芳大道以北区域。项目所处区域基础设施不完善，交通配套基础设施不足，严重制约了其招商引资和区域内经济社会的建设。本项目的建成将完善启动区内部路网结构，促进周边地块开发建设，进一步带动启动区城市综合配套的全面发展，为推动启动区城市建设快速稳步健康发展提供保障。本次设计双桥路起点接兰桂大道，整体向北延伸，上跨在建轨道交通10号线、已建同茂大道后，分别与公园北一路、公园北二路、嘉鹿大道相交，下穿椿萱大道，终点与秋成西路设计起点相接，设计车速50km/h，为双向六车道，标准路幅宽度32m，道路全长2025.464m。本册计算书为双桥路结构计算书。二、设计采用主要规范及原则2.1设计采用规范（1）《公路路基设计规范》JTGD30-2015；（2）《建筑地基处理技术规范》JGJ79-2012（3）《建筑边坡工程技术规范》（GB50330-2013）；（4）《建筑地基基础设计规范》（GB50007-2011）；（5）《建筑抗震设计规范》（GB50011-2010）；（6）《混凝土结构设计规范》（GB50010-2010（2015年版））；（7）《建筑结构荷载规范》GB50009-2012（8）《建筑边坡工程施工质量验收规范》DBJ/T50-100-2010（9）中华人民共和国《工程建设标准强制性条文》；（10）国家及部（委）发布的其它有关法律、法规、规程、规范。2.2设计原则根据规范要求并结合地质勘察报告，本工程高边坡安全等级为一级。(1)高边坡防护工程设计安全系数取1.35。(2)边坡重要性系数取1.1。(3)场地地震基本烈度为6度。设计基本地震加速度为0.05g，设计地震分组为一组。(4)挡墙安全等级：Ⅰ级(65)路肩挡墙车行荷载：城-A级；人群荷载：4KN/m2(6)支护结构设计使用年限：50年。三、设计参数 岩土设计参数建议值表J2s21.5*19.6////24.924.725.124.0//22*20.0////25.125.225.324.1////////9.4928.686.2010.326////////6.1521.513.836.61//岩土体天然抗剪强度C(Kpa)8*20.25////450*1870*490*650*50*35*φ(°)22*10.95////32.17*35.72*32.51*32.85*18*15*岩土体饱和抗剪强度C(Kpa)5*15.72//////////φ(°)18*7.67///////////300*600*800*600*600*1043923661682011352///150*300*400*300*300*3444780822503746//地基承载力基本容许值/150*300*400*300*300*600*1200*400*600*///0.25*0.40*0.45*0.35*0.40*0.45*0.50*0.45*0.45*//岩体抗拉强度(MPa)//////0.190.690.160.24//变形模量（104MPa）//////0.090.380.070.12//104//////0.100.400.080.13////////0.320.190.350.31//土体水平抗力系数的比例系(MN/m4)10*15*//////////岩体水平抗力系(MN/m3)//////100*300*60*120*//岩体理论破裂角//////61.0862.8661.4261.43//岩石与锚体极限粘结强度标准(kPa)/45*////360*760*270*360*//四、支挡结构计算4.1重力式挡墙重力式路肩挡墙最高为6m，本次计算选挡墙尺寸表中5m的断面为代表进行验算，以下详见计算过程：原始条件:墙身尺寸:墙身高:6.000(m)墙顶宽:2.000(m)面坡倾斜坡度:1:0.000背坡倾斜坡度:1:0.400采用1个扩展墙址台阶:墙趾台阶b1:0.500(m)墙趾台阶h1:0.800(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1物理参数:圬工砌体容重:24.000(kN/m3)圬工之间摩擦系数:0.400地基土摩擦系数:0.400墙身砌体容许压应力:2100.000(kPa)墙身砌体容许弯曲拉应力:280.000(kPa)墙身砌体容许剪应力:110.000(kPa)材料抗压极限强度:1.600(MPa)材料抗力分项系数:2.310系数醩:0.0020挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(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:15.000(度)地基土容重:22.000(kN/m3)修正后地基承载力特征值:180.000(kPa)地基承载力特征值提高系数:墙趾值提高系数:1.200墙踵值提高系数:1.300平均值提高系数:1.000墙底摩擦系数:0.350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115.5000.0001第1个:距离0.000(m),宽度15.500(m),高度0.789(m)2004路基规范挡土墙车辆荷载25.0000.0000坡面起始距离:0.000(m)地面横坡角度:15.000(度)填土对横坡面的摩擦角:30.000(度)墙顶标高:0.000(m)挡墙分段长度:10.000(m)=====================================================================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.墙顶上的有效永久荷载分项系数=1.000√3.墙顶与第二破裂面间有效荷载分项系数=1.400√4.填土侧压力分项系数=1.400√5.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6.510(m)处的库仑主动土压力无荷载时的破裂角=25.185(度)按实际墙背计算得到:第1破裂角：25.185(度)Ea=248.732(kN)Ex=199.164(kN)Ey=149.001(kN)作用点高度Zy=2.382(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不存在墙身截面积=20.851(m2)重量=500.413(kN)(一)滑动稳定性验算基底摩擦系数=0.350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=497.929(kN)En=168.079(kN)Wt=49.793(kN)Et=183.349(kN)滑移力=133.556(kN)抗滑力=233.103(kN)滑移验算满足:Kc=1.745>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=72.505(kN)>0.0地基土层水平向:滑移力=199.164(kN)抗滑力=271.229(kN)地基土层水平向:滑移验算满足:Kc2=1.362>1.300(二)倾覆稳定性验算相对于墙趾点，墙身重力的力臂Zw=2.208(m)相对于墙趾点，Ey的力臂Zx=4.151(m)相对于墙趾点，Ex的力臂Zy=1.872(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=372.738(kN-m)抗倾覆力矩=1723.285(kN-m)倾覆验算满足:K0=4.623>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=1227.933(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=666.008(kN)作用于墙趾下点的总弯矩=1350.547(kN-m)基础底面宽度B=5.130(m)偏心距e=0.537(m)基础底面合力作用点距离基础趾点的距离Zn=2.028(m)基底压应力:趾部=211.386踵部=48.286(kPa)最大应力与最小应力之比=211.386/48.286=4.378作用于基底的合力偏心距验算满足:e=0.537<=0.167*5.130=0.855(m)墙趾处地基承载力验算满足:压应力=211.386<=216.000(kPa)墙踵处地基承载力验算满足:压应力=48.286<=234.000(kPa)地基平均承载力验算满足:压应力=129.836<=180.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)墙底截面强度验算验算截面以上，墙身截面积=19.600(m2)重量=470.400(kN)相对于验算截面外边缘，墙身重力的力臂Zw=2.136(m)相对于验算截面外边缘，Ey的力臂Zx=4.151(m)相对于验算截面外边缘，Ex的力臂Zy=1.872(m)[容许应力法]:法向应力检算:作用于验算截面的总竖向力=619.401(kN)作用于墙趾下点的总弯矩=1250.464(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.019(m)截面宽度B=4.900(m)偏心距e1=0.431(m)截面上偏心距验算满足:e1=0.431<=0.250*4.900=1.225(m)截面上压应力:面坡=193.148背坡=59.669(kPa)压应力验算满足:计算值=193.148<=2100.000(kPa)切向应力检算:剪应力验算满足:计算值=-9.918<=110.000(kPa)[极限状态法]: 重要性系数?0=1.000 验算截面上的轴向力组合设计值Nd=631.961(kN) 轴心力偏心影响系数醟=0.899 挡墙构件的计算截面每沿米面积A=4.900(m2) 材料抗压极限强度Ra=1600.000(kPa) 圬工构件或材料的抗力分项系数鉬=2.310 偏心受压构件在弯曲平面内的纵向弯曲系数豮=1.000 计算强度时: 强度验算满足:计算值=631.961<=3050.423(kN) 计算稳定时: 稳定验算满足:计算值=631.961<=3050.423(kN)(六)台顶截面强度验算[土压力计算]计算高度为5.200(m)处的库仑主动土压力无荷载时的破裂角=25.185(度)按实际墙背计算得到:第1破裂角：25.170(度)Ea=166.484(kN)Ex=133.307(kN)Ey=99.731(kN)作用点高度Zy=1.935(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不存在[强度验算]验算截面以上，墙身截面积=15.808(m2)重量=379.392(kN)相对于验算截面外边缘，墙身重力的力臂Zw=1.579(m)相对于验算截面外边缘，Ey的力臂Zx=3.306(m)相对于验算截面外边缘，Ex的力臂Zy=1.935(m)[容许应力法]:法向应力检算:作用于验算截面的总竖向力=479.123(kN)作用于墙趾下点的总弯矩=670.902(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.400(m)截面宽度B=4.080(m)偏心距e1=0.640(m)截面上偏心距验算满足:e1=0.640<=0.250*4.080=1.020(m)截面上压应力:面坡=227.910背坡=6.954(kPa)压应力验算满足:计算值=227.910<=2100.000(kPa)切向应力检算:剪应力验算满足:计算值=-14.300<=110.000(kPa)[极限状态法]: 重要性系数?0=1.000 验算截面上的轴向力组合设计值Nd=481.077(kN) 轴心力偏心影响系数醟=0.733 挡墙构件的计算截面每沿米面积A=4.080(m2) 材料抗压极限强度Ra=1600.000(kPa) 圬工构件或材料的抗力分项系数鉬=2.310 偏心受压构件在弯曲平面内的纵向弯曲系数豮=1.000 计算强度时: 强度验算满足:计算值=481.077<=2071.799(kN) 计算稳定时: 稳定验算满足:计算值=481.077<=2071.799(kN)=================================================各组合最不利结果=================================================(一)滑移验算安全系数最不利为：组合1(组合1)抗滑力=233.103(kN),滑移力=133.556(kN)。滑移验算满足:Kc=1.745>1.300滑动稳定方程验算最不利为：组合1(组合1)滑动稳定方程满足:方程值=72.505(kN)>0.0安全系数最不利为：组合1(组合1)抗滑力=271.229(kN),滑移力=199.164(kN)。地基土层水平向:滑移验算满足:Kc2=1.362>1.300(二)倾覆验算安全系数最不利为：组合1(组合1)抗倾覆力矩=1723.285(kN-M),倾覆力矩=372.738(kN-m)。倾覆验算满足:K0=4.623>1.500倾覆稳定方程验算最不利为：组合1(组合1)倾覆稳定方程满足:方程值=1227.933(kN-m)>0.0(三)地基验算作用于基底的合力偏心距验算最不利为：组合3(组合3)作用于基底的合力偏心距验算满足:e=0.537<=0.167*5.130=0.855(m)墙趾处地基承载力验算最不利为：组合1(组合1)墙趾处地基承载力验算满足:压应力=211.386<=216.000(kPa)墙踵处地基承载力验算最不利为：组合3(组合3)墙踵处地基承载力验算满足:压应力=48.286<=234.000(kPa) 地基平均承载力验算最不利为：组合3(组合1)地基平均承载力验算满足:压应力=129.836<=180.000(kPa)(四)基础验算不做强度计算。(五)墙底截面强度验算[容许应力法]:截面上偏心距验算最不利为：组合1(组合1)截面上偏心距验算满足:e1=0.431<=0.250*4.900=1.225(m)压应力验算最不利为：组合3(组合3)压应力验算满足:计算值=193.148<=2100.000(kPa)拉应力验算最不利为：组合1(组合1)拉应力验算满足:计算值=0.000<=280.000(kPa)剪应力验算最不利为：组合3(组合3)剪应力验算满足:计算值=-9.918<=110.000(kPa)[极限状态法]:强度验算最不利为：组合1(组合1)强度验算满足:计算值=631.961<=3050.423(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=631.961<=3050.423(kN)(六)台顶截面强度验算[容许应力法]:截面上偏心距验算最不利为：组合1(组合1)截面上偏心距验算满足:e1=0.640<=0.250*4.080=1.020(m)压应力验算最不利为：组合1(组合1)压应力验算满足:计算值=227.910<=2100.000(kPa)拉应力验算最不利为：组合1(组合1)拉应力验算满足:计算值=0.000<=280.000(kPa)剪应力验算最不利为：组合3(组合3)剪应力验算满足:计算值=-14.300<=110.000(kPa)[极限状态法]:强度验算最不利为：组合1(组合1)强度验算满足:计算值=481.077<=2071.799(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=481.077<=2071.799(kN)4.2衡重式挡墙衡重式路肩挡墙最高为7.2m，本次计算选挡墙尺寸表中8m的断面为代表进行验算，以下详见计算过程：墙身尺寸:墙身总高:8.000(m)上墙高:3.200(m)墙顶宽:1.300(m)台宽:1.200(m)面坡倾斜坡度:1:0.000上墙背坡倾斜坡度:1:0.400下墙背坡倾斜坡度:1:-0.300采用1个扩展墙址台阶:墙趾台阶b1:0.500(m)墙趾台阶h1:0.800(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:24.000(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:2100.000(kPa)墙身砌体容许弯曲拉应力:280.000(kPa)墙身砌体容许剪应力:110.000(kPa)材料抗压极限强度:1.600(MPa)材料抗力分项系数:2.310系数αs:0.0020挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(度)墙后填土粘聚力:0.000(kPa)墙后填土容重:21.500(kN/m3)墙背与墙后填土摩擦角:15.000(度)地基土容重:24.700(kN/m3)修正后地基承载力特征值:300.000(kPa)地基承载力特征值提高系数:墙趾值提高系数:1.200墙踵值提高系数:1.300平均值提高系数:1.000墙底摩擦系数:0.400地基土类型:岩石地基地基土内摩擦角:34.700(度)土压力计算方法:库仑坡线土柱:坡面线段数:4折线序号水平投影长(m)竖向投影长(m)换算土柱数15.0000.0001第1个:距离0.000(m),宽度5.000(m),高度0.140(m)2004路基规范挡土墙人群荷载219.5000.0001第1个:定位距离0.000(m)城-A级319.5000.0001第1个:定位距离0.000(m)城-A级45.0000.0001第1个:距离0.000(m),宽度5.000(m),高度0.140(m)2004路基规范挡土墙人群荷载地面横坡角度:5.000(度)填土对横坡面的摩擦角:30.000(度)墙顶标高:0.000(m)挡墙分段长度:10.000(m)=====================================================================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=1.200√2.填土重力分项系数=1.200√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8.276(m)处的库仑主动土压力无荷载时的破裂角=29.988(度)城-A级路基面总宽=19.500(m),路肩宽=0.000(m)安全距离=0.600(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7列布置宽度=19.500(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)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00070.000050.6000.60070.00070.000062.4000.60070.00070.000070.6000.600100.000100.000082.4000.600100.000100.000090.6000.60080.00080.000102.4000.60080.00080.000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)013.7000.25030.00030.000025.5000.25030.00030.000033.7000.60070.00070.000045.5000.60070.00070.000053.7000.60070.00070.000065.5000.60070.00070.000073.7000.600100.000100.000085.5000.600100.000100.000093.7000.60080.00080.000105.5000.60080.00080.000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)016.8000.25030.00030.000028.6000.25030.00030.000036.8000.60070.00070.000048.6000.60070.00070.000056.8000.60070.00070.000068.6000.60070.00070.000076.8000.600100.000100.000088.6000.600100.000100.000096.8000.60080.00080.000108.6000.60080.00080.000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)019.9000.25030.00030.0000211.7000.25030.00030.000039.9000.60070.00070.0000411.7000.60070.00070.000059.9000.60070.00070.0000611.7000.60070.00070.000079.9000.600100.000100.0000811.7000.600100.000100.000099.9000.60080.00080.0001011.7000.60080.00080.000第5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)0113.0000.25030.00030.0000214.8000.25030.00030.0000313.0000.60070.00070.0000414.8000.60070.00070.0000513.0000.60070.00070.0000614.8000.60070.00070.0000713.0000.600100.000100.0000814.8000.600100.000100.0000913.0000.60080.00080.0001014.8000.60080.00080.000第6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)0116.1000.25030.00030.0000217.9000.25030.00030.0000316.1000.60070.00070.0000417.9000.60070.00070.0000516.1000.60070.00070.0000617.9000.60070.00070.0000716.1000.600100.000100.0000817.9000.600100.000100.0000916.1000.60080.00080.0001017.9000.60080.00080.000第7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)0119.2000.25030.00030.0000221.0000.25030.0000.0000319.2000.60070.00070.0000421.0000.60070.0000.0000519.2000.60070.00070.0000621.0000.60070.0000.0000719.2000.600100.000100.0000821.0000.600100.0000.0000919.2000.60080.00080.0001021.0000.60080.0000.000布置宽度B0=19.500(m)分布长度L0=20.048(m)荷载值SG=4550.000(kN)换算土柱高度h0=0.541(m)城-A级路基面总宽=19.500(m),路肩宽=0.000(m)安全距离=0.600(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7列布置宽度=19.500(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)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00070.000050.6000.60070.00070.000062.4000.60070.00070.000070.6000.600100.000100.000082.4000.600100.000100.000090.6000.60080.00080.000102.4000.60080.00080.000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)013.7000.25030.00030.000025.5000.25030.00030.000033.7000.60070.00070.000045.5000.60070.00070.000053.7000.60070.00070.000065.5000.60070.00070.000073.7000.600100.000100.000085.5000.600100.000100.000093.7000.60080.00080.000105.5000.60080.00080.000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)016.8000.25030.00030.000028.6000.25030.00030.000036.8000.60070.00070.000048.6000.60070.00070.000056.8000.60070.00070.000068.6000.60070.00070.000076.8000.600100.000100.000088.6000.600100.000100.000096.8000.60080.00080.000108.6000.60080.00080.000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)019.9000.25030.00030.0000211.7000.25030.00030.000039.9000.60070.00070.0000411.7000.60070.00070.000059.9000.60070.00070.0000611.7000.60070.00070.000079.9000.600100.000100.0000811.7000.600100.000100.000099.9000.60080.00080.0001011.7000.60080.00080.000第5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)0113.0000.25030.00030.0000214.8000.25030.00030.0000313.0000.60070.00070.0000414.8000.60070.00070.0000513.0000.60070.00070.0000614.8000.60070.00070.0000713.0000.600100.000100.0000814.8000.600100.000100.0000913.0000.60080.00080.0001014.8000.60080.00080.000第6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)0116.1000.25030.00030.0000217.9000.25030.00030.0000316.1000.60070.00070.0000417.9000.60070.00070.0000516.1000.60070.00070.0000617.9000.60070.00070.0000716.1000.600100.000100.0000817.9000.600100.000100.0000916.1000.60080.00080.0001017.9000.60080.00080.000第7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)0119.2000.25030.00030.0000221.0000.25030.0000.0000319.2000.60070.00070.0000421.0000.60070.0000.0000519.2000.60070.00070.0000621.0000.60070.0000.0000719.2000.600100.000100.0000821.0000.600100.0000.0000919.2000.60080.00080.0001021.0000.60080.0000.000布置宽度B0=19.500(m)分布长度L0=20.048(m)荷载值SG=4550.000(kN)换算土柱高度h0=0.541(m)计算上墙土压力按假想墙背计算得到:第1破裂角：30.736(度)Ea=102.401(kN)Ex=38.732(kN)Ey=94.794(kN)作用点高度Zy=1.109(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=30.001(度)第1破裂角=29.988(度)Ea=79.790(kN)Ex=39.893(kN)Ey=69.101(kN)作用点高度Zy=1.109(m)计算下墙土压力无荷载时的破裂角=38.624(度)城-A级路基面总宽=19.500(m),路肩宽=0.000(m)安全距离=0.600(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7列布置宽度=2.569(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)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00054.756050.6000.60070.00070.000062.4000.60070.00054.756070.6000.600100.000100.000082.4000.600100.00078.223090.6000.60080.00080.000102.4000.60080.00062.578布置宽度B0=2.569(m)分布长度L0=22.978(m)荷载值SG=630.313(kN)换算土柱高度h0=0.497(m)城-A级路基面总宽=19.500(m),路肩宽=0.000(m)安全距离=0.600(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7列布置宽度=19.500(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)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00070.000050.6000.60070.00070.000062.4000.60070.00070.000070.6000.600100.000100.000082.4000.600100.000100.000090.6000.60080.00080.000102.4000.60080.00080.000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)013.7000.25030.00030.000025.5000.25030.00030.000033.7000.60070.00070.000045.5000.60070.00070.000053.7000.60070.00070.000065.5000.60070.00070.000073.7000.600100.000100.000085.5000.600100.000100.000093.7000.60080.00080.000105.5000.60080.00080.000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)016.8000.25030.00030.000028.6000.25030.00030.000036.8000.60070.00070.000048.6000.60070.00070.000056.8000.60070.00070.000068.6000.60070.00070.000076.8000.600100.000100.000088.6000.600100.000100.000096.8000.60080.00080.000108.6000.60080.00080.000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)019.9000.25030.00030.0000211.7000.25030.00030.000039.9000.60070.00070.0000411.7000.60070.00070.000059.9000.60070.00070.0000611.7000.60070.00070.000079.9000.600100.000100.0000811.7000.600100.000100.000099.9000.60080.00080.0001011.7000.60080.00080.000第5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)0113.0000.25030.00030.0000214.8000.25030.00030.0000313.0000.60070.00070.0000414.8000.60070.00070.0000513.0000.60070.00070.0000614.8000.60070.00070.0000713.0000.600100.000100.0000814.8000.600100.000100.0000913.0000.60080.00080.0001014.8000.60080.00080.000第6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)0116.1000.25030.00030.0000217.9000.25030.00030.0000316.1000.60070.00070.0000417.9000.60070.00070.0000516.1000.60070.00070.0000617.9000.60070.00070.0000716.1000.600100.000100.0000817.9000.600100.000100.0000916.1000.60080.00080.0001017.9000.60080.00080.000第7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)0119.2000.25030.00030.0000221.0000.25030.0000.0000319.2000.60070.00070.0000421.0000.60070.0000.0000519.2000.60070.00070.0000621.0000.60070.0000.0000719.2000.600100.000100.0000821.0000.600100.0000.0000919.2000.60080.00080.0001021.0000.60080.0000.000布置宽度B0=19.500(m)分布长度L0=22.978(m)荷载值SG=4550.000(kN)换算土柱高度h0=0.472(m)按力多边形法计算得到:破裂角：39.293(度)Ea=132.245(kN)Ex=132.187(kN)Ey=-3.921(kN)作用点高度Zy=2.170(m)墙身截面积=21.688(m2)重量=520.501(kN)衡重台上填料重(包括超载)=64.931(kN)重心坐标(2.454,-1.714)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.400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=582.526(kN)En=81.979(kN)Wt=58.253(kN)Et=164.740(kN)滑移力=106.488(k