5m高浸水衡重式挡土墙计算书

衡重式挡土墙验算计算项目：浸水衡重式挡土墙1原始条件:墙身尺寸:墙身总高:5.000(m)上墙高:2.000(m)墙顶宽:0.800(m)台宽:1.500(m)面坡倾斜坡度:1:0.100上墙背坡倾斜坡度:1:0.500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h1:1.000(m)墙趾台阶与墙面坡坡度相同设防滑凸榫:防滑凸榫尺寸BT1:1.300(m)防滑凸榫尺寸BT:0.800(m)防滑凸榫尺寸HT:0.500(m)防滑凸榫被动土压力修正系数:1.000防滑凸榫容许弯曲拉应力:0.500(MPa)防滑凸榫容许剪应力:0.990(MPa)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: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场地环境:浸水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:21.000(kN/m3)墙背与墙后填土摩擦角:17.500(度)地基土容重:25.000(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:0.600地基土类型:岩石地基地基土内摩擦角:33.700(度)墙后填土浮容重:9.000(kN/m3)地基浮力系数:1.000土压力计算方法:库仑坡线土柱: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14.5000.0001第1个:定位距离0.000(m)公路-II级地面横坡角度:0.000(度)填土对横坡面的摩擦角:30.000(度)墙顶标高:0.000(m)挡墙内侧常年水位标高:-3.000(m)挡墙外侧常年水位标高:-50.000(m)挡墙分段长度:10.000(m)荷载组合信息:结构重要性系数:1.000荷载组合数:1第1种情况:一般情况组合系数: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√5.计算水位的浮力分项系数=1.000√6.计算水位的静水压力分项系数=1.000√[土压力计算]计算高度为5.000(m)处的库仑主动土压力无荷载时的破裂角=27.486(度)公路-II级路基面总宽=4.500(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2列布置宽度=3.541(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)013.6000.30015.0004.526025.4000.30015.0000.000033.6000.60060.00024.051045.4000.60060.0000.000053.6000.60060.00024.051065.4000.60060.0000.000073.6000.60070.00028.060085.4000.60070.0000.000093.6000.60070.00028.060105.4000.60070.0000.000布置宽度B0=3.541(m)分布长度L0=14.155(m)荷载值SG=658.748(kN)换算土柱高度h0=0.626(m)计算上墙土压力按假想墙背计算得到:第1破裂角：40.536(度)Ea=115.431(kN)Ex=7.368(kN)Ey=115.196(kN)作用点高度Zy=0.795(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=27.498(度)第1破裂角=27.486(度)Ea=40.075(kN)Ex=18.506(kN)Ey=35.546(kN)作用点高度Zy=0.795(m)计算下墙土压力无荷载时的破裂角=33.012(度)公路-II级路基面总宽=4.500(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2列布置宽度=4.999(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=4.999(m)分布长度L0=15.887(m)荷载值SG=825.000(kN)换算土柱高度h0=0.495(m)按力多边形法计算得到:破裂角：31.690(度)Ea=33.157(kN)Ex=33.096(kN)Ey=2.003(kN)作用点高度Zy=1.426(m)墙身截面积=14.025(m2)重量=322.575(kN)地下水作用力及合力作用点坐标(相对于墙面坡上角点)X分力(kN)Y分力(kN)Xc(m)Yc(m)墙面坡侧:0.000.000.000.00墙背坡侧:-20.005.002.72-4.33墙底面:-0.0040.501.20-5.00衡重台上填料重(包括超载)=77.296(kN)重心坐标(1.942,-0.808)(相对于墙面坡上角点)(一)滑动稳定性验算基底摩擦系数=0.600采用防滑凸榫增强抗滑动稳定性,计算过程如下:基础底面宽度B=4.050(m)墙身重力的力臂Zw=2.470(m)上墙Ey的力臂Zx=4.386(m)上墙Ex的力臂Zy=3.795(m)下墙Ey的力臂Zx3=4.407(m)下墙Ex的力臂Zy3=1.426(m)作用于基础底的总竖向力=391.920(kN)作用于墙趾下点的总弯矩=966.199(kN-m)基础底面合力作用点距离墙趾点的距离Zn=2.465(m)基础底压应力:墙趾=33.648凸榫前沿=74.171墙踵=159.893(kPa)凸榫前沿被动土压应力=188.295(kPa)凸榫抗弯强度验算:凸榫抗弯强度验算满足:弯曲拉应力=220.659<=500.000(kPa)凸榫抗剪强度验算:凸榫抗剪强度验算满足:剪应力=117.685<=990.000(kPa)滑移力=18.506+33.096-(-20.000）=71.602(kN)抗滑力=0.500*188.295+0.5*(159.893+74.171)*2.750*0.600+(5.000)*0.600+(40.500)*0.600-(5.000)*0.600-(40.500)*0.600=287.250(kN)滑移验算满足:Kc=4.012>1.300(二)倾覆稳定性验算相对于墙趾,墙身重力的力臂Zw=2.470(m)相对于墙趾,上墙Ey的力臂Zx=4.386(m)相对于墙趾,上墙Ex的力臂Zy=3.795(m)相对于墙趾,下墙Ey的力臂Zx3=4.407(m)相对于墙趾,下墙Ex的力臂Zy3=1.426(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=261.191(kN-m)抗倾覆力矩=1227.391(kN-m)倾覆验算满足:K0=4.699>1.500(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作用于基础底的总竖向力=391.920(kN)作用于墙趾下点的总弯矩=966.199(kN-m)基础底面宽度B=4.050(m)偏心距e=|-0.440|(m)=0.440(m)基础底面合力作用点距离基础趾点的距离Zn=2.465(m)基底压应力:趾部=33.648踵部=159.893(kPa)最大应力与最小应力之比=159.893/33.648=4.752作用于基底的合力偏心距验算满足:e=-0.440<=0.200*4.050=0.810(m)墙趾处地基承载力验算满足:压应力=33.648<=500.000(kPa)墙踵处地基承载力验算满足:压应力=159.893<=500.000(kPa)地基平均承载力验算满足:压应力=96.770<=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=64.400(kN)上墙墙背处的Ex=18.506(kN)上墙墙背处的Ey=9.253(kN)相对于上墙墙趾，上墙重力的力臂Zw=0.829(m)相对于上墙墙趾，上墙Ex的力臂Zy=0.795(m)相对于上墙墙趾，上墙Ey的力臂Zx=1.603(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=0.726(m)截面宽度B=2.000(m)偏心距e1=0.274(m)截面上偏心距验算满足:e1=0.274<=0.250*2.000=0.500(m)截面上压应力:面坡=67.092背坡=6.561(kPa)压应力验算满足:计算值=67.092<=2100.000(kPa)切向应力检算:剪应力验算满足:计算值=-5.478<=110.000(kPa)斜截面剪应力检算:验算斜截面与水平面的夹角=26.269(度)斜剪应力验算满足:计算值=11.958<=110.000(kPa)[极限状态法]:_重要性系数γ0=1.000_验算截面上的轴向力组合设计值Nd=73.653(kN)_轴心力偏心影响系数αk=0.816_挡墙构件的计算截面每沿米面积A=2.000(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=73.653<=1130.676(kN)_计算稳定时:_稳定验算满足:计算值=73.653<=1130.676(kN)(六)墙底截面强度验算验算截面以上，墙身截面积=13.625(m2)重量=313.375(kN)相对于验算截面外边缘，墙身重力的力臂Zw=2.492(m)地下水作用力及合力作用点坐标(相对于墙面坡上角点)X分力(kN)Y分力(kN)Xc(m)Yc(m)墙面坡侧:0.000.000.000.00墙背坡侧:-20.005.002.72-4.33[容许应力法]:法向应力检算:作用于截面总竖向力=423.220(kN)作用于墙趾下点的总弯矩=1059.909(kN-m)相对于验算截面外边缘，合力作用力臂Zn=2.504(m)截面宽度B=4.050(m)偏心距e1=|-0.479|(m)=0.479(m)截面上偏心距验算满足:e1=-0.479<=0.250*4.050=1.013(m)截面上压应力:面坡=30.283背坡=178.715(kPa)压应力验算满足:计算值=178.715<=2100.000(kPa)切向应力检算:剪应力验算满足:计算值=-29.058<=110.000(kPa)[极限状态法]:_重要性系数γ0=1.000_验算截面上的轴向力组合设计值Nd=423.220(kN)_轴心力偏心影响系数αk=0.856_挡墙构件的计算截面每沿米面积A=4.050(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=423.220<=2401.410(kN)_计算稳定时:_稳定验算满足:计算值=423.220<=2401.410(kN)(七)台顶截面强度验算[土压力计算]计算高度为4.000(m)处的库仑主动土压力无荷载时的破裂角=27.486(度)公路-II级路基面总宽=4.500(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2列布置宽度=3.541(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)013.6000.30015.0004.526025.4000.30015.0000.000033.6000.60060.00024.051045.4000.60060.0000.000053.6000.60060.00024.051065.4000.60060.0000.000073.6000.60070.00028.060085.4000.60070.0000.000093.6000.60070.00028.060105.4000.60070.0000.000布置宽度B0=3.541(m)分布长度L0=14.155(m)荷载值SG=658.748(kN)换算土柱高度h0=0.626(m)计算上墙土压力按假想墙背计算得到:第1破裂角：40.536(度)Ea=115.431(kN)Ex=7.368(kN)Ey=115.196(kN)作用点高度Zy=0.795(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=27.498(度)第1破裂角=27.486(度)Ea=40.075(kN)Ex=18.506(kN)Ey=35.546(kN)作用点高度Zy=0.795(m)计算下墙土压力无荷载时的破裂角=31.402(度)公路-II级路基面总宽=4.500(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2列布置宽度=4.442(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=4.442(m)分布长度L0=15.309(m)荷载值SG=825.000(kN)换算土柱高度h0=0.578(m)按力多边形法计算得到:破裂角：32.009(度)Ea=21.950(kN)Ex=21.910(kN)Ey=1.326(kN)作用点高度Zy=0.967(m)[强度验算]验算截面以上，墙身截面积=9.500(m2)重量=218.500(kN)相对于验算截面外边缘，墙身重力的力臂Zw=2.657(m)地下水作用力及合力作用点坐标(相对于墙面坡上角点)X分力(kN)Y分力(kN)Xc(m)Yc(m)墙面坡侧:-0.000.000.000.00墙背坡侧:-5.001.252.88-3.67[容许应力法]:法向应力检算:作用于截面总竖向力=331.418(kN)作用于墙趾下点的总弯矩=563.865(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.701(m)截面宽度B=3.200(m)偏心距e1=|-0.101|(m)=0.101(m)截面上偏心距验算满足:e1=-0.101<=0.250*3.200=0.800(m)截面上压应力:面坡=83.882背坡=123.254(kPa)压应力验算满足:计算值=123.254<=2100.000(kPa)切向应力检算:剪应力验算满足:计算值=-28.797<=110.000(kPa)[极限状态法]:_重要性系数γ0=1.000_验算截面上的轴向力组合设计值Nd=331.418(kN)_轴心力偏心影响系数αk=0.988_挡墙构件的计算截面每沿米面积A=3.200(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=331.418<=2190.076(kN)_计算稳定时:_稳定验算满足:计算值=331.418<=2190.076(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(一般情况)抗滑力=287.250(kN),滑移力=71.602(kN)。滑移验算满足:Kc=4.012>1.300(二)倾覆验算安全系数最不利为：组合1(一般情况)抗倾覆力矩=1227.391(kN-M),倾覆力矩=261.191(kN-m)。倾覆验算满足:K0=4.699>1.500(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(一般情况)作用于基底的合力偏心距验算满足:e=0.440<=0.200