重庆交通大学挡土墙计算书

'挡土墙课程设计计算说明书姓名杨仁平专业道路工程学号10010414班级2010级4班 挡土墙设计说明书设计资料本路段为山岭重丘区二级公路改建工程，路基宽度为12m，设计路线起点桩号为K5+150，终点桩号为K5+285。其中平曲线交点桩号为K5+208.22，转角为右转87o30"15"，曲线半径为60m，缓和曲线长35m。路线处地表1-2m为亚粘土覆盖层，其下为砂岩。设计参数圬工砌体容重:23.000(kN/m3)圬工之间摩擦系数:0.400地基土摩擦系数:0.500砌体种类:片石砌体砂浆标号:7.5石料强度(MPa):30挡土墙类型:一般挡土墙墙后填土内摩擦角:35.000(度)墙后填土粘聚力:42.500(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)修正后地基土容许承载力:500.000(kPa)地基土容许承载力提高系数:墙底摩擦系数:0.500地基土类型:天然岩土地基地基土内摩擦角:30.000(度)设计方法与内容1、拟定挡土墙的结构形式及断面尺寸2、拟定挡土墙基础的形式及尺寸3、车辆荷载换算4、土压力计算5、结构验算（1）抗滑稳定性（2）抗倾覆稳定性（3）基底应力验算（4）墙身强度验算设计步骤　　(1)进行车辆荷载换算;　　(2)利用有关主动土压力计算的相应公式，计算主动土压力，求出土压力的大小、方向及作用点; 　　(3)设计挡土墙截面。　　先拟定墙身尺寸，然后进行：　　a)抗滑稳定性计算；　　b)抗倾覆稳定性验算；　　c)基底应力验算；　　d)截面应力验算；　　e)挡土墙截面尺寸的调整与选取（注:挡土墙截面尺寸要满足计算荷载及验算荷载的各项要求）。(4)画出选用的挡土墙平面、横断面图、纵断面图，整理计算书等有关设计文件。主要参考文献交通部第二公路勘察设计院公路设计手册《路基》第二版。人民交通出版社。何兆益、杨锡武《路基路面工程》，人民交通出版社。中华人民共和国行业设计标准，《公路路基设计规范》，人民交通出版社。中华人民共和国行业设计标准，《公路工程技术标准》，人民交通出版社。中华人民共和国行业设计标准，《公路路基施工技术规范》，人民交通出版社。 挡土墙验算[执行标准：公路]计算项目：衡重式挡土墙1------------------------------------------------------------------------原始条件:墙身尺寸:墙身总高:15.000(m)上墙高:6.000(m)墙顶宽:0.800(m)台宽:0.800(m)面坡倾斜坡度:1:0.080上墙背坡倾斜坡度:1:0.300下墙背坡倾斜坡度:1:-0.200采用1个扩展墙址台阶:墙趾台阶b1:0.800(m)墙趾台阶h1:0.400(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1墙踵台阶b3:1.000(m)墙踵台阶h3:0.600(m)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砌体种类:片石砌体砂浆标号:7.5 石料强度(MPa):30挡土墙类型:一般挡土墙墙后填土内摩擦角:35.000(度)墙后填土粘聚力:30.000(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)修正后地基土容许承载力:500.000(kPa)地基土容许承载力提高系数: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:0.500地基土类型:土质地基地基土内摩擦角:30.000(度)坡线土柱:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)换算土柱数112.0000.0001第1个:定位距离0.750(m)公路-I级地面横坡角度:10.000(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=1.000√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15.353(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=32.141(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.375(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)011.2500.30015.00015.000023.0500.30015.00015.000031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000 026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000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)0110.5500.30015.0000.0000212.3500.30015.0000.0000310.5500.60060.00012.5480412.3500.60060.0000.0000510.5500.60060.00012.5480612.3500.60060.0000.0000710.5500.60070.00014.6400812.3500.60070.0000.0000910.5500.60070.00014.6401012.3500.60070.0000.000布置宽度B0=10.375(m)分布长度L0=20.000(m)荷载值SG=1704.377(kN)换算土柱高度h0=0.432(m)按力多边形法计算得到:破裂角：32.164(度)Ea=-22.583Ex=-22.452Ey=-2.435(kN)作用点高度Zy=0.000(m)墙身截面积=43.770(m2)重量=1006.708kN衡重台上填料重=45.600(kN)重心坐标(2.267,-4.000)(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=1047.086(kN)En=-4.657(kN)Wt=104.709(kN)Et=-22.098(kN)滑移力=-126.807(kN)抗滑力=521.214(kN)滑移验算满足:Kc=52121436.000>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=714.392(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=-22.452(kN)抗滑力=534.962(kN)地基土层水平向:滑移验算满足:Kc2=53496188.000>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=2.854(m)相对于墙趾,上墙Ey的力臂Zx=5.400(m)相对于墙趾,上墙Ex的力臂Zy=9.000(m)相对于墙趾,下墙Ey的力臂Zx3=3.529(m)相对于墙趾,下墙Ex的力臂Zy3=-0.353(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=7.924(kN-m)抗倾覆力矩=3059.189(kN-m)倾覆验算满足:K0=386.057>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=2437.708(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=1042.429(kN)作用于墙趾下点的总弯矩=3051.264(kN-m)基础底面宽度B=4.744(m)偏心距e=-0.555(m)基础底面合力作用点距离基础趾点的距离Zn=2.927(m)基底压应力:趾部=65.402踵部=374.113(kPa)最大应力与最小应力之比=65.402/374.113=0.175作用于基底的合力偏心距验算满足:e=-0.555<=0.167*4.744=0.791(m)墙趾处地基承载力验算满足:压应力=65.402<=600.000(kPa)墙踵处地基承载力验算满足:压应力=374.113<=650.000(kPa) 地基平均承载力验算满足:压应力=219.757<=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=267.720(kN)上墙墙背处的Ex=0.000(kN)上墙墙背处的Ey=0.000(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.275(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.000(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.080(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=1.275(m)截面宽度B=3.080(m)偏心距e1=0.265(m)截面上偏心距验算满足:e1=0.265<=0.250*3.080=0.770(m)截面上压应力:面坡=131.855背坡=41.989(kPa)压应力验算满足:计算值=131.855<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-34.769<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=5.513<=90.000(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=267.720(kN)轴心力偏心影响系数醟=0.918挡墙构件的计算截面每沿米面积A=3.080(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=0.992计算强度时: 强度验算满足:计算值=267.720<=1958.848(kN)计算稳定时:稳定验算满足:计算值=267.720<=1943.665(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=42.656(m2)重量=981.088kN相对于验算截面外边缘，墙身重力的力臂Zw=2.846(m)[容许应力法]:法向应力检算:作用于截面总竖向力=1024.253(kN)作用于墙趾下点的总弯矩=2970.818(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.900(m)截面宽度B=4.720(m)偏心距e1=-0.540(m)截面上偏心距验算满足:e1=-0.540<=0.250*4.720=1.180(m)截面上压应力:面坡=67.913背坡=366.093(kPa)压应力验算满足:计算值=366.093<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-91.558<=90.000(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=1024.253(kN)轴心力偏心影响系数醟=0.864挡墙构件的计算截面每沿米面积A=4.720(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=0.951计算强度时:强度验算满足:计算值=1024.253<=2824.782(kN)计算稳定时:稳定验算满足:计算值=1024.253<=2686.151(kN)(七)台顶截面强度验算 [土压力计算]计算高度为14.600(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=31.994(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.001(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)011.2500.30015.00015.000023.0500.30015.00015.000031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000 063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000布置宽度B0=10.001(m)分布长度L0=20.000(m)荷载值SG=1650.000(kN)换算土柱高度h0=0.434(m)按力多边形法计算得到:破裂角：32.009(度)Ea=-37.935Ex=-37.714Ey=-4.090(kN)作用点高度Zy=0.000(m)[强度验算]验算截面以上，墙身截面积=40.774(m2)重量=937.811kN相对于验算截面外边缘，墙身重力的力臂Zw=2.869(m)[容许应力法]:法向应力检算:作用于截面总竖向力=979.321(kN)作用于墙趾下点的总弯矩=2052.051(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.095(m) 截面宽度B=3.888(m)偏心距e1=-0.151(m)截面上偏心距验算满足:e1=-0.151<=0.250*3.888=0.972(m)截面上压应力:面坡=193.040背坡=310.726(kPa)压应力验算满足:计算值=310.726<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-110.453<=90.000(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=979.321(kN)轴心力偏心影响系数醟=0.982挡墙构件的计算截面每沿米面积A=3.888(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=0.935计算强度时:强度验算满足:计算值=979.321<=2644.873(kN)计算稳定时:稳定验算满足:计算值=979.321<=2473.252(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15.353(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=32.141(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.375(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)011.2500.30015.00015.000023.0500.30015.00015.000031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000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)0110.5500.30015.0000.0000212.3500.30015.0000.0000310.5500.60060.00012.5480412.3500.60060.0000.0000510.5500.60060.00012.5480612.3500.60060.0000.0000710.5500.60070.00014.6400812.3500.60070.0000.0000910.5500.60070.00014.6401012.3500.60070.0000.000布置宽度B0=10.375(m)分布长度L0=20.000(m)荷载值SG=1704.377(kN)换算土柱高度h0=0.432(m)按力多边形法计算得到:破裂角：32.164(度)Ea=-22.583Ex=-22.452Ey=-2.435(kN)作用点高度Zy=0.000(m)墙身截面积=43.770(m2)重量=1006.708kN 衡重台上填料重=45.600(kN)重心坐标(2.267,-4.000)(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=1047.086(kN)En=-4.657(kN)Wt=104.709(kN)Et=-22.098(kN)滑移力=-126.807(kN)抗滑力=521.214(kN)滑移验算满足:Kc=52121436.000>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=714.392(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=-22.452(kN)抗滑力=534.962(kN)地基土层水平向:滑移验算满足:Kc2=53496188.000>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=2.854(m)相对于墙趾,上墙Ey的力臂Zx=5.400(m)相对于墙趾,上墙Ex的力臂Zy=9.000(m)相对于墙趾,下墙Ey的力臂Zx3=3.529(m)相对于墙趾,下墙Ex的力臂Zy3=-0.353(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=7.924(kN-m)抗倾覆力矩=3059.189(kN-m)倾覆验算满足:K0=386.057>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=2437.708(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=1042.429(kN)作用于墙趾下点的总弯矩=3051.264(kN-m)基础底面宽度B=4.744(m)偏心距e=-0.555(m)基础底面合力作用点距离基础趾点的距离Zn=2.927(m)基底压应力:趾部=65.402踵部=374.113(kPa)最大应力与最小应力之比=65.402/374.113=0.175作用于基底的合力偏心距验算满足:e=-0.555<=0.167*4.744=0.791(m)墙趾处地基承载力验算满足:压应力=65.402<=600.000(kPa) 墙踵处地基承载力验算满足:压应力=374.113<=650.000(kPa)地基平均承载力验算满足:压应力=219.757<=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=267.720(kN)上墙墙背处的Ex=0.000(kN)上墙墙背处的Ey=0.000(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.275(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.000(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.080(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=1.275(m)截面宽度B=3.080(m)偏心距e1=0.265(m)截面上偏心距验算满足:e1=0.265<=0.250*3.080=0.770(m)截面上压应力:面坡=131.855背坡=41.989(kPa)压应力验算满足:计算值=131.855<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-34.769<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=5.513<=90.000(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=267.720(kN)轴心力偏心影响系数醟=0.918挡墙构件的计算截面每沿米面积A=3.080(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=0.992 计算强度时:强度验算满足:计算值=267.720<=1958.848(kN)计算稳定时:稳定验算满足:计算值=267.720<=1943.665(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=42.656(m2)重量=981.088kN相对于验算截面外边缘，墙身重力的力臂Zw=2.846(m)[容许应力法]:法向应力检算:作用于截面总竖向力=1024.253(kN)作用于墙趾下点的总弯矩=2970.818(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.900(m)截面宽度B=4.720(m)偏心距e1=-0.540(m)截面上偏心距验算满足:e1=-0.540<=0.250*4.720=1.180(m)截面上压应力:面坡=67.913背坡=366.093(kPa)压应力验算满足:计算值=366.093<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-91.558<=90.000(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=1024.253(kN)轴心力偏心影响系数醟=0.864挡墙构件的计算截面每沿米面积A=4.720(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=0.951计算强度时:强度验算满足:计算值=1024.253<=2824.782(kN)计算稳定时: 稳定验算满足:计算值=1024.253<=2686.151(kN)(七)台顶截面强度验算[土压力计算]计算高度为14.600(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=31.994(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.001(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)011.2500.30015.00015.000023.0500.30015.00015.000 031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000布置宽度B0=10.001(m)分布长度L0=20.000(m)荷载值SG=1650.000(kN)换算土柱高度h0=0.434(m)按力多边形法计算得到:破裂角：32.009(度)Ea=-37.935Ex=-37.714Ey=-4.090(kN)作用点高度Zy=0.000(m)[强度验算]验算截面以上，墙身截面积=40.774(m2)重量=937.811kN相对于验算截面外边缘，墙身重力的力臂Zw=2.869(m)[容许应力法]: 法向应力检算:作用于截面总竖向力=979.321(kN)作用于墙趾下点的总弯矩=2052.051(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.095(m)截面宽度B=3.888(m)偏心距e1=-0.151(m)截面上偏心距验算满足:e1=-0.151<=0.250*3.888=0.972(m)截面上压应力:面坡=193.040背坡=310.726(kPa)压应力验算满足:计算值=310.726<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-110.453<=90.000(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=979.321(kN)轴心力偏心影响系数醟=0.982挡墙构件的计算截面每沿米面积A=3.888(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=0.935计算强度时:强度验算满足:计算值=979.321<=2644.873(kN)计算稳定时:稳定验算满足:计算值=979.321<=2473.252(kN)=====================================================================第3种情况:组合3=============================================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15.353(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度) 公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=32.141(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.375(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)011.2500.30015.00015.000023.0500.30015.00015.000031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000 091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000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)0110.5500.30015.0000.0000212.3500.30015.0000.0000310.5500.60060.00012.5480412.3500.60060.0000.0000510.5500.60060.00012.5480612.3500.60060.0000.0000710.5500.60070.00014.6400812.3500.60070.0000.0000910.5500.60070.00014.6401012.3500.60070.0000.000布置宽度B0=10.375(m)分布长度L0=20.000(m)荷载值SG=1704.377(kN)换算土柱高度h0=0.432(m)按力多边形法计算得到: 破裂角：32.164(度)Ea=-22.583Ex=-22.452Ey=-2.435(kN)作用点高度Zy=0.000(m)墙身截面积=43.770(m2)重量=1006.708kN衡重台上填料重=45.600(kN)重心坐标(2.267,-4.000)(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=1047.086(kN)En=-4.657(kN)Wt=104.709(kN)Et=-22.098(kN)滑移力=-126.807(kN)抗滑力=521.214(kN)滑移验算满足:Kc=52121436.000>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=714.392(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=-22.452(kN)抗滑力=534.962(kN)地基土层水平向:滑移验算满足:Kc2=53496188.000>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=2.854(m)相对于墙趾,上墙Ey的力臂Zx=5.400(m)相对于墙趾,上墙Ex的力臂Zy=9.000(m)相对于墙趾,下墙Ey的力臂Zx3=3.529(m)相对于墙趾,下墙Ex的力臂Zy3=-0.353(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=7.924(kN-m)抗倾覆力矩=3059.189(kN-m)倾覆验算满足:K0=386.057>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=2437.708(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=1042.429(kN)作用于墙趾下点的总弯矩=3051.264(kN-m)基础底面宽度B=4.744(m)偏心距e=-0.555(m)基础底面合力作用点距离基础趾点的距离Zn=2.927(m)基底压应力:趾部=65.402踵部=374.113(kPa)最大应力与最小应力之比=65.402/374.113=0.175作用于基底的合力偏心距验算满足:e=-0.555<=0.167*4.744=0.791(m) 墙趾处地基承载力验算满足:压应力=65.402<=600.000(kPa)墙踵处地基承载力验算满足:压应力=374.113<=650.000(kPa)地基平均承载力验算满足:压应力=219.757<=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=267.720(kN)上墙墙背处的Ex=0.000(kN)上墙墙背处的Ey=0.000(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.275(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.000(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.080(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=1.275(m)截面宽度B=3.080(m)偏心距e1=0.265(m)截面上偏心距验算满足:e1=0.265<=0.250*3.080=0.770(m)截面上压应力:面坡=131.855背坡=41.989(kPa)压应力验算满足:计算值=131.855<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-34.769<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=5.513<=90.000(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=267.720(kN)轴心力偏心影响系数醟=0.918挡墙构件的计算截面每沿米面积A=3.080(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=0.992计算强度时:强度验算满足:计算值=267.720<=1958.848(kN)计算稳定时:稳定验算满足:计算值=267.720<=1943.665(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=42.656(m2)重量=981.088kN相对于验算截面外边缘，墙身重力的力臂Zw=2.846(m)[容许应力法]:法向应力检算:作用于截面总竖向力=1024.253(kN)作用于墙趾下点的总弯矩=2970.818(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.900(m)截面宽度B=4.720(m)偏心距e1=-0.540(m)截面上偏心距验算满足:e1=-0.540<=0.250*4.720=1.180(m)截面上压应力:面坡=67.913背坡=366.093(kPa)压应力验算满足:计算值=366.093<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-91.558<=90.000(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=1024.253(kN)轴心力偏心影响系数醟=0.864挡墙构件的计算截面每沿米面积A=4.720(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=0.951计算强度时:强度验算满足:计算值=1024.253<=2824.782(kN) 计算稳定时:稳定验算满足:计算值=1024.253<=2686.151(kN)(七)台顶截面强度验算[土压力计算]计算高度为14.600(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=0.000(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=2.600(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)011.2500.30015.00015.000023.0500.30015.0000.000031.2500.60060.00060.000043.0500.60060.0000.000051.2500.60060.00060.000063.0500.60060.0000.000071.2500.60070.00070.000083.0500.60070.0000.000091.2500.60070.00070.000103.0500.60070.0000.000布置宽度B0=2.600(m)分布长度L0=16.464(m)荷载值SG=275.000(kN)换算土柱高度h0=0.338(m)按假想墙背计算得到:第1破裂角：0.000(度)Ea=0.000Ex=0.000Ey=0.000(kN)作用点高度Zy=0.000(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计算下墙土压力无荷载时的破裂角=31.994(度)公路-I级路基面总宽=12.000(m),路肩宽=0.750(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4列布置宽度=10.001(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)011.2500.30015.00015.000023.0500.30015.00015.000031.2500.60060.00060.000043.0500.60060.00060.000051.2500.60060.00060.000063.0500.60060.00060.000071.2500.60070.00070.000083.0500.60070.00070.000091.2500.60070.00070.000103.0500.60070.00070.000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)014.3500.30015.00015.000026.1500.30015.00015.000034.3500.60060.00060.000046.1500.60060.00060.000054.3500.60060.00060.000066.1500.60060.00060.000074.3500.60070.00070.000086.1500.60070.00070.000094.3500.60070.00070.000106.1500.60070.00070.000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)017.4500.30015.00015.000029.2500.30015.00015.000037.4500.60060.00060.000049.2500.60060.00060.000057.4500.60060.00060.000069.2500.60060.00060.000077.4500.60070.00070.000089.2500.60070.00070.000097.4500.60070.00070.000109.2500.60070.00070.000布置宽度B0=10.001(m)分布长度L0=20.000(m)荷载值SG=1650.000(kN)换算土柱高度h0=0.434(m)按力多边形法计算得到:破裂角：32.009(度)Ea=-37.935Ex=-37.714Ey=-4.090(kN)作用点高度Zy=0.000(m)[强度验算]验算截面以上，墙身截面积=40.774(m2)重量=937.811kN 相对于验算截面外边缘，墙身重力的力臂Zw=2.869(m)[容许应力法]:法向应力检算:作用于截面总竖向力=979.321(kN)作用于墙趾下点的总弯矩=2052.051(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.095(m)截面宽度B=3.888(m)偏心距e1=-0.151(m)截面上偏心距验算满足:e1=-0.151<=0.250*3.888=0.972(m)截面上压应力:面坡=193.040背坡=310.726(kPa)压应力验算满足:计算值=310.726<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-110.453<=90.000(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=979.321(kN)轴心力偏心影响系数醟=0.982挡墙构件的计算截面每沿米面积A=3.888(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=0.935计算强度时:强度验算满足:计算值=979.321<=2644.873(kN)计算稳定时:稳定验算满足:计算值=979.321<=2473.252(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=521.214(kN),滑移力=-126.807(kN)。 滑移验算满足:Kc=100001.297>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=714.392(kN)>0.0安全系数最不利为：组合1(组合1)抗滑力=521.214(kN),滑移力=-126.807(kN)。地基土层水平向:滑移验算满足:Kc2=100001.297>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=3059.189(kN-M),倾覆力矩=7.924(kN-m)。倾覆验算满足:K0=386.057>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=2437.708(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1(组合1)作用于基底的合力偏心距验算满足:e=-0.555<=0.167*4.744=0.791(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=65.402<=600.000(kPa)墙踵处地基承载力验算最不利为：组合1(组合1)墙踵处地基承载力验算满足:压应力=374.113<=650.000(kPa)地基平均承载力验算最不利为：组合1(组合1)地基平均承载力验算满足:压应力=219.757<=500.000(kPa)(四)基础验算不做强度计算。 (五)上墙截面强度验算[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=0.265<=0.250*3.080=0.770(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=131.855<=1000.000(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<=90.000(kPa)剪应力验算最不利为:组合1(组合1)剪应力验算满足:计算值=-34.769<=90.000(kPa)斜截面剪应力检算最不利为:组合1(组合1)斜剪应力验算满足:计算值=5.513<=90.000(kPa)[极限状态法]:强度验算最不利为：组合3(组合3)强度验算满足:计算值=267.720<=1958.848(kN)稳定验算最不利为：组合3(组合3)稳定验算满足:计算值=267.720<=1943.665(kN)(六)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=-0.540<=0.250*4.720=1.180(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=366.093<=1000.000(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<=90.000(kPa)剪应力验算最不利为:组合1(组合1)剪应力验算满足:计算值=-91.558<=90.000(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=1024.253<=2824.782(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=1024.253<=2686.151(kN)(七)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=-0.151<=0.250*3.888=0.972(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=310.726<=1000.000(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<=90.000(kPa) 剪应力验算最不利为:组合1(组合1)剪应力验算满足:计算值=-110.453<=90.000(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=979.321<=2644.873(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=979.321<=2473.252(kN) 衡重式挡土墙验算[执行标准：公路]计算项目：衡重式挡土墙2------------------------------------------------------------------------原始条件:墙身尺寸:墙身总高:20.000(m)上墙高:9.000(m)墙顶宽:0.800(m)台宽:1.000(m)面坡倾斜坡度:1:0.080上墙背坡倾斜坡度:1:0.300下墙背坡倾斜坡度:1:-0.200采用1个扩展墙址台阶:墙趾台阶b1:0.800(m)墙趾台阶h1:0.400(m)墙趾台阶与墙面坡坡度相同墙底倾斜坡率:0.100:1墙踵台阶b3:1.200(m)墙踵台阶h3:0.800(m)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砌体种类:片石砌体砂浆标号:7.5 石料强度(MPa):30挡土墙类型:一般挡土墙墙后填土内摩擦角:35.000(度)墙后填土粘聚力:30.000(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)修正后地基土容许承载力:500.000(kPa)地基土容许承载力提高系数: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:0.500地基土类型:土质地基地基土内摩擦角:30.000(度)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13.0004.000026.0003.0000地面横坡角度:0.000(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=1.000√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20.461(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=35.089(度) 按力多边形法计算得到:破裂角：35.089(度)Ea=70.602Ex=70.191Ey=7.613(kN)作用点高度Zy=4.928(m)墙身截面积=75.930(m2)重量=1746.394kN衡重台上填料重=85.500(kN)重心坐标(2.933,-6.000)(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=1822.803(kN)En=413.534(kN)Wt=182.280(kN)Et=271.858(kN)滑移力=89.578(kN)抗滑力=1118.168(kN)滑移验算满足:Kc=12.483>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=1143.634(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=311.657(kN)抗滑力=1124.688(kN)地基土层水平向:滑移验算满足:Kc2=3.609>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=3.536(m)相对于墙趾,上墙Ey的力臂Zx=6.123(m)相对于墙趾,上墙Ex的力臂Zy=12.890(m)相对于墙趾,下墙Ey的力臂Zx3=5.593(m)相对于墙趾,下墙Ex的力臂Zy3=4.467(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=3426.079(kN-m)抗倾覆力矩=8981.342(kN-m)倾覆验算满足:K0=2.621>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=4228.960(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=2236.337(kN)作用于墙趾下点的总弯矩=5555.263(kN-m)基础底面宽度B=6.090(m)偏心距e=0.561(m)基础底面合力作用点距离基础趾点的距离Zn=2.484(m)基底压应力:趾部=570.157踵部=164.245(kPa)最大应力与最小应力之比=570.157/164.245=3.471作用于基底的合力偏心距验算满足:e=0.561<=0.167*6.090=1.015(m) 墙趾处地基承载力验算满足:压应力=570.157<=600.000(kPa)墙踵处地基承载力验算满足:压应力=164.245<=650.000(kPa)地基平均承载力验算满足:压应力=367.201<=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=519.570(kN)上墙墙背处的Ex=241.466(kN)上墙墙背处的Ey=72.440(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.727(m)相对于上墙墙趾，上墙Ex的力臂Zy=1.890(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.653(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=1.192(m)截面宽度B=4.220(m)偏心距e1=0.918(m)截面上偏心距验算满足:e1=0.918<=0.250*4.220=1.055(m)截面上压应力:面坡=323.368背坡=-42.794(kPa)压应力验算满足:计算值=323.368<=1000.000(kPa)拉应力验算满足:计算值=42.794<=90.000(kPa)切向应力检算:剪应力验算满足:计算值=1.105<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=84.158<=90.000(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=592.010(kN)轴心力偏心影响系数醟=0.637挡墙构件的计算截面每沿米面积A=4.220(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=0.981计算强度时:强度验算满足:计算值=592.010<=1862.068(kN)计算稳定时:稳定验算满足:计算值=592.010<=1827.409(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=74.094(m2)重量=1704.162kN相对于验算截面外边缘，墙身重力的力臂Zw=3.524(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2174.093(kN)作用于墙趾下点的总弯矩=5495.207(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.528(m)截面宽度B=6.060(m)偏心距e1=0.502(m)截面上偏心距验算满足:e1=0.502<=0.250*6.060=1.515(m)截面上压应力:面坡=537.223背坡=180.299(kPa)压应力验算满足:计算值=537.223<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-92.076<=90.000(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=2174.093(kN)轴心力偏心影响系数醟=0.924挡墙构件的计算截面每沿米面积A=6.060(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=0.950 计算强度时:强度验算满足:计算值=2174.093<=3877.571(kN)计算稳定时:稳定验算满足:计算值=2174.093<=3683.239(kN)(七)台顶截面强度验算[土压力计算]计算高度为19.600(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=34.934(度)按力多边形法计算得到:破裂角：34.934(度)Ea=4.217Ex=4.192Ey=0.455(kN)作用点高度Zy=4.586(m)[强度验算]验算截面以上，墙身截面积=71.676(m2)重量=1648.557kN相对于验算截面外边缘，墙身重力的力臂Zw=3.540(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2111.330(kN)作用于墙趾下点的总弯矩=3810.321(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.805(m)截面宽度B=5.228(m)偏心距e1=0.809(m)截面上偏心距验算满足:e1=0.809<=0.250*5.228=1.307(m)截面上压应力:面坡=778.948背坡=28.753(kPa)压应力验算满足:计算值=778.948<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-114.551<=90.000(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=2111.330(kN)轴心力偏心影响系数醟=0.777挡墙构件的计算截面每沿米面积A=5.228(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=0.915计算强度时:强度验算满足:计算值=2111.330<=2812.158(kN)计算稳定时:稳定验算满足:计算值=2111.330<=2572.135(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20.461(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=35.089(度)按力多边形法计算得到:破裂角：35.089(度)Ea=70.602Ex=70.191Ey=7.613(kN)作用点高度Zy=4.928(m)墙身截面积=75.930(m2)重量=1746.394kN衡重台上填料重=85.500(kN)重心坐标(2.933,-6.000)(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=1822.803(kN)En=413.534(kN)Wt=182.280(kN)Et=271.858(kN)滑移力=89.578(kN)抗滑力=1118.168(kN) 滑移验算满足:Kc=12.483>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=1143.634(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=311.657(kN)抗滑力=1124.688(kN)地基土层水平向:滑移验算满足:Kc2=3.609>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=3.536(m)相对于墙趾,上墙Ey的力臂Zx=6.123(m)相对于墙趾,上墙Ex的力臂Zy=12.890(m)相对于墙趾,下墙Ey的力臂Zx3=5.593(m)相对于墙趾,下墙Ex的力臂Zy3=4.467(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=3426.079(kN-m)抗倾覆力矩=8981.342(kN-m)倾覆验算满足:K0=2.621>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=4228.960(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=2236.337(kN)作用于墙趾下点的总弯矩=5555.263(kN-m)基础底面宽度B=6.090(m)偏心距e=0.561(m)基础底面合力作用点距离基础趾点的距离Zn=2.484(m)基底压应力:趾部=570.157踵部=164.245(kPa)最大应力与最小应力之比=570.157/164.245=3.471作用于基底的合力偏心距验算满足:e=0.561<=0.167*6.090=1.015(m)墙趾处地基承载力验算满足:压应力=570.157<=600.000(kPa)墙踵处地基承载力验算满足:压应力=164.245<=650.000(kPa)地基平均承载力验算满足:压应力=367.201<=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=519.570(kN)上墙墙背处的Ex=241.466(kN)上墙墙背处的Ey=72.440(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.727(m)相对于上墙墙趾，上墙Ex的力臂Zy=1.890(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.653(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=1.192(m)截面宽度B=4.220(m)偏心距e1=0.918(m)截面上偏心距验算满足:e1=0.918<=0.250*4.220=1.055(m)截面上压应力:面坡=323.368背坡=-42.794(kPa)压应力验算满足:计算值=323.368<=1000.000(kPa)拉应力验算满足:计算值=42.794<=90.000(kPa)切向应力检算:剪应力验算满足:计算值=1.105<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=84.158<=90.000(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=592.010(kN)轴心力偏心影响系数醟=0.637挡墙构件的计算截面每沿米面积A=4.220(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=0.981计算强度时:强度验算满足:计算值=592.010<=1862.068(kN) 计算稳定时:稳定验算满足:计算值=592.010<=1827.409(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=74.094(m2)重量=1704.162kN相对于验算截面外边缘，墙身重力的力臂Zw=3.524(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2174.093(kN)作用于墙趾下点的总弯矩=5495.207(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.528(m)截面宽度B=6.060(m)偏心距e1=0.502(m)截面上偏心距验算满足:e1=0.502<=0.250*6.060=1.515(m)截面上压应力:面坡=537.223背坡=180.299(kPa)压应力验算满足:计算值=537.223<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-92.076<=90.000(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=2174.093(kN)轴心力偏心影响系数醟=0.924挡墙构件的计算截面每沿米面积A=6.060(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=0.950计算强度时:强度验算满足:计算值=2174.093<=3877.571(kN)计算稳定时:稳定验算满足:计算值=2174.093<=3683.239(kN)(七)台顶截面强度验算[土压力计算]计算高度为19.600(m)处的库仑主动土压力 计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=34.934(度)按力多边形法计算得到:破裂角：34.934(度)Ea=4.217Ex=4.192Ey=0.455(kN)作用点高度Zy=4.586(m)[强度验算]验算截面以上，墙身截面积=71.676(m2)重量=1648.557kN相对于验算截面外边缘，墙身重力的力臂Zw=3.540(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2111.330(kN)作用于墙趾下点的总弯矩=3810.321(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.805(m)截面宽度B=5.228(m)偏心距e1=0.809(m)截面上偏心距验算满足:e1=0.809<=0.250*5.228=1.307(m)截面上压应力:面坡=778.948背坡=28.753(kPa)压应力验算满足:计算值=778.948<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-114.551<=90.000(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=2111.330(kN)轴心力偏心影响系数醟=0.777挡墙构件的计算截面每沿米面积A=5.228(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=0.915计算强度时:强度验算满足:计算值=2111.330<=2812.158(kN) 计算稳定时:稳定验算满足:计算值=2111.330<=2572.135(kN)=====================================================================第3种情况:组合3=============================================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20.461(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=35.089(度)按力多边形法计算得到:破裂角：35.089(度)Ea=70.602Ex=70.191Ey=7.613(kN)作用点高度Zy=4.928(m)墙身截面积=75.930(m2)重量=1746.394kN衡重台上填料重=85.500(kN)重心坐标(2.933,-6.000)(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=1822.803(kN)En=413.534(kN)Wt=182.280(kN)Et=271.858(kN)滑移力=89.578(kN)抗滑力=1118.168(kN)滑移验算满足:Kc=12.483>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=1143.634(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=311.657(kN)抗滑力=1124.688(kN)地基土层水平向:滑移验算满足:Kc2=3.609>1.300(二)倾覆稳定性验算 相对于墙趾,墙身重力的力臂Zw=3.536(m)相对于墙趾,上墙Ey的力臂Zx=6.123(m)相对于墙趾,上墙Ex的力臂Zy=12.890(m)相对于墙趾,下墙Ey的力臂Zx3=5.593(m)相对于墙趾,下墙Ex的力臂Zy3=4.467(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=3426.079(kN-m)抗倾覆力矩=8981.342(kN-m)倾覆验算满足:K0=2.621>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=4228.960(kN-m)>0.0(三)地基应力及偏心距验算基础为天然地基，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=2236.337(kN)作用于墙趾下点的总弯矩=5555.263(kN-m)基础底面宽度B=6.090(m)偏心距e=0.561(m)基础底面合力作用点距离基础趾点的距离Zn=2.484(m)基底压应力:趾部=570.157踵部=164.245(kPa)最大应力与最小应力之比=570.157/164.245=3.471作用于基底的合力偏心距验算满足:e=0.561<=0.167*6.090=1.015(m)墙趾处地基承载力验算满足:压应力=570.157<=600.000(kPa)墙踵处地基承载力验算满足:压应力=164.245<=650.000(kPa)地基平均承载力验算满足:压应力=367.201<=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=519.570(kN)上墙墙背处的Ex=241.466(kN)上墙墙背处的Ey=72.440(kN)相对于上墙墙趾，上墙重力的力臂Zw=1.727(m)相对于上墙墙趾，上墙Ex的力臂Zy=1.890(m)相对于上墙墙趾，上墙Ey的力臂Zx=3.653(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=1.192(m)截面宽度B=4.220(m)偏心距e1=0.918(m)截面上偏心距验算满足:e1=0.918<=0.250*4.220=1.055(m)截面上压应力:面坡=323.368背坡=-42.794(kPa)压应力验算满足:计算值=323.368<=1000.000(kPa)拉应力验算满足:计算值=42.794<=90.000(kPa)切向应力检算:剪应力验算满足:计算值=1.105<=90.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=84.158<=90.000(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=592.010(kN)轴心力偏心影响系数醟=0.637挡墙构件的计算截面每沿米面积A=4.220(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=0.981计算强度时:强度验算满足:计算值=592.010<=1862.068(kN)计算稳定时:稳定验算满足:计算值=592.010<=1827.409(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=74.094(m2)重量=1704.162kN相对于验算截面外边缘，墙身重力的力臂Zw=3.524(m)[容许应力法]:法向应力检算: 作用于截面总竖向力=2174.093(kN)作用于墙趾下点的总弯矩=5495.207(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.528(m)截面宽度B=6.060(m)偏心距e1=0.502(m)截面上偏心距验算满足:e1=0.502<=0.250*6.060=1.515(m)截面上压应力:面坡=537.223背坡=180.299(kPa)压应力验算满足:计算值=537.223<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-92.076<=90.000(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=2174.093(kN)轴心力偏心影响系数醟=0.924挡墙构件的计算截面每沿米面积A=6.060(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=0.950计算强度时:强度验算满足:计算值=2174.093<=3877.571(kN)计算稳定时:稳定验算满足:计算值=2174.093<=3683.239(kN)(七)台顶截面强度验算[土压力计算]计算高度为19.600(m)处的库仑主动土压力计算上墙土压力无荷载时的破裂角=26.350(度)按假想墙背计算得到:第1破裂角：27.810(度)Ea=447.547Ex=241.466Ey=376.818(kN)作用点高度Zy=1.890(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计算下墙土压力无荷载时的破裂角=34.934(度)按力多边形法计算得到:破裂角：34.934(度)Ea=4.217Ex=4.192Ey=0.455(kN)作用点高度Zy=4.586(m) [强度验算]验算截面以上，墙身截面积=71.676(m2)重量=1648.557kN相对于验算截面外边缘，墙身重力的力臂Zw=3.540(m)[容许应力法]:法向应力检算:作用于截面总竖向力=2111.330(kN)作用于墙趾下点的总弯矩=3810.321(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.805(m)截面宽度B=5.228(m)偏心距e1=0.809(m)截面上偏心距验算满足:e1=0.809<=0.250*5.228=1.307(m)截面上压应力:面坡=778.948背坡=28.753(kPa)压应力验算满足:计算值=778.948<=1000.000(kPa)切向应力检算:剪应力验算满足:计算值=-114.551<=90.000(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=2111.330(kN)轴心力偏心影响系数醟=0.777挡墙构件的计算截面每沿米面积A=5.228(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=0.915计算强度时:强度验算满足:计算值=2111.330<=2812.158(kN)计算稳定时:稳定验算满足:计算值=2111.330<=2572.135(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=1118.168(kN),滑移力=89.578(kN)。滑移验算满足:Kc=12.483>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=1143.634(kN)>0.0安全系数最不利为：组合1(组合1)抗滑力=1118.168(kN),滑移力=89.578(kN)。地基土层水平向:滑移验算满足:Kc2=3.609>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=8981.342(kN-M),倾覆力矩=3426.079(kN-m)。倾覆验算满足:K0=2.621>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=4228.960(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1(组合1)作用于基底的合力偏心距验算满足:e=0.561<=0.167*6.090=1.015(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=570.157<=600.000(kPa)墙踵处地基承载力验算最不利为：组合1(组合1)墙踵处地基承载力验算满足:压应力=164.245<=650.000(kPa)地基平均承载力验算最不利为：组合1(组合1)地基平均承载力验算满足:压应力=367.201<=500.000(kPa)(四)基础验算 不做强度计算。(五)上墙截面强度验算[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=0.918<=0.250*4.220=1.055(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=323.368<=1000.000(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=42.794<=90.000(kPa)剪应力验算最不利为:组合1(组合1)剪应力验算满足:计算值=1.105<=90.000(kPa)斜截面剪应力检算最不利为:组合1(组合1)斜剪应力验算满足:计算值=84.158<=90.000(kPa)[极限状态法]:强度验算最不利为：组合3(组合3)强度验算满足:计算值=592.010<=1862.068(kN)稳定验算最不利为：组合3(组合3)稳定验算满足:计算值=592.010<=1827.409(kN)(六)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=0.502<=0.250*6.060=1.515(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=537.223<=1000.000(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<=90.000(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=-92.076<=90.000(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=2174.093<=3877.571(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=2174.093<=3683.239(kN)(七)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=0.809<=0.250*5.228=1.307(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=778.948<=1000.000(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<=90.000(kPa) 剪应力验算最不利为:组合1(组合1)剪应力验算满足:计算值=-114.551<=90.000(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=2111.330<=2812.158(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=2111.330<=2572.135(kN)'