1.鹵水井防護擋墻15米衡重式擋土墻驗算[執(zhí)行標(biāo)準(zhǔn)：公路]計算項目：萬忠路擋墻------------------------------------------------------------------------原始條件:墻身尺寸:墻身總高:15.000(m)上墻高:6.000(m)墻頂寬:1.600(m)臺寬:1.600(m)面坡傾斜坡度:1:0.000上墻背坡傾斜坡度:1:0.700下墻背坡傾斜坡度:1:-0.250采用1個擴展墻址臺階:墻趾臺階b1:0.700(m)墻趾臺階h1:1.050(m)墻趾臺階與墻面坡坡度相同墻底傾斜坡率:0.100:1下墻土壓力計算方法:力多邊形法物理參數(shù)：圬工砌體容重:24.000(kN/m3)圬工之間摩擦系數(shù):0.400地基土摩擦系數(shù):0.450墻身砌體容許壓應(yīng)力:1000.000(kPa)墻身砌體容許彎曲拉應(yīng)力:140.000(kPa)墻身砌體容許剪應(yīng)力:90.000(kPa)材料抗壓極限強度:3.000(MPa)材料抗力分項系數(shù):2.310系數(shù)αs:0.0020場地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:30.000(度)墻后填土粘聚力:0.000(kPa)墻后填土容重:20.000(kN/m3)墻背與墻后填土摩擦角:17.500(度)地基土容重:18.000(kN/m3)修正后地基承載力特征值:1200.000(kPa)地基承載力特征值提高系數(shù):墻趾值提高系數(shù):1.100墻踵值提高系數(shù):1.100平均值提高系數(shù):1.100墻底摩擦系數(shù):0.450地基土類型:堅硬巖石地基地基土內(nèi)摩擦角:30.000(度)土壓力計算方法:庫侖坡線土柱:坡面線段數(shù):2折線序號水平投影長(m)豎向投影長(m)換算土柱數(shù)17.2003.6000230.0000.0001第1個:定位距離0.000(m)城-A級地面橫坡角度:0.000(度)填土對橫坡面的摩擦角:35.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長度:10.000(m)荷載組合信息:結(jié)構(gòu)重要性系數(shù):1.050荷載組合數(shù):3=====================================================================第1種情況:組合1=============================================組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項系數(shù)=0.900√2.填土重力分項系數(shù)=1.400√3.填土側(cè)壓力分項系數(shù)=1.400√4.車輛荷載引起的土側(cè)壓力分項系數(shù)=1.400√=============================================[土壓力計算]計算高度為15.571(m)處的庫侖主動土壓力無荷載時的破裂角=33.498(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=4.954(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.7000.25030.00030.000025.5000.25030.0000.000033.7000.60070.00070.000045.5000.60070.0000.000053.7000.60070.00070.000065.5000.60070.0000.000073.7000.600100.000100.000085.5000.600100.0000.000093.7000.60080.00080.000105.5000.60080.0000.000布置寬度B0=4.954(m)分布長度L0=25.000(m)荷載值SG=1050.000(kN)換算土柱高度h0=0.424(m)計算上墻土壓力按假想墻背計算得到:第1破裂角：38.916(度)Ea=778.661(kN)Ex=214.249(kN)Ey=748.605(kN)作用點高度Zy=2.200(m)因為俯斜墻背，需判斷第二破裂面是否存在，計算后發(fā)現(xiàn)第二破裂面存在：第2破裂角=19.003(度)第1破裂角=34.236(度)Ea=422.713(kN)Ex=277.309(kN)Ey=319.040(kN)作用點高度Zy=2.722(m)計算下墻土壓力無荷載時的破裂角=37.676(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=11.011(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)019.9000.25030.00030.0000211.7000.25030.0000.000039.9000.60070.00070.0000411.7000.60070.0000.000059.9000.60070.00070.0000611.7000.60070.0000.000079.9000.600100.000100.0000811.7000.600100.0000.000099.9000.60080.00080.0001011.7000.60080.0000.000布置寬度B0=11.011(m)分布長度L0=25.000(m)荷載值SG=2450.000(kN)換算土柱高度h0=0.445(m)按力多邊形法計算得到:破裂角：38.026(度)Ea=591.811(kN)Ex=590.730(kN)Ey=35.756(kN)作用點高度Zy=4.271(m)墻身截面積=81.079(m2)重量=1945.905(kN)衡重臺上填料重(包括超載)=379.485(kN)重心坐標(biāo)(4.681,-2.109)(相對于墻面坡上角點)(一)滑動穩(wěn)定性驗算基底摩擦系數(shù)=0.450采用傾斜基底增強抗滑動穩(wěn)定性,計算過程如下:基底傾斜角度=5.711(度)Wn=2313.850(kN)En=439.408(kN)Wt=231.385(kN)Et=828.427(kN)滑移力=828.427-231.385=597.042(kN)抗滑力=(2313.850+439.408+0.000)*0.450=1238.966(kN)滑移驗算滿足:Kc=2.075>1.300滑動穩(wěn)定方程驗算：滑動穩(wěn)定方程滿足:方程值=519.486(kN)>0.0地基土層水平向:滑移力=277.309+590.730=868.038(kN)抗滑力=(2680.186+29.316)*0.450=1219.276(kN)地基土層水平向:滑移驗算滿足:Kc2=1.405>1.300(二)傾覆穩(wěn)定性驗算相對于墻趾,墻身重力的力臂Zw=3.531(m)相對于墻趾,上墻Ey的力臂Zx=7.163(m)相對于墻趾,上墻Ex的力臂Zy=11.722(m)相對于墻趾,下墻Ey的力臂Zx3=6.775(m)相對于墻趾,下墻Ex的力臂Zy3=3.700(m)驗算擋土墻繞墻趾的傾覆穩(wěn)定性傾覆力矩=5436.289(kN-m)抗傾覆力矩=11441.174(kN-m)傾覆驗算滿足:K0=2.105>1.500傾覆穩(wěn)定方程驗算：傾覆穩(wěn)定方程滿足:方程值=3058.567(kN-m)>0.0(三)地基應(yīng)力及偏心距驗算基礎(chǔ)類型為天然地基，驗算墻底偏心距及壓應(yīng)力取傾斜基底的傾斜寬度驗算地基承載力和偏心距作用于基礎(chǔ)底的總豎向力=2753.257(kN)作用于墻趾下點的總彎矩=6004.886(kN-m)基礎(chǔ)底面寬度B=5.736(m)偏心距e=0.687(m)基礎(chǔ)底面合力作用點距離基礎(chǔ)趾點的距離Zn=2.181(m)基底壓應(yīng)力:趾部=824.914踵部=135.114(kPa)最大應(yīng)力與最小應(yīng)力之比=824.914/135.114=6.105作用于基底的合力偏心距驗算滿足:e=0.687<=0.250*5.736=1.434(m)墻趾處地基承載力驗算滿足:壓應(yīng)力=824.914<=1320.000(kPa)墻踵處地基承載力驗算滿足:壓應(yīng)力=135.114<=1320.000(kPa)地基平均承載力驗算滿足:壓應(yīng)力=480.014<=1320.000(kPa)(四)基礎(chǔ)強度驗算基礎(chǔ)為天然地基，不作強度驗算(五)上墻截面強度驗算上墻重力Ws=532.800(kN)上墻墻背處的Ex=277.309(kN)上墻墻背處的Ey=194.116(kN)相對于上墻墻趾，上墻重力的力臂Zw=2.049(m)相對于上墻墻趾，上墻Ex的力臂Zy=2.722(m)相對于上墻墻趾，上墻Ey的力臂Zx=3.895(m)[容許應(yīng)力法]:法向應(yīng)力檢算:相對于上墻墻趾，合力作用力臂Zn=1.503(m)截面寬度B=5.800(m)偏心距e1=1.397(m)截面上偏心距驗算滿足:e1=1.397<=0.250*5.800=1.450(m)截面上壓應(yīng)力:面坡=306.435背坡=-55.774(kPa)壓應(yīng)力驗算滿足:計算值=306.435<=1000.000(kPa)拉應(yīng)力驗算滿足:計算值=55.774<=140.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-2.320<=90.000(kPa)斜截面剪應(yīng)力檢算:驗算斜截面與水平面的夾角=29.168(度)斜剪應(yīng)力驗算滿足:計算值=64.392<=90.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.050 驗算截面上的軸向力組合設(shè)計值Nd=751.283(kN) 軸心力偏心影響系數(shù)αk=0.521 擋墻構(gòu)件的計算截面每沿米面積A=5.800(m2) 材料抗壓極限強度Ra=3000.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)γf=2.310 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)Ψk=1.000 計算強度時: 強度驗算滿足:計算值=788.847<=3927.619(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=788.847<=3927.619(kN)(六)墻底截面強度驗算驗算截面以上，墻身截面積=79.410(m2)重量=1905.840(kN)相對于驗算截面外邊緣，墻身重力的力臂Zw=3.525(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=2640.120(kN)作用于墻趾下點的總彎矩=6008.806(kN-m)相對于驗算截面外邊緣，合力作用力臂Zn=2.276(m)截面寬度B=5.850(m)偏心距e1=0.649(m)截面上偏心距驗算滿足:e1=0.649<=0.250*5.850=1.462(m)截面上壓應(yīng)力:面坡=751.727背坡=150.878(kPa)壓應(yīng)力驗算滿足:計算值=751.727<=1000.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-32.138<=90.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.050 驗算截面上的軸向力組合設(shè)計值Nd=2743.249(kN) 軸心力偏心影響系數(shù)αk=0.708 擋墻構(gòu)件的計算截面每沿米面積A=5.850(m2) 材料抗壓極限強度Ra=3000.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)γf=2.310 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)Ψk=0.975 計算強度時: 強度驗算滿足:計算值=2880.411<=5381.992(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=2880.411<=5244.958(kN)(七)臺頂截面強度驗算[土壓力計算]計算高度為13.950(m)處的庫侖主動土壓力無荷載時的破裂角=33.498(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=4.954(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.7000.25030.00030.000025.5000.25030.0000.000033.7000.60070.00070.000045.5000.60070.0000.000053.7000.60070.00070.000065.5000.60070.0000.000073.7000.600100.000100.000085.5000.600100.0000.000093.7000.60080.00080.000105.5000.60080.0000.000布置寬度B0=4.954(m)分布長度L0=25.000(m)荷載值SG=1050.000(kN)換算土柱高度h0=0.424(m)計算上墻土壓力按假想墻背計算得到:第1破裂角：38.916(度)Ea=778.661(kN)Ex=214.249(kN)Ey=748.605(kN)作用點高度Zy=2.200(m)因為俯斜墻背，需判斷第二破裂面是否存在，計算后發(fā)現(xiàn)第二破裂面存在：第2破裂角=19.003(度)第1破裂角=34.236(度)Ea=422.713(kN)Ex=277.309(kN)Ey=319.040(kN)作用點高度Zy=2.722(m)計算下墻土壓力無荷載時的破裂角=37.357(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=10.010(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)019.9000.25030.00028.1620211.7000.25030.0000.000039.9000.60070.00047.7960411.7000.60070.0000.000059.9000.60070.00047.7960611.7000.60070.0000.000079.9000.600100.00068.2800811.7000.600100.0000.000099.9000.60080.00054.6241011.7000.60080.0000.000布置寬度B0=10.010(m)分布長度L0=25.000(m)荷載值SG=2346.659(kN)換算土柱高度h0=0.469(m)按力多邊形法計算得到:破裂角：37.798(度)Ea=464.870(kN)Ex=464.021(kN)Ey=28.086(kN)作用點高度Zy=3.600(m)[強度驗算]驗算截面以上，墻身截面積=73.130(m2)重量=1755.112(kN)相對于驗算截面外邊緣，墻身重力的力臂Zw=3.571(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=2481.723(kN)作用于墻趾下點的總彎矩=4423.568(kN-m)相對于驗算截面外邊緣，合力作用力臂Zn=1.782(m)截面寬度B=5.412(m)偏心距e1=0.924(m)截面上偏心距驗算滿足:e1=0.924<=0.250*5.412=1.353(m)截面上壓應(yīng)力:面坡=928.068背坡=-11.034(kPa)壓應(yīng)力驗算滿足:計算值=928.068<=1000.000(kPa)拉應(yīng)力驗算滿足:計算值=11.034<=140.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-46.441<=90.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.050 驗算截面上的軸向力組合設(shè)計值Nd=2596.856(kN) 軸心力偏心影響系數(shù)αk=0.592 擋墻構(gòu)件的計算截面每沿米面積A=5.412(m2) 材料抗壓極限強度Ra=3000.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)γf=2.310 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)Ψk=0.968 計算強度時: 強度驗算滿足:計算值=2726.699<=4164.790(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=2726.699<=4033.428(kN)=====================================================================第2種情況:組合2=============================================組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項系數(shù)=1.000√2.填土重力分項系數(shù)=1.000√3.填土側(cè)壓力分項系數(shù)=1.000√4.車輛荷載引起的土側(cè)壓力分項系數(shù)=1.000√=============================================[土壓力計算]計算高度為15.571(m)處的庫侖主動土壓力無荷載時的破裂角=33.498(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=4.954(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.7000.25030.00030.000025.5000.25030.0000.000033.7000.60070.00070.000045.5000.60070.0000.000053.7000.60070.00070.000065.5000.60070.0000.000073.7000.600100.000100.000085.5000.600100.0000.000093.7000.60080.00080.000105.5000.60080.0000.000布置寬度B0=4.954(m)分布長度L0=25.000(m)荷載值SG=1050.000(kN)換算土柱高度h0=0.424(m)計算上墻土壓力按假想墻背計算得到:第1破裂角：38.916(度)Ea=778.661(kN)Ex=214.249(kN)Ey=748.605(kN)作用點高度Zy=2.200(m)因為俯斜墻背，需判斷第二破裂面是否存在，計算后發(fā)現(xiàn)第二破裂面存在：第2破裂角=19.003(度)第1破裂角=34.236(度)Ea=422.713(kN)Ex=277.309(kN)Ey=319.040(kN)作用點高度Zy=2.722(m)計算下墻土壓力無荷載時的破裂角=37.676(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=11.011(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)019.9000.25030.00030.0000211.7000.25030.0000.000039.9000.60070.00070.0000411.7000.60070.0000.000059.9000.60070.00070.0000611.7000.60070.0000.000079.9000.600100.000100.0000811.7000.600100.0000.000099.9000.60080.00080.0001011.7000.60080.0000.000布置寬度B0=11.011(m)分布長度L0=25.000(m)荷載值SG=2450.000(kN)換算土柱高度h0=0.445(m)按力多邊形法計算得到:破裂角：38.026(度)Ea=591.811(kN)Ex=590.730(kN)Ey=35.756(kN)作用點高度Zy=4.271(m)墻身截面積=81.079(m2)重量=1945.905(kN)衡重臺上填料重(包括超載)=379.485(kN)重心坐標(biāo)(4.681,-2.109)(相對于墻面坡上角點)(一)滑動穩(wěn)定性驗算基底摩擦系數(shù)=0.450采用傾斜基底增強抗滑動穩(wěn)定性,計算過程如下:基底傾斜角度=5.711(度)Wn=2313.850(kN)En=439.408(kN)Wt=231.385(kN)Et=828.427(kN)滑移力=828.427-231.385=597.042(kN)抗滑力=(2313.850+439.408+0.000)*0.450=1238.966(kN)滑移驗算滿足:Kc=2.075>1.300滑動穩(wěn)定方程驗算：滑動穩(wěn)定方程滿足:方程值=773.022(kN)>0.0地基土層水平向:滑移力=277.309+590.730=868.038(kN)抗滑力=(2680.186+29.316)*0.450=1219.276(kN)地基土層水平向:滑移驗算滿足:Kc2=1.405>1.300(二)傾覆穩(wěn)定性驗算相對于墻趾,墻身重力的力臂Zw=3.531(m)相對于墻趾,上墻Ey的力臂Zx=7.163(m)相對于墻趾,上墻Ex的力臂Zy=11.722(m)相對于墻趾,下墻Ey的力臂Zx3=6.775(m)相對于墻趾,下墻Ex的力臂Zy3=3.700(m)驗算擋土墻繞墻趾的傾覆穩(wěn)定性傾覆力矩=5436.289(kN-m)抗傾覆力矩=11441.174(kN-m)傾覆驗算滿足:K0=2.105>1.500傾覆穩(wěn)定方程驗算：傾覆穩(wěn)定方程滿足:方程值=4222.128(kN-m)>0.0(三)地基應(yīng)力及偏心距驗算基礎(chǔ)類型為天然地基，驗算墻底偏心距及壓應(yīng)力取傾斜基底的傾斜寬度驗算地基承載力和偏心距作用于基礎(chǔ)底的總豎向力=2753.257(kN)作用于墻趾下點的總彎矩=6004.886(kN-m)基礎(chǔ)底面寬度B=5.736(m)偏心距e=0.687(m)基礎(chǔ)底面合力作用點距離基礎(chǔ)趾點的距離Zn=2.181(m)基底壓應(yīng)力:趾部=824.914踵部=135.114(kPa)最大應(yīng)力與最小應(yīng)力之比=824.914/135.114=6.105作用于基底的合力偏心距驗算滿足:e=0.687<=0.250*5.736=1.434(m)墻趾處地基承載力驗算滿足:壓應(yīng)力=824.914<=1320.000(kPa)墻踵處地基承載力驗算滿足:壓應(yīng)力=135.114<=1320.000(kPa)地基平均承載力驗算滿足:壓應(yīng)力=480.014<=1320.000(kPa)(四)基礎(chǔ)強度驗算基礎(chǔ)為天然地基，不作強度驗算(五)上墻截面強度驗算上墻重力Ws=532.800(kN)上墻墻背處的Ex=277.309(kN)上墻墻背處的Ey=194.116(kN)相對于上墻墻趾，上墻重力的力臂Zw=2.049(m)相對于上墻墻趾，上墻Ex的力臂Zy=2.722(m)相對于上墻墻趾，上墻Ey的力臂Zx=3.895(m)[容許應(yīng)力法]:法向應(yīng)力檢算:相對于上墻墻趾，合力作用力臂Zn=1.503(m)截面寬度B=5.800(m)偏心距e1=1.397(m)截面上偏心距驗算滿足:e1=1.397<=0.250*5.800=1.450(m)截面上壓應(yīng)力:面坡=306.435背坡=-55.774(kPa)壓應(yīng)力驗算滿足:計算值=306.435<=1000.000(kPa)拉應(yīng)力驗算滿足:計算值=55.774<=140.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-2.320<=90.000(kPa)斜截面剪應(yīng)力檢算:驗算斜截面與水平面的夾角=29.168(度)斜剪應(yīng)力驗算滿足:計算值=64.392<=90.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.050 驗算截面上的軸向力組合設(shè)計值Nd=726.916(kN) 軸心力偏心影響系數(shù)αk=0.588 擋墻構(gòu)件的計算截面每沿米面積A=5.800(m2) 材料抗壓極限強度Ra=3000.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)γf=2.310 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)Ψk=1.000 計算強度時: 強度驗算滿足:計算值=763.262<=4428.379(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=763.262<=4428.379(kN)(六)墻底截面強度驗算驗算截面以上，墻身截面積=79.410(m2)重量=1905.840(kN)相對于驗算截面外邊緣，墻身重力的力臂Zw=3.525(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=2640.120(kN)作用于墻趾下點的總彎矩=6008.806(kN-m)相對于驗算截面外邊緣，合力作用力臂Zn=2.276(m)截面寬度B=5.850(m)偏心距e1=0.649(m)截面上偏心距驗算滿足:e1=0.649<=0.250*5.850=1.462(m)截面上壓應(yīng)力:面坡=751.727背坡=150.878(kPa)壓應(yīng)力驗算滿足:計算值=751.727<=1000.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗算滿足:計算值=-32.138<=90.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.050 驗算截面上的軸向力組合設(shè)計值Nd=2640.120(kN) 軸心力偏心影響系數(shù)αk=0.871 擋墻構(gòu)件的計算截面每沿米面積A=5.850(m2) 材料抗壓極限強度Ra=3000.000(kPa) 圬工構(gòu)件或材料的抗力分項系數(shù)γf=2.310 偏心受壓構(gòu)件在彎曲平面內(nèi)的縱向彎曲系數(shù)Ψk=0.975 計算強度時: 強度驗算滿足:計算值=2772.126<=6619.572(kN) 計算穩(wěn)定時: 穩(wěn)定驗算滿足:計算值=2772.126<=6451.028(kN)(七)臺頂截面強度驗算[土壓力計算]計算高度為13.950(m)處的庫侖主動土壓力無荷載時的破裂角=33.498(度)城-A級路基面總寬=30.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車車輛外側(cè)車輪中心到車輛邊緣距離=0.350(m),車與車之間距離=0.600(m)經(jīng)計算得，路面上橫向可排列此種車輛10列布置寬度=4.954(m)布置寬度范圍內(nèi)車輪及輪重列表:第1列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(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列車:中點距全部破裂體輪號路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.7000.25030.00030.000025.5000.25030.0000.000033.7000.60070.00070.000045.5000.60070.0000.000053.7000.60070.00070.000065.5000.60070.0000.000