M4路東段邊坡支護(hù)計(jì)算書(shū)

PAGEPAGE1M4路東段邊坡支護(hù)計(jì)算書(shū)目錄14624蔡家組團(tuán)M標(biāo)準(zhǔn)分區(qū)M4路東段 024161邊坡支護(hù)計(jì)算書(shū) 0161631.設(shè)計(jì)資料 2131852.設(shè)計(jì)依據(jù) 2148293.邊坡穩(wěn)定性驗(yàn)算 2178593.1.土質(zhì)挖方邊坡穩(wěn)定性驗(yàn)算 2102063.2.巖質(zhì)挖方邊坡穩(wěn)定性驗(yàn)算 820253.3.重力式擋墻穩(wěn)定性驗(yàn)算 8202593.4.折背式擋墻穩(wěn)定性驗(yàn)算 17M4路東段邊坡支護(hù)計(jì)算書(shū)設(shè)計(jì)資料蔡家組團(tuán)M標(biāo)準(zhǔn)分區(qū)M4路東段位于蔡家組團(tuán)M標(biāo)準(zhǔn)分區(qū)，在縱一路、縱二路、快速路一橫線和橫四路合圍的區(qū)域，總體為東西走向，道路全長(zhǎng)633.24m，雙向兩車(chē)道，標(biāo)準(zhǔn)路幅寬度為16m，道路等級(jí)為城市支路，設(shè)計(jì)車(chē)速30km/h。根據(jù)邊坡放坡條件的不同，邊坡主要采用坡率法放坡、重力式、折背式擋墻進(jìn)行處理。設(shè)計(jì)依據(jù)《建筑邊坡工程技術(shù)規(guī)范》（GB50330-2013）《公路路基設(shè)計(jì)規(guī)范》（JTGD30-2015）《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-20102015年版）《建筑地基處理技術(shù)規(guī)范》（JGJ79-2012）《關(guān)于進(jìn)一步加強(qiáng)全市高切坡、深基坑和高填方項(xiàng)目勘察設(shè)計(jì)管理的意見(jiàn)》(渝建發(fā)（2010）166號(hào))邊坡穩(wěn)定性驗(yàn)算土質(zhì)挖方邊坡穩(wěn)定性驗(yàn)算本項(xiàng)目土質(zhì)邊坡最大高度約為14.0m，挖方邊坡第一級(jí)采用1：2坡率法放坡，第二級(jí)采用1:2坡率法放坡，每8m設(shè)置一級(jí)平臺(tái)，平臺(tái)寬2m。本次計(jì)算按邊坡最大高度14.0m進(jìn)行驗(yàn)算。[計(jì)算簡(jiǎn)圖][控制參數(shù)]:采用規(guī)范: 通用方法計(jì)算目標(biāo): 安全系數(shù)計(jì)算滑裂面形狀:圓弧滑動(dòng)法不考慮地震[坡面信息]坡面線段數(shù)4坡面線號(hào)水平投影(m)豎直投影(m)超載數(shù)116.0008.000022.0000.0000312.0006.0000420.0004.0001超載1距離1.000(m)寬20.000(m)荷載(5.00--5.00kPa)270.00(度)[土層信息]上部土層數(shù)1層號(hào)層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kPa)力系數(shù)118.00020.50040.000層號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00025.000層號(hào)十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1================================================================下部土層數(shù)1層號(hào)層厚重度飽和重度粘結(jié)強(qiáng)度孔隙水壓(m)(kN/m3)(kN/m3)(kPa)力系數(shù)110.00020.50040.000層號(hào)粘聚力內(nèi)摩擦角水下粘聚水下內(nèi)摩(kPa)(度)力(kPa)擦角(度)15.00025.000層號(hào)十字板τ強(qiáng)度增十字板τ水強(qiáng)度增長(zhǎng)系(kPa)長(zhǎng)系數(shù)下值(kPa)數(shù)水下值1[計(jì)算條件]圓弧穩(wěn)定分析方法:Bishop法穩(wěn)定計(jì)算目標(biāo):自動(dòng)搜索最危險(xiǎn)滑裂面條分法的土條寬度:1.000(m)搜索時(shí)的圓心步長(zhǎng):1.000(m)搜索時(shí)的半徑步長(zhǎng):0.500(m)計(jì)算結(jié)果最不利滑動(dòng)面:滑動(dòng)圓心=(2.686,40.600)(m)滑動(dòng)半徑=40.841(m)滑動(dòng)安全系數(shù)=1.372起始x終止xαliCiΦi條實(shí)重浮力地震力滲透力附加力X附加力Y下滑力抗滑力mθi超載豎向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)-1.743-0.871-5.6110.8765.00025.000.760.000.000.000.000.00-0.074.900.961980.000.00-0.8710.000-4.3840.8745.00025.002.130.000.000.000.000.00-0.165.510.971100.000.000.0000.895-3.1420.8975.00025.007.360.000.000.000.000.00-0.408.070.979870.000.000.8951.790-1.8840.8965.00025.0016.290.000.000.000.000.00-0.5412.220.988280.000.001.7902.686-0.6280.8955.00025.0024.870.000.000.000.000.00-0.2716.130.996210.000.002.6863.7100.7181.0245.00025.0038.490.000.000.000.000.000.4822.971.004180.000.003.7104.7342.1561.0255.00025.0048.700.000.000.000.000.001.8327.501.012080.000.004.7345.7583.5951.0265.00025.0058.370.000.000.000.000.003.6631.731.019340.000.005.7586.7825.0361.0285.00025.0067.500.000.000.000.000.005.9335.671.025970.000.006.7827.8076.4801.0315.00025.0076.120.000.000.000.000.008.5939.361.031970.000.007.8078.8317.9281.0345.00025.0084.120.000.000.000.000.0011.6042.751.037320.000.008.8319.8559.3821.0385.00025.0091.600.000.000.000.000.0014.9345.901.042030.000.009.85510.87910.8421.0435.00025.0098.510.000.000.000.000.0018.5348.811.046080.000.0010.87911.90312.3081.0485.00025.00104.860.000.000.000.000.0022.3551.471.049470.000.0011.90312.92713.7831.0555.00025.00110.630.000.000.000.000.0026.3653.891.052180.000.0012.92713.95215.2681.0625.00025.00115.810.000.000.000.000.0030.5056.081.054200.000.0013.95214.97616.7631.0705.00025.00120.380.000.000.000.000.0034.7258.031.055530.000.0014.97616.00018.2701.0795.00025.00124.350.000.000.000.000.0038.9859.751.056140.000.0016.00017.00019.7721.0635.00025.00119.510.000.000.000.000.0040.4357.511.056020.000.0017.00018.00021.2701.0735.00025.00111.840.000.000.000.000.0040.5754.161.055170.000.0018.00019.00022.7841.0855.00025.00108.670.000.000.000.000.0042.0852.841.053590.000.0019.00020.00024.3141.0975.00025.00109.980.000.000.000.000.0045.2853.541.051240.000.0020.00021.00025.8631.1115.00025.00110.630.000.000.000.000.0048.2653.991.048100.000.0021.00022.00027.4331.1275.00025.00110.590.000.000.000.000.0050.9554.181.044130.000.0022.00023.00029.0261.1445.00025.00109.830.000.000.000.000.0053.2954.091.039310.000.0023.00024.00030.6441.1625.00025.00108.320.000.000.000.000.0055.2153.711.033590.000.0024.00025.00032.2891.1835.00025.00106.020.000.000.000.000.0056.6453.011.026920.000.0025.00026.00033.9641.2065.00025.00102.890.000.000.000.000.0057.4851.981.019260.000.0026.00027.00035.6741.2315.00025.0098.880.000.000.000.000.0057.6650.571.010550.000.0027.00028.00037.4201.2595.00025.0093.930.000.000.000.000.0057.0848.761.000720.000.0028.00029.00039.2091.2915.00025.0087.970.000.000.000.000.0055.6146.500.989700.000.0029.00030.00041.0441.3265.00025.0080.940.000.000.000.000.0053.1543.730.977380.000.0030.00031.10343.0331.5095.00025.0075.940.000.000.000.000.6252.2542.810.962890.000.0031.10332.20645.1901.5655.00025.0056.730.000.000.000.005.6244.2436.570.945880.000.0032.20633.30947.4321.6315.00025.0035.590.000.000.000.005.6230.3526.690.926780.000.0033.30934.41249.7741.7085.00025.0012.250.000.000.000.005.6213.6515.300.905300.000.00總的下滑力=1071.202(kN)總的抗滑力=1470.705(kN)土體部分下滑力=1071.202(kN)土體部分抗滑力=1470.705(kN)筋帶在滑弧切向產(chǎn)生的抗滑力=0.000(kN)筋帶在滑弧法向產(chǎn)生的抗滑力 =0.000(kN)經(jīng)計(jì)算，邊坡安全系數(shù)為1.372＞1.30，設(shè)計(jì)邊坡處于穩(wěn)定狀態(tài)。巖質(zhì)挖方邊坡穩(wěn)定性驗(yàn)算根根地勘評(píng)價(jià)及現(xiàn)狀地形，本項(xiàng)目巖質(zhì)挖方邊坡，邊坡安全等級(jí)為二級(jí)，邊坡無(wú)放坡限制條件。邊坡巖體類(lèi)型為Ⅳ類(lèi)，巖體破裂角泥巖取60°、砂巖取63°，等效內(nèi)摩擦角取52°。根據(jù)邊坡赤平投影圖可知，左側(cè)邊坡為反向坡，無(wú)不利結(jié)構(gòu)面，邊坡整體穩(wěn)定，施工開(kāi)挖后可能發(fā)生局部掉塊，邊坡穩(wěn)定性主要受巖體自身強(qiáng)度控制；右側(cè)邊坡為切向坡，無(wú)不利結(jié)構(gòu)面，邊坡整體穩(wěn)定，施工開(kāi)挖后可能發(fā)生局部掉塊，邊坡穩(wěn)定性主要受巖體自身強(qiáng)度控制。重力式擋墻穩(wěn)定性驗(yàn)算本項(xiàng)目重力式擋墻最大高度為4m，本次計(jì)算以4m為例。計(jì)算結(jié)果如下：原始條件:墻身尺寸:墻身高:4.000(m)墻頂寬:0.750(m)面坡傾斜坡度:1:0.000背坡傾斜坡度:1:0.400采用1個(gè)擴(kuò)展墻址臺(tái)階:墻趾臺(tái)階b1:0.600(m)墻趾臺(tái)階h1:0.720(m)墻趾臺(tái)階與墻面坡坡度相同墻底傾斜坡率:0.100:1物理參數(shù):圬工砌體容重:23.000(kN/m3)圬工之間摩擦系數(shù):0.400墻身砌體容許壓應(yīng)力:2100.000(kPa)墻身砌體容許彎曲拉應(yīng)力:280.000(kPa)墻身砌體容許剪應(yīng)力:110.000(kPa)材料抗壓極限強(qiáng)度:1.600(MPa)材料抗力分項(xiàng)系數(shù):2.310系數(shù)αs:0.0020場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:35.000(度)墻后填土粘聚力:0.000(kPa)墻后填土容重:19.000(kN/m3)墻背與墻后填土摩擦角:17.500(度)地基土容重:20.000(kN/m3)修正后地基承載力特征值:140.000(kPa)地基承載力特征值提高系數(shù):墻趾值提高系數(shù):1.000墻踵值提高系數(shù):1.000平均值提高系數(shù):1.000墻底摩擦系數(shù):0.300地基土類(lèi)型:土質(zhì)地基地基土內(nèi)摩擦角:30.000(度)土壓力計(jì)算方法:庫(kù)侖坡線土柱:坡面線段數(shù):1折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)換算土柱數(shù)115.0000.0001第1個(gè):定位距離0.000(m)城-A級(jí)坡面起始距離:0.000(m)地面橫坡角度:0.000(度)填土對(duì)橫坡面的摩擦角:35.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長(zhǎng)度:10.000(m)荷載組合信息:結(jié)構(gòu)重要性系數(shù):1.000荷載組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項(xiàng)系數(shù)=0.900√2.墻頂上的有效永久荷載分項(xiàng)系數(shù)=1.000√3.墻頂與第二破裂面間有效荷載分項(xiàng)系數(shù)=1.540√4.填土側(cè)壓力分項(xiàng)系數(shù)=1.540√5.車(chē)輛荷載引起的土側(cè)壓力分項(xiàng)系數(shù)=1.540√=============================================[土壓力計(jì)算]計(jì)算高度為4.307(m)處的庫(kù)侖主動(dòng)土壓力無(wú)荷載時(shí)的破裂角=22.284(度)城-A級(jí)路基面總寬=15.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車(chē)車(chē)輛外側(cè)車(chē)輪中心到車(chē)輛邊緣距離=0.350(m),車(chē)與車(chē)之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車(chē)輛5列布置寬度=3.488(m)布置寬度范圍內(nèi)車(chē)輪及輪重列表:第1列車(chē):中點(diǎn)距全部破裂體輪號(hào)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(chē):中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)013.7000.25030.0000.000025.5000.25030.0000.000033.7000.60070.00010.274045.5000.60070.0000.000053.7000.60070.00010.274065.5000.60070.0000.000073.7000.600100.00014.677085.5000.600100.0000.000093.7000.60080.00011.741105.5000.60080.0000.000布置寬度B0=3.488(m)分布長(zhǎng)度L0=20.687(m)荷載值SG=746.966(kN)換算土柱高度h0=0.545(m)按實(shí)際墻背計(jì)算得到:第1破裂角：22.284(度)Ea=97.299(kN)Ex=75.292(kN)Ey=61.629(kN)作用點(diǎn)高度Zy=1.581(m)因?yàn)楦┬眽Ρ常枧袛嗟诙屏衙媸欠翊嬖?，?jì)算后發(fā)現(xiàn)第二破裂面不存在墻身截面積=7.085(m2)重量=162.961(kN)(一)滑動(dòng)穩(wěn)定性驗(yàn)算基底摩擦系數(shù)=0.350采用傾斜基底增強(qiáng)抗滑動(dòng)穩(wěn)定性,計(jì)算過(guò)程如下:基底傾斜角度=5.711(度)Wn=162.152(kN)En=68.815(kN)Wt=16.215(kN)Et=68.786(kN)滑移力=68.786-16.215=52.571(kN)抗滑力=(162.152+68.815+0.000)*0.350=80.839(kN)滑移驗(yàn)算滿足:Kc=1.538>1.300滑動(dòng)穩(wěn)定方程驗(yàn)算：滑動(dòng)穩(wěn)定方程滿足:方程值=11.483(kN)>0.0地基土層水平向:滑移力=75.292=75.292(kN)抗滑力=(224.590+9.443)*0.500=117.016(kN)地基土層水平向:滑移驗(yàn)算滿足:Kc2=1.554>1.300(二)傾覆穩(wěn)定性驗(yàn)算相對(duì)于墻趾點(diǎn)，墻身重力的力臂Zw=1.410(m)相對(duì)于墻趾點(diǎn)，Ey的力臂Zx=2.441(m)相對(duì)于墻趾點(diǎn)，Ex的力臂Zy=1.273(m)驗(yàn)算擋土墻繞墻趾的傾覆穩(wěn)定性傾覆力矩=95.879(kN-m)抗傾覆力矩=380.213(kN-m)傾覆驗(yàn)算滿足:K0=3.966>1.500傾覆穩(wěn)定方程驗(yàn)算：傾覆穩(wěn)定方程滿足:方程值=267.824(kN-m)>0.0(三)地基應(yīng)力及偏心距驗(yàn)算基礎(chǔ)類(lèi)型為天然地基，驗(yàn)算墻底偏心距及壓應(yīng)力取傾斜基底的傾斜寬度驗(yàn)算地基承載力和偏心距作用于基礎(chǔ)底的總豎向力=230.967(kN)作用于墻趾下點(diǎn)的總彎矩=284.334(kN-m)基礎(chǔ)底面寬度B=3.088(m)偏心距e=0.313(m)基礎(chǔ)底面合力作用點(diǎn)距離基礎(chǔ)趾點(diǎn)的距離Zn=1.231(m)基底壓應(yīng)力:趾部=120.279踵部=29.300(kPa)最大應(yīng)力與最小應(yīng)力之比=120.279/29.300=4.105作用于基底的合力偏心距驗(yàn)算滿足:e=0.313<=0.167*3.088=0.515(m)墻趾處地基承載力驗(yàn)算滿足:壓應(yīng)力=120.279<=140.000(kPa)墻踵處地基承載力驗(yàn)算滿足:壓應(yīng)力=29.300<=140.000(kPa)地基平均承載力驗(yàn)算滿足:壓應(yīng)力=74.789<=140.000(kPa)(四)基礎(chǔ)強(qiáng)度驗(yàn)算基礎(chǔ)為天然地基，不作強(qiáng)度驗(yàn)算(五)墻底截面強(qiáng)度驗(yàn)算驗(yàn)算截面以上，墻身截面積=6.632(m2)重量=152.536(kN)相對(duì)于驗(yàn)算截面外邊緣，墻身重力的力臂Zw=1.369(m)相對(duì)于驗(yàn)算截面外邊緣，Ey的力臂Zx=2.441(m)相對(duì)于驗(yàn)算截面外邊緣，Ex的力臂Zy=1.273(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于驗(yàn)算截面的總豎向力=214.165(kN)作用于墻趾下點(diǎn)的總彎矩=263.405(kN-m)相對(duì)于驗(yàn)算截面外邊緣，合力作用力臂Zn=1.230(m)截面寬度B=2.950(m)偏心距e1=0.245(m)截面上偏心距驗(yàn)算滿足:e1=0.245<=0.250*2.950=0.737(m)截面上壓應(yīng)力:面坡=108.787背坡=36.410(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=108.787<=2100.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-3.516<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=232.191(kN) 軸心力偏心影響系數(shù)αk=0.887 擋墻構(gòu)件的計(jì)算截面每沿米面積A=2.950(m2) 材料抗壓極限強(qiáng)度Ra=1600.000(kPa) 圬工構(gòu)件或材料的抗力分項(xiàng)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(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=232.191<=1812.744(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=232.191<=1812.744(kN)(六)臺(tái)頂截面強(qiáng)度驗(yàn)算[土壓力計(jì)算]計(jì)算高度為3.280(m)處的庫(kù)侖主動(dòng)土壓力無(wú)荷載時(shí)的破裂角=22.284(度)城-A級(jí)路基面總寬=15.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車(chē)車(chē)輛外側(cè)車(chē)輪中心到車(chē)輛邊緣距離=0.350(m),車(chē)與車(chē)之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車(chē)輛5列布置寬度=2.656(m)布置寬度范圍內(nèi)車(chē)輪及輪重列表:第1列車(chē):中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.6000.25030.00030.000022.4000.25030.00030.000030.6000.60070.00070.000042.4000.60070.00064.885050.6000.60070.00070.000062.4000.60070.00064.885070.6000.600100.000100.000082.4000.600100.00092.693090.6000.60080.00080.000102.4000.60080.00074.154布置寬度B0=2.656(m)分布長(zhǎng)度L0=20.094(m)荷載值SG=676.616(kN)換算土柱高度h0=0.667(m)按實(shí)際墻背計(jì)算得到:第1破裂角：22.320(度)Ea=63.350(kN)Ex=49.022(kN)Ey=40.126(kN)作用點(diǎn)高度Zy=1.251(m)因?yàn)楦┬眽Ρ?，需判斷第二破裂面是否存在，?jì)算后發(fā)現(xiàn)第二破裂面不存在[強(qiáng)度驗(yàn)算]驗(yàn)算截面以上，墻身截面積=4.612(m2)重量=106.069(kN)相對(duì)于驗(yàn)算截面外邊緣，墻身重力的力臂Zw=0.754(m)相對(duì)于驗(yàn)算截面外邊緣，Ey的力臂Zx=1.561(m)相對(duì)于驗(yàn)算截面外邊緣，Ex的力臂Zy=1.251(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于驗(yàn)算截面的總豎向力=146.195(kN)作用于墻趾下點(diǎn)的總彎矩=81.284(kN-m)相對(duì)于驗(yàn)算截面外邊緣，合力作用力臂Zn=0.556(m)截面寬度B=2.062(m)偏心距e1=0.475(m)截面上偏心距驗(yàn)算滿足:e1=0.475<=0.250*2.062=0.515(m)截面上壓應(yīng)力:面坡=168.894背坡=-27.095(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=168.894<=2100.000(kPa)拉應(yīng)力驗(yàn)算滿足:計(jì)算值=27.095<=280.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-4.586<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=157.256(kN) 軸心力偏心影響系數(shù)αk=0.526 擋墻構(gòu)件的計(jì)算截面每沿米面積A=2.062(m2) 材料抗壓極限強(qiáng)度Ra=1600.000(kPa) 圬工構(gòu)件或材料的抗力分項(xiàng)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=0.998 計(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=157.256<=751.261(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=157.256<=749.661(kN)折背式擋墻穩(wěn)定性驗(yàn)算本項(xiàng)目折背式擋墻最大高度為4m，本次計(jì)算以4m為例。計(jì)算結(jié)果如下：原始條件:墻身尺寸:墻身總高:4.000(m)上墻高:1.600(m)墻頂寬:0.660(m)臺(tái)寬:0.000(m)面坡傾斜坡度:1:0.000上墻背坡傾斜坡度:1:0.500下墻背坡傾斜坡度:1:-0.200采用1個(gè)擴(kuò)展墻址臺(tái)階:墻趾臺(tái)階b1:0.400(m)墻趾臺(tái)階h1:0.600(m)墻趾臺(tái)階與墻面坡坡度相同墻底傾斜坡率:0.100:1下墻土壓力計(jì)算方法:力多邊形法物理參數(shù)：圬工砌體容重:23.000(kN/m3)圬工之間摩擦系數(shù):0.400墻身砌體容許壓應(yīng)力:2100.000(kPa)墻身砌體容許彎曲拉應(yīng)力:280.000(kPa)墻身砌體容許剪應(yīng)力:110.000(kPa)材料抗壓極限強(qiáng)度:1.600(MPa)材料抗力分項(xiàng)系數(shù):2.310系數(shù)αs:0.0020場(chǎng)地環(huán)境:一般地區(qū)墻后填土內(nèi)摩擦角:35.000(度)墻后填土粘聚力:0.000(kPa)墻后填土容重:19.000(kN/m3)墻背與墻后填土摩擦角:17.500(度)地基土容重:24.500(kN/m3)修正后地基承載力特征值:300.000(kPa)地基承載力特征值提高系數(shù):墻趾值提高系數(shù):1.000墻踵值提高系數(shù):1.000平均值提高系數(shù):1.000墻底摩擦系數(shù):0.300地基土類(lèi)型:巖石地基地基土內(nèi)摩擦角:35.000(度)土壓力計(jì)算方法:庫(kù)侖坡線土柱:坡面線段數(shù):1折線序號(hào)水平投影長(zhǎng)(m)豎向投影長(zhǎng)(m)換算土柱數(shù)115.0000.0001第1個(gè):定位距離0.000(m)城-A級(jí)地面橫坡角度:0.000(度)填土對(duì)橫坡面的摩擦角:35.000(度)墻頂標(biāo)高:0.000(m)擋墻分段長(zhǎng)度:10.000(m)荷載組合信息:結(jié)構(gòu)重要性系數(shù):1.000荷載組合系數(shù):1.0001.擋土墻結(jié)構(gòu)重力分項(xiàng)系數(shù)=0.900√2.填土重力分項(xiàng)系數(shù)=1.000√3.填土側(cè)壓力分項(xiàng)系數(shù)=1.540√4.車(chē)輛荷載引起的土側(cè)壓力分項(xiàng)系數(shù)=1.540√=============================================[土壓力計(jì)算]計(jì)算高度為4.135(m)處的庫(kù)侖主動(dòng)土壓力無(wú)荷載時(shí)的破裂角=20.862(度)城-A級(jí)路基面總寬=15.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車(chē)車(chē)輛外側(cè)車(chē)輪中心到車(chē)輛邊緣距離=0.350(m),車(chē)與車(chē)之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車(chē)輛5列布置寬度=1.410(m)布置寬度范圍內(nèi)車(chē)輪及輪重列表:第1列車(chē):中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.6000.25030.00030.000022.4000.25030.0000.000030.6000.60070.00070.000042.4000.60070.0000.000050.6000.60070.00070.000062.4000.60070.0000.000070.6000.600100.000100.000082.4000.600100.0000.000090.6000.60080.00080.000102.4000.60080.0000.000布置寬度B0=1.410(m)分布長(zhǎng)度L0=19.124(m)荷載值SG=350.000(kN)換算土柱高度h0=0.683(m)計(jì)算上墻土壓力按假想墻背計(jì)算得到:第1破裂角：27.504(度)Ea=25.652(kN)Ex=12.214(kN)Ey=22.558(kN)作用點(diǎn)高度Zy=0.656(m)因?yàn)楦┬眽Ρ常枧袛嗟诙屏衙媸欠翊嬖冢?jì)算后發(fā)現(xiàn)第二破裂面不存在計(jì)算下墻土壓力無(wú)荷載時(shí)的破裂角=31.785(度)城-A級(jí)路基面總寬=15.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車(chē)車(chē)輛外側(cè)車(chē)輪中心到車(chē)輛邊緣距離=0.350(m),車(chē)與車(chē)之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車(chē)輛5列布置寬度=2.856(m)布置寬度范圍內(nèi)車(chē)輪及輪重列表:第1列車(chē):中點(diǎn)距全部破裂體輪號(hào)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布置寬度B0=2.856(m)分布長(zhǎng)度L0=20.588(m)荷載值SG=700.000(kN)換算土柱高度h0=0.627(m)按力多邊形法計(jì)算得到:破裂角：33.438(度)Ea=29.005(kN)Ex=28.836(kN)Ey=3.128(kN)作用點(diǎn)高度Zy=1.114(m)墻身截面積=4.958(m2)重量=114.025(kN)衡重臺(tái)上填料重(包括超載)=0.002(kN)重心坐標(biāo)(1.194,-1.067)(相對(duì)于墻面坡上角點(diǎn))(一)滑動(dòng)穩(wěn)定性驗(yàn)算基底摩擦系數(shù)=0.300采用傾斜基底增強(qiáng)抗滑動(dòng)穩(wěn)定性,計(jì)算過(guò)程如下:基底傾斜角度=5.711(度)Wn=113.461(kN)En=29.643(kN)Wt=11.346(kN)Et=38.290(kN)滑移力=38.290-11.346=26.944(kN)抗滑力=(113.461+29.643+0.000)*0.300=42.931(kN)滑移驗(yàn)算滿足:Kc=1.593>1.300滑動(dòng)穩(wěn)定方程驗(yàn)算：滑動(dòng)穩(wěn)定方程滿足:方程值=4.674(kN)>0.0地基土層水平向:滑移力=12.214+28.836=41.050(kN)抗滑力=(139.712+2.243)*0.500=70.977(kN)地基土層水平向:滑移驗(yàn)算滿足:Kc2=1.729>1.300(二)傾覆穩(wěn)定性驗(yàn)算相對(duì)于墻趾,墻身重力的力臂Zw=0.955(m)相對(duì)于墻趾,上墻Ey的力臂Zx=1.532(m)相對(duì)于墻趾,上墻Ex的力臂Zy=3.056(m)相對(duì)于墻趾,下墻Ey的力臂Zx3=1.576(m)相對(duì)于墻趾,下墻Ex的力臂Zy3=0.979(m)驗(yàn)算擋土墻繞墻趾的傾覆穩(wěn)定性傾覆力矩=65.559(kN-m)抗傾覆力矩=148.365(kN-m)傾覆驗(yàn)算滿足:K0=2.263>1.500傾覆穩(wěn)定方程驗(yàn)算：傾覆穩(wěn)定方程滿足:方程值=46.952(kN-m)>0.0(三)地基應(yīng)力及偏心距驗(yàn)算基礎(chǔ)類(lèi)型為天然地基，驗(yàn)算墻底偏心距及壓應(yīng)力取傾斜基底的傾斜寬度驗(yàn)算地基承載力和偏心距作用于基礎(chǔ)底的總豎向力=143.104(kN)作用于墻趾下點(diǎn)的總彎矩=82.806(kN-m)基礎(chǔ)底面寬度B=1.360(m)偏心距e=0.101(m)基礎(chǔ)底面合力作用點(diǎn)距離基礎(chǔ)趾點(diǎn)的距離Zn=0.579(m)基底壓應(yīng)力:趾部=152.256踵部=58.224(kPa)最大應(yīng)力與最小應(yīng)力之比=152.256/58.224=2.615作用于基底的合力偏心距驗(yàn)算滿足:e=0.101<=0.200*1.360=0.272(m)墻趾處地基承載力驗(yàn)算滿足:壓應(yīng)力=152.256<=300.000(kPa)墻踵處地基承載力驗(yàn)算滿足:壓應(yīng)力=58.224<=300.000(kPa)地基平均承載力驗(yàn)算滿足:壓應(yīng)力=105.240<=300.000(kPa)(四)基礎(chǔ)強(qiáng)度驗(yàn)算基礎(chǔ)為天然地基，不作強(qiáng)度驗(yàn)算(五)上墻截面強(qiáng)度驗(yàn)算上墻重力Ws=39.008(kN)上墻墻背處的Ex=12.214(kN)上墻墻背處的Ey=6.107(kN)相對(duì)于上墻墻趾，上墻重力的力臂Zw=0.555(m)相對(duì)于上墻墻趾，上墻Ex的力臂Zy=0.656(m)相對(duì)于上墻墻趾，上墻Ey的力臂Zx=1.132(m)[容許應(yīng)力法]:法向應(yīng)力檢算:相對(duì)于上墻墻趾，合力作用力臂Zn=0.456(m)截面寬度B=1.460(m)偏心距e1=0.274(m)截面上偏心距驗(yàn)算滿足:e1=0.274<=0.250*1.460=0.365(m)截面上壓應(yīng)力:面坡=65.748背坡=-3.947(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=65.748<=2100.000(kPa)拉應(yīng)力驗(yàn)算滿足:計(jì)算值=3.947<=280.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-3.995<=110.000(kPa)斜截面剪應(yīng)力檢算:驗(yàn)算斜截面與水平面的夾角=26.474(度)斜剪應(yīng)力驗(yàn)算滿足:計(jì)算值=11.122<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=44.512(kN) 軸心力偏心影響系數(shù)αk=0.618 擋墻構(gòu)件的計(jì)算截面每沿米面積A=1.460(m2) 材料抗壓極限強(qiáng)度Ra=1600.000(kPa) 圬工構(gòu)件或材料的抗力分項(xiàng)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(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=44.512<=625.448(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=44.512<=625.448(kN)(六)墻底截面強(qiáng)度驗(yàn)算驗(yàn)算截面以上，墻身截面積=4.864(m2)重量=111.878(kN)相對(duì)于驗(yàn)算截面外邊緣，墻身重力的力臂Zw=0.956(m)[容許應(yīng)力法]:法向應(yīng)力檢算:作用于截面總豎向力=137.565(kN)作用于墻趾下點(diǎn)的總彎矩=82.502(kN-m)相對(duì)于驗(yàn)算截面外邊緣，合力作用力臂Zn=0.600(m)截面寬度B=1.380(m)偏心距e1=0.090(m)截面上偏心距驗(yàn)算滿足:e1=0.090<=0.250*1.380=0.345(m)截面上壓應(yīng)力:面坡=138.816背坡=60.539(kPa)壓應(yīng)力驗(yàn)算滿足:計(jì)算值=138.816<=2100.000(kPa)切向應(yīng)力檢算:剪應(yīng)力驗(yàn)算滿足:計(jì)算值=-10.127<=110.000(kPa)[極限狀態(tài)法]: 重要性系數(shù)γ0=1.000 驗(yàn)算截面上的軸向力組合設(shè)計(jì)值Nd=140.247(kN) 軸心力偏心影響系數(shù)αk=0.682 擋墻構(gòu)件的計(jì)算截面每沿米面積A=1.380(m2) 材料抗壓極限強(qiáng)度Ra=1600.000(kPa) 圬工構(gòu)件或材料的抗力分項(xiàng)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=0.967 計(jì)算強(qiáng)度時(shí): 強(qiáng)度驗(yàn)算滿足:計(jì)算值=140.247<=651.553(kN) 計(jì)算穩(wěn)定時(shí): 穩(wěn)定驗(yàn)算滿足:計(jì)算值=140.247<=629.736(kN)(七)臺(tái)頂截面強(qiáng)度驗(yàn)算[土壓力計(jì)算]計(jì)算高度為3.400(m)處的庫(kù)侖主動(dòng)土壓力無(wú)荷載時(shí)的破裂角=20.862(度)城-A級(jí)路基面總寬=15.000(m),路肩寬=0.000(m)安全距離=0.600(m)單車(chē)車(chē)輛外側(cè)車(chē)輪中心到車(chē)輛邊緣距離=0.350(m),車(chē)與車(chē)之間距離=0.600(m)經(jīng)計(jì)算得，路面上橫向可排列此種車(chē)輛5列布置寬度=1.410(m)布置寬度范圍內(nèi)車(chē)輪及輪重列表:第1列車(chē):中點(diǎn)距全部破裂體輪號(hào)路邊距離(m)輪寬(m)輪壓(kN)上輪壓(kN)010.6000.25030.00030.000022.4000.25030.0000.000030.6000.60070.00070.000042.4000.60070.0000.000050.6000.60070.00070.000062.4000.60070.000