挡土墙计算书(用理正计算)

'衡重式挡土墙验算[执行标准：公路]计算项目：衡重式挡土墙1计算时间：2008-07-2413:22:01星期四------------------------------------------------------------------------原始条件:墙身尺寸:墙身总高:5.600(m)上墙高:2.240(m)墙顶宽:0.600(m)台宽:0.450(m)面坡倾斜坡度:1:0.050上墙背坡倾斜坡度:1:0.400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b1:0.200(m)墙趾台阶h1:0.400(m)墙趾台阶面坡坡度为:1:0.000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砌体种类:片石砌体砂浆标号:10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: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)修正后地基土容许承载力:450.000(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:0.300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113.0000.0001第1个:定位距离0.000(m)公路-I级地面横坡角度:0.000(度)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5.753(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=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m)按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=33.349(度)公路-I级路基面总宽=13.000(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5列布置宽度=4.254(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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置宽度B0=4.254(m)分布长度L0=16.321(m)荷载值SG=825.000(kN)换算土柱高度h0=0.625(m)按力多边形法计算得到:破裂角：34.421(度)Ea=47.990Ex=47.902Ey=2.899(kN)作用点高度Zy=1.534(m)墙身截面积=8.455(m2)重量=194.454kN衡重台上填料重=15.536(kN)重心坐标(1.198,-1.018)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.300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=209.505(kN)En=51.038(kN)Wt=20.950(kN)Et=64.716(kN) 滑移力=43.766(kN)抗滑力=78.163(kN)滑移验算满足:Kc=1.786>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=42.991(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=69.473(kN)抗滑力=128.498(kN)地基土层水平向:滑移验算满足:Kc2=1.850>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=1.085(m)相对于墙趾,上墙Ey的力臂Zx=1.939(m)相对于墙趾,上墙Ex的力臂Zy=4.256(m)相对于墙趾,下墙Ey的力臂Zx3=1.911(m)相对于墙趾,下墙Ex的力臂Zy3=1.381(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=157.976(kN-m)抗倾覆力矩=323.289(kN-m)倾覆验算满足:K0=2.046>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=117.838(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=260.543(kN)作用于墙趾下点的总弯矩=165.313(kN-m)基础底面宽度B=1.535(m)偏心距e=0.133(m)基础底面合力作用点距离基础趾点的距离Zn=0.634(m)基底压应力:趾部=258.024踵部=81.352(kPa)最大应力与最小应力之比=258.024/81.352=3.172作用于基底的合力偏心距验算满足:e=0.133<=0.167*1.535=0.256(m)墙趾处地基承载力验算满足:压应力=258.024<=540.000(kPa)墙踵处地基承载力验算满足:压应力=81.352<=585.000(kPa)地基平均承载力验算满足:压应力=169.688<=450.000(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=56.878(kN) 上墙墙背处的Ex=21.571(kN)上墙墙背处的Ey=8.629(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.638(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.896(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.249(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=0.423(m)截面宽度B=1.608(m)偏心距e1=0.381(m)截面上偏心距验算满足:e1=0.381<=0.250*1.608=0.402(m)截面上压应力:面坡=98.624背坡=-17.148(kPa)压应力验算满足:计算值=98.624<=1100.000(kPa)拉应力验算满足:计算值=17.148<=110.000(kPa)切向应力检算:剪应力验算满足:计算值=-2.880<=110.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=19.892<=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=65.507(kN)轴心力偏心影响系数醟=0.596挡墙构件的计算截面每沿米面积A=1.608(m2)材料抗压极限强度Ra=700.000(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=65.507<=290.514(kN)计算稳定时:稳定验算满足:计算值=65.507<=290.514(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=8.335(m2)重量=191.702kN相对于验算截面外边缘，墙身重力的力臂Zw=1.086(m)[容许应力法]: 法向应力检算:作用于截面总竖向力=252.144(kN)作用于墙趾下点的总弯矩=165.660(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.657(m)截面宽度B=1.566(m)偏心距e1=0.126(m)截面上偏心距验算满足:e1=0.126<=0.250*1.566=0.391(m)截面上压应力:面坡=238.736背坡=83.287(kPa)压应力验算满足:计算值=238.736<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-20.041<=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=252.144(kN)轴心力偏心影响系数醟=0.928挡墙构件的计算截面每沿米面积A=1.566(m2)材料抗压极限强度Ra=700.000(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=0.938计算强度时:强度验算满足:计算值=252.144<=440.342(kN)计算稳定时:稳定验算满足:计算值=252.144<=413.257(kN)(七)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计算上墙土压力无荷载时的破裂角=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000 062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m)按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=32.694(度)公路-I级路基面总宽=13.000(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5列布置宽度=3.944(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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置宽度B0=3.944(m)分布长度L0=16.002(m)荷载值SG=825.000(kN)换算土柱高度h0=0.688(m) 按力多边形法计算得到:破裂角：34.183(度)Ea=38.462Ex=38.392Ey=2.324(kN)作用点高度Zy=1.314(m)[强度验算]验算截面以上，墙身截面积=7.688(m2)重量=176.835kN相对于验算截面外边缘，墙身重力的力臂Zw=1.109(m)[容许应力法]:法向应力检算:作用于截面总竖向力=236.701(kN)作用于墙趾下点的总弯矩=126.682(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.535(m)截面宽度B=1.466(m)偏心距e1=0.198(m)截面上偏心距验算满足:e1=0.198<=0.250*1.466=0.367(m)截面上压应力:面坡=292.171背坡=30.749(kPa)压应力验算满足:计算值=292.171<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-23.682<=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=236.701(kN)轴心力偏心影响系数醟=0.821挡墙构件的计算截面每沿米面积A=1.466(m2)材料抗压极限强度Ra=700.000(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=0.930计算强度时:强度验算满足:计算值=236.701<=364.583(kN)计算稳定时:稳定验算满足:计算值=236.701<=339.144(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5.753(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=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m)按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=33.349(度)公路-I级路基面总宽=13.000(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5列布置宽度=4.254(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00060.000050.5000.60060.00060.000062.3000.60060.00060.000070.5000.60070.00070.000082.3000.60070.00070.000090.5000.60070.00070.000 102.3000.60070.00070.000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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置宽度B0=4.254(m)分布长度L0=16.321(m)荷载值SG=825.000(kN)换算土柱高度h0=0.625(m)按力多边形法计算得到:破裂角：34.421(度)Ea=47.990Ex=47.902Ey=2.899(kN)作用点高度Zy=1.534(m)墙身截面积=8.455(m2)重量=194.454kN衡重台上填料重=15.536(kN)重心坐标(1.198,-1.018)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.300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=209.505(kN)En=51.038(kN)Wt=20.950(kN)Et=64.716(kN)滑移力=43.766(kN)抗滑力=78.163(kN)滑移验算满足:Kc=1.786>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=42.991(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=69.473(kN)抗滑力=128.498(kN)地基土层水平向:滑移验算满足:Kc2=1.850>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=1.085(m)相对于墙趾,上墙Ey的力臂Zx=1.939(m)相对于墙趾,上墙Ex的力臂Zy=4.256(m)相对于墙趾,下墙Ey的力臂Zx3=1.911(m)相对于墙趾,下墙Ex的力臂Zy3=1.381(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=157.976(kN-m)抗倾覆力矩=323.289(kN-m)倾覆验算满足:K0=2.046>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=117.838(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=260.543(kN)作用于墙趾下点的总弯矩=165.313(kN-m)基础底面宽度B=1.535(m)偏心距e=0.133(m)基础底面合力作用点距离基础趾点的距离Zn=0.634(m)基底压应力:趾部=258.024踵部=81.352(kPa)最大应力与最小应力之比=258.024/81.352=3.172作用于基底的合力偏心距验算满足:e=0.133<=0.167*1.535=0.256(m)墙趾处地基承载力验算满足:压应力=258.024<=540.000(kPa)墙踵处地基承载力验算满足:压应力=81.352<=585.000(kPa)地基平均承载力验算满足:压应力=169.688<=450.000(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=56.878(kN)上墙墙背处的Ex=21.571(kN)上墙墙背处的Ey=8.629(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.638(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.896(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.249(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=0.423(m)截面宽度B=1.608(m)偏心距e1=0.381(m)截面上偏心距验算满足:e1=0.381<=0.250*1.608=0.402(m)截面上压应力:面坡=98.624背坡=-17.148(kPa)压应力验算满足:计算值=98.624<=1100.000(kPa)拉应力验算满足:计算值=17.148<=110.000(kPa)切向应力检算:剪应力验算满足:计算值=-2.880<=110.000(kPa) 斜截面剪应力检算斜剪应力验算满足:计算值=19.892<=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=65.507(kN)轴心力偏心影响系数醟=0.596挡墙构件的计算截面每沿米面积A=1.608(m2)材料抗压极限强度Ra=700.000(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=65.507<=290.514(kN)计算稳定时:稳定验算满足:计算值=65.507<=290.514(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=8.335(m2)重量=191.702kN相对于验算截面外边缘，墙身重力的力臂Zw=1.086(m)[容许应力法]:法向应力检算:作用于截面总竖向力=252.144(kN)作用于墙趾下点的总弯矩=165.660(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.657(m)截面宽度B=1.566(m)偏心距e1=0.126(m)截面上偏心距验算满足:e1=0.126<=0.250*1.566=0.391(m)截面上压应力:面坡=238.736背坡=83.287(kPa)压应力验算满足:计算值=238.736<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-20.041<=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=252.144(kN)轴心力偏心影响系数醟=0.928挡墙构件的计算截面每沿米面积A=1.566(m2)材料抗压极限强度Ra=700.000(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=0.938 计算强度时:强度验算满足:计算值=252.144<=440.342(kN)计算稳定时:稳定验算满足:计算值=252.144<=413.257(kN)(七)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计算上墙土压力无荷载时的破裂角=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m)按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=32.694(度)公路-I级路基面总宽=13.000(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5列布置宽度=3.944(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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置宽度B0=3.944(m)分布长度L0=16.002(m)荷载值SG=825.000(kN)换算土柱高度h0=0.688(m)按力多边形法计算得到:破裂角：34.183(度)Ea=38.462Ex=38.392Ey=2.324(kN)作用点高度Zy=1.314(m)[强度验算]验算截面以上，墙身截面积=7.688(m2)重量=176.835kN相对于验算截面外边缘，墙身重力的力臂Zw=1.109(m)[容许应力法]:法向应力检算:作用于截面总竖向力=236.701(kN)作用于墙趾下点的总弯矩=126.682(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.535(m)截面宽度B=1.466(m)偏心距e1=0.198(m)截面上偏心距验算满足:e1=0.198<=0.250*1.466=0.367(m)截面上压应力:面坡=292.171背坡=30.749(kPa)压应力验算满足:计算值=292.171<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-23.682<=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=236.701(kN)轴心力偏心影响系数醟=0.821挡墙构件的计算截面每沿米面积A=1.466(m2)材料抗压极限强度Ra=700.000(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=0.930计算强度时:强度验算满足:计算值=236.701<=364.583(kN)计算稳定时:稳定验算满足:计算值=236.701<=339.144(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5.753(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=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m) 按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=33.349(度)公路-I级路基面总宽=13.000(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5列布置宽度=4.254(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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000105.4000.60070.0000.000布置宽度B0=4.254(m)分布长度L0=16.321(m)荷载值SG=825.000(kN)换算土柱高度h0=0.625(m)按力多边形法计算得到:破裂角：34.421(度)Ea=47.990Ex=47.902Ey=2.899(kN)作用点高度Zy=1.534(m)墙身截面积=8.455(m2)重量=194.454kN衡重台上填料重=15.536(kN)重心坐标(1.198,-1.018)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.300 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=209.505(kN)En=51.038(kN)Wt=20.950(kN)Et=64.716(kN)滑移力=43.766(kN)抗滑力=78.163(kN)滑移验算满足:Kc=1.786>1.300滑动稳定方程验算：滑动稳定方程满足:方程值=42.991(kN)>0.0地基土摩擦系数=0.500地基土层水平向:滑移力=69.473(kN)抗滑力=128.498(kN)地基土层水平向:滑移验算满足:Kc2=1.850>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=1.085(m)相对于墙趾,上墙Ey的力臂Zx=1.939(m)相对于墙趾,上墙Ex的力臂Zy=4.256(m)相对于墙趾,下墙Ey的力臂Zx3=1.911(m)相对于墙趾,下墙Ex的力臂Zy3=1.381(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=157.976(kN-m)抗倾覆力矩=323.289(kN-m)倾覆验算满足:K0=2.046>1.500倾覆稳定方程验算：倾覆稳定方程满足:方程值=117.838(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=260.543(kN)作用于墙趾下点的总弯矩=165.313(kN-m)基础底面宽度B=1.535(m)偏心距e=0.133(m)基础底面合力作用点距离基础趾点的距离Zn=0.634(m)基底压应力:趾部=258.024踵部=81.352(kPa)最大应力与最小应力之比=258.024/81.352=3.172作用于基底的合力偏心距验算满足:e=0.133<=0.167*1.535=0.256(m)墙趾处地基承载力验算满足:压应力=258.024<=540.000(kPa)墙踵处地基承载力验算满足:压应力=81.352<=585.000(kPa)地基平均承载力验算满足:压应力=169.688<=450.000(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=56.878(kN)上墙墙背处的Ex=21.571(kN)上墙墙背处的Ey=8.629(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.638(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.896(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.249(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=0.423(m)截面宽度B=1.608(m)偏心距e1=0.381(m)截面上偏心距验算满足:e1=0.381<=0.250*1.608=0.402(m)截面上压应力:面坡=98.624背坡=-17.148(kPa)压应力验算满足:计算值=98.624<=1100.000(kPa)拉应力验算满足:计算值=17.148<=110.000(kPa)切向应力检算:剪应力验算满足:计算值=-2.880<=110.000(kPa)斜截面剪应力检算斜剪应力验算满足:计算值=19.892<=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=65.507(kN)轴心力偏心影响系数醟=0.596挡墙构件的计算截面每沿米面积A=1.608(m2)材料抗压极限强度Ra=700.000(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=65.507<=290.514(kN)计算稳定时:稳定验算满足:计算值=65.507<=290.514(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=8.335(m2)重量=191.702kN 相对于验算截面外边缘，墙身重力的力臂Zw=1.086(m)[容许应力法]:法向应力检算:作用于截面总竖向力=252.144(kN)作用于墙趾下点的总弯矩=165.660(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.657(m)截面宽度B=1.566(m)偏心距e1=0.126(m)截面上偏心距验算满足:e1=0.126<=0.250*1.566=0.391(m)截面上压应力:面坡=238.736背坡=83.287(kPa)压应力验算满足:计算值=238.736<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-20.041<=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=252.144(kN)轴心力偏心影响系数醟=0.928挡墙构件的计算截面每沿米面积A=1.566(m2)材料抗压极限强度Ra=700.000(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=0.938计算强度时:强度验算满足:计算值=252.144<=440.342(kN)计算稳定时:稳定验算满足:计算值=252.144<=413.257(kN)(七)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计算上墙土压力无荷载时的破裂角=27.500(度)公路-I级路基面总宽=13.000(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5列布置宽度=2.512(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)010.5000.30015.00015.000022.3000.30015.00015.000 030.5000.60060.00060.000042.3000.60060.00051.207050.5000.60060.00060.000062.3000.60060.00051.207070.5000.60070.00070.000082.3000.60070.00059.742090.5000.60070.00070.000102.3000.60070.00059.742布置宽度B0=2.512(m)分布长度L0=14.293(m)荷载值SG=511.897(kN)换算土柱高度h0=0.750(m)按假想墙背计算得到:第1破裂角：27.630(度)Ea=52.672Ex=21.423Ey=48.119(kN)作用点高度Zy=0.896(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=27.504(度)第1破裂角=27.500(度)Ea=46.724Ex=21.571Ey=41.446(kN)作用点高度Zy=0.896(m)计算下墙土压力无荷载时的破裂角=32.694(度)公路-I级路基面总宽=13.000(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5列布置宽度=3.944(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)013.6000.30015.00015.000025.4000.30015.0000.000033.6000.60060.00060.000045.4000.60060.0000.000053.6000.60060.00060.000065.4000.60060.0000.000073.6000.60070.00070.000085.4000.60070.0000.000093.6000.60070.00070.000 105.4000.60070.0000.000布置宽度B0=3.944(m)分布长度L0=16.002(m)荷载值SG=825.000(kN)换算土柱高度h0=0.688(m)按力多边形法计算得到:破裂角：34.183(度)Ea=38.462Ex=38.392Ey=2.324(kN)作用点高度Zy=1.314(m)[强度验算]验算截面以上，墙身截面积=7.688(m2)重量=176.835kN相对于验算截面外边缘，墙身重力的力臂Zw=1.109(m)[容许应力法]:法向应力检算:作用于截面总竖向力=236.701(kN)作用于墙趾下点的总弯矩=126.682(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.535(m)截面宽度B=1.466(m)偏心距e1=0.198(m)截面上偏心距验算满足:e1=0.198<=0.250*1.466=0.367(m)截面上压应力:面坡=292.171背坡=30.749(kPa)压应力验算满足:计算值=292.171<=1100.000(kPa)切向应力检算:剪应力验算满足:计算值=-23.682<=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=236.701(kN)轴心力偏心影响系数醟=0.821挡墙构件的计算截面每沿米面积A=1.466(m2)材料抗压极限强度Ra=700.000(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=0.930计算强度时:强度验算满足:计算值=236.701<=364.583(kN)计算稳定时:稳定验算满足:计算值=236.701<=339.144(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=78.163(kN),滑移力=43.766(kN)。滑移验算满足:Kc=1.786>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=42.991(kN)>0.0安全系数最不利为：组合1(组合1)抗滑力=78.163(kN),滑移力=43.766(kN)。地基土层水平向:滑移验算满足:Kc2=1.850>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=323.289(kN-M),倾覆力矩=157.976(kN-m)。倾覆验算满足:K0=2.046>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=117.838(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=0.133<=0.167*1.535=0.256(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=258.024<=540.000(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=81.352<=585.000(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=169.688<=450.000(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=0.381<=0.250*1.608=0.402(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=98.624<=1100.000(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=17.148<=110.000(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=-2.880<=110.000(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=19.892<=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=65.507<=290.514(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=65.507<=290.514(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=0.126<=0.250*1.566=0.391(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=238.736<=1100.000(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<=110.000(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=-20.041<=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=252.144<=440.342(kN)稳定验算最不利为：组合1(组合1)稳定验算满足:计算值=252.144<=413.257(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=0.198<=0.250*1.466=0.367(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=292.171<=1100.000(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<=110.000(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=-23.682<=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=236.701<=364.583(kN)稳定验算最不利为：组合1(组合1) 稳定验算满足:计算值=236.701<=339.144(kN)'