重力式路肩擋土墻計算書

PAGE1[GEO5-重力式擋土墻設(shè)計|版本5.2022.23.0|Key1/1|GEO|Copyright?2022Finespol.sr.o.AllRightsReserved|][南京庫侖軟件技術(shù)有限公司hotline@|]重力式路肩擋土墻分析輸入數(shù)據(jù)項目信息日期:2024/8/16分析設(shè)置(為當(dāng)前任務(wù)定義)材料和規(guī)范混凝土結(jié)構(gòu)設(shè)計:中國規(guī)范GB50010-2010圬工砌體:中國規(guī)范GB50003-2011基于中國規(guī)范GB50010-2010的系數(shù)鋼筋混凝土承載力抗震調(diào)整系數(shù):γRE=0.85[–]素混凝土受壓承載力抗震調(diào)整系數(shù):γPC=0.80[–]素混凝土受剪承載力抗震調(diào)整系數(shù):γPS=0.85[–]擋墻分析驗算方法:中國規(guī)范主動土壓力計算方法:Coulomb理論被動土壓力計算方法:Mazindrani(Rankine)理論地震荷載分析:GB50330-2013中國建筑邊坡工程技術(shù)規(guī)范土楔的形狀:依據(jù)中國規(guī)范容許偏心率:0.250偏心距驗算:標(biāo)準(zhǔn)僅用于混凝土和砌體結(jié)構(gòu)截面強度驗算的分項系數(shù):標(biāo)準(zhǔn)安全系數(shù)持久設(shè)計狀況抗傾覆穩(wěn)定性安全系數(shù):SFo=1.60[–]抗滑移穩(wěn)定性安全系數(shù):SFs=1.30[–]僅用于混凝土和砌體結(jié)構(gòu)截面強度驗算的分項系數(shù)持久設(shè)計狀況不利有利永久作用:YG=1.35[–]1.00[–]可變作用:YQ=1.40[–]0.00[–]地下水:YW=1.00[–]1.00[–]僅用于截面強度驗算的可變作用的分項系數(shù)持久設(shè)計狀況組合值系數(shù):ψc=0.70[–]頻遇值系數(shù):ψf=0.50[–]準(zhǔn)永久值系數(shù):ψq=0.30[–]錨桿驗算驗算方法:安全系數(shù)法（ASD）安全系數(shù)抗拉承載力安全系數(shù):SFt=2.20[–]抗拔承載力(巖土與錨固體)安全系數(shù):SFe=2.60[–]抗拔承載力(鋼筋與砂漿)安全系數(shù):SFc=2.60[–]結(jié)構(gòu)材料重度γ=23.00kN/m3依據(jù)規(guī)范對鋼筋混凝土結(jié)構(gòu)進行分析中國規(guī)范GB50010-2010.混凝土:C30抗壓強度標(biāo)準(zhǔn)值fck=20.10MPa抗拉強度標(biāo)準(zhǔn)值ftk=2.01MPa縱向鋼筋:HRB400屈服強度fyk=400.00MPa截面尺寸編號坐標(biāo)深度X[m]Z[m]10.000.0021.346.7031.846.7041.847.395-2.047.006-2.046.707-1.546.708-1.200.00起點[0,0]位于墻頂最右點墻身截面面積=15.56m2.巖土材料基本參數(shù)編號名稱圖例φefcefγγsuδ[°][kPa][kN/m3][kN/m3][°]1素填土25.001.5020.5011.0010.002粉質(zhì)黏土10.0014.2620.0010.805.003碎石土26.005.0019.5010.5013.00所有巖土材料都看作是無黏性土（在靜止土壓力分析時）。巖土材料基本參數(shù)-(總應(yīng)力狀態(tài))φcu,ccu編號名稱圖例φcuccuγδ[°][kPa][kN/m3][°]巖土材料參數(shù)素填土天然重度:γ=20.50kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=25.00°黏聚力:cef=1.50kPa結(jié)構(gòu)與巖土間摩擦角:δ=10.00°巖土材料:無黏性土飽和重度:γsat=21.00kN/m3

粉質(zhì)黏土天然重度:γ=20.00kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=10.00°黏聚力:cef=14.26kPa結(jié)構(gòu)與巖土間摩擦角:δ=5.00°巖土材料:無黏性土飽和重度:γsat=20.80kN/m3

碎石土天然重度:γ=19.50kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=26.00°黏聚力:cef=5.00kPa結(jié)構(gòu)與巖土間摩擦角:δ=13.00°巖土材料:無黏性土飽和重度:γsat=20.50kN/m3

強風(fēng)化泥灰?guī)r天然重度:γ=25.10kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=6.00°內(nèi)摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa巖土材料:無黏性土

中風(fēng)化泥灰?guī)r天然重度:γ=25.30kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=13.00°內(nèi)摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa巖土材料:無黏性土

強風(fēng)化泥巖天然重度:γ=23.80kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=6.00°內(nèi)摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa巖土材料:無黏性土

中風(fēng)化泥巖天然重度:γ=24.30kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=13.00°內(nèi)摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa巖土材料:無黏性土

建筑垃圾天然重度:γ=19.00kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=10.00°內(nèi)摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa巖土材料:無黏性土

回填土天然重度:γ=19.00kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu結(jié)構(gòu)與巖土間摩擦角:δ=12.00°內(nèi)摩擦角:φcu=25.00°黏聚力:ccu=15.00kPa巖土材料:無黏性土

回填土指定材料:回填土傾角=60.00°剖面土層和指定材料編號地層厚度深度巖土材料圖例t[m]z[m]14.000.00..4.00碎石土22.004.00..6.00碎石土3-6.00..碎石土基礎(chǔ)基礎(chǔ)類型:采用天然地基材料墻后坡面墻后坡面水平地下水作用地下水位位于結(jié)構(gòu)以下。輸入均布面超載編號超載作用超載1超載2起點x坐標(biāo)長度深度新建修改[kN/m2][kN/m2]x[m]l[m]z[m]1是可變作用35.000.004.00坡面結(jié)構(gòu)前土體抗力結(jié)構(gòu)前土體抗力：靜止土壓力結(jié)構(gòu)前土層-回填土結(jié)構(gòu)前土層厚度h=1.50m結(jié)構(gòu)前坡面β=-15.00°全局設(shè)置結(jié)構(gòu)重要性系數(shù)γ0=1.00工況階段設(shè)置設(shè)計狀況:持久設(shè)計狀況結(jié)構(gòu)位移很大，采用主動土壓力。驗算編號1靜止土壓力在結(jié)構(gòu)前-詳細(xì)結(jié)果地層厚度αφdcdγKr注釋編號[m][°][°][kPa][kN/m3]11.002.8625.0015.0019.000.57720.202.8625.0015.0019.000.57730.0089.85(80.00)25.0015.0019.000.577修改40.300.0025.0015.0019.000.577靜止土壓力分布在結(jié)構(gòu)前地層起點[m]σZσW土壓力水平分力豎向分力編號終點[m][kPa][kPa][kPa][kPa][kPa]10.000.000.000.000.000.001.0019.000.009.509.470.8221.0019.000.009.509.470.821.2022.800.0011.4011.360.9831.2022.800.0019.501.9819.401.2022.830.0019.531.9819.4341.2022.830.0011.3911.390.001.5028.500.0014.2214.220.00主動土壓力結(jié)構(gòu)后-詳細(xì)結(jié)果地層厚度αφdcdγδdKa注釋編號[m][°][°][kPa][kN/m3][°]11.5115.3625.0015.0019.0025.000.49622.4915.3625.0015.0019.0025.000.49631.5615.3625.0015.0019.0025.000.49640.4415.3625.0015.0019.0025.000.49650.7015.3625.0015.0019.0025.000.49660.690.0025.0015.0019.0012.000.36870.000.0026.005.0019.5013.000.353主動土壓力分布結(jié)構(gòu)后(無超載)地層起點[m]σZσW土壓力水平分力豎向分力編號終點[m][kPa][kPa][kPa][kPa][kPa]10.000.000.000.000.000.001.5128.740.000.000.000.0021.5128.740.000.000.000.004.0076.000.0023.4217.8415.1634.0076.000.0023.4217.8415.165.56105.560.0038.0729.0124.6545.56105.560.0038.0729.0124.656.00114.000.0042.2532.1927.3656.00114.000.0042.2532.1927.366.70127.300.0048.8437.2131.6266.70127.300.0029.9129.266.227.39140.320.0034.7133.957.2277.39140.320.0044.0542.929.917.39140.360.0044.0642.939.91超載作用引起的土壓力-條形超載1點深度水平分力豎向分力編號[m][kPa][kPa]10.000.000.0020.000.000.0030.020.000.0040.028.547.2651.518.507.2261.518.987.6374.008.907.5684.008.967.6195.568.917.57105.568.907.57116.008.897.55126.008.937.58136.708.907.56146.7012.332.62156.9612.312.62166.960.000.00177.390.000.00187.390.000.00作用在結(jié)構(gòu)上的力荷載名稱Fhor作用點Fvert作用點設(shè)計[kN/m]z[m][kN/m]x[m]系數(shù)墻體自重0.00-2.80357.981.781.000墻前抗力-10.64-0.500.62-0.051.000土楔自重0.00-2.5331.823.101.000主動土壓力118.27-1.6586.643.431.100條形超載154.56-3.0150.822.981.000傾覆滑移穩(wěn)定性驗算傾覆穩(wěn)定性驗算抗傾覆力矩Mres=1212.90kNm/m傾覆力矩Movr=373.26kNm/m安全系數(shù)=3.25>1.60傾覆穩(wěn)定性驗算滿足要求滑移穩(wěn)定性驗算抗滑力(平行基底)Hres=284.07kN/m滑動力(平行基底)Hact=119.76kN/m安全系數(shù)=2.37>1.30滑移穩(wěn)定性驗算滿足要求傾覆滑移驗算滿足要求名稱:傾覆滑移驗算工況階段-分析工況:1-1地基承載力作用在基底中心的荷載設(shè)計值編號彎矩軸力剪力偏心距驗算[kNm/m][kN/m][kN/m][–]1233.64551.20118.300.109作用在基底中心的荷載標(biāo)準(zhǔn)值編號彎矩軸力剪力[kNm/m][kN/m][kN/m]1233.64551.20118.30地基承載力驗算偏心距驗算軸力的最大偏心率e=0.109允許偏心率最大值ealw=0.250軸力偏心距驗算滿足要求地基承載力驗算地基承載力fa=200.00kPa基底平均應(yīng)力Pk=142.25kPa地基承載力1.2fa=240.00kPa基底最大應(yīng)力Pk,max=235.61kPa基底最小應(yīng)力Pk,min=48.89kPa地基承載力滿足要求地基承載力整體驗算滿足要求截面強度驗算編號1靜止土壓力在結(jié)構(gòu)前-詳細(xì)結(jié)果地層厚度αφdcdγKr注釋編號[m][°][°][kPa][kN/m3]11.002.8625.0015.0019.000.57720.202.8625.0015.0019.000.577靜止土壓力分布在結(jié)構(gòu)前地層起點[m]σZσW土壓力水平分力豎向分力編號終點[m][kPa][kPa][kPa][kPa][kPa]10.000.000.000.000.000.001.0019.000.009.509.470.8221.0019.000.009.509.470.821.2022.780.0011.3911.350.98主動土壓力結(jié)構(gòu)后-詳細(xì)結(jié)果地層厚度αφdcdγδdKa注釋編號[m][°][°][kPa][kN/m3][°]11.8011.3125.0015.0019.0012.000.45622.2011.3125.0015.0019.0012.000.45632.0011.3125.0015.0019.0012.000.45640.7011.3125.0015.0019.0012.000.45650.0011.3126.005.0019.5013.000.441主動土壓力分布結(jié)構(gòu)后(無超載)地層起點[m]σZσW土壓力水平分力豎向分力編號終點[m][kPa][kPa][kPa][kPa][kPa]10.000.000.000.000.000.001.8034.150.000.000.000.0021.8034.150.000.000.000.004.0076.000.0019.0817.527.5534.0076.000.0019.0817.527.556.00114.000.0036.4033.4314.4046.00114.000.0036.4033.4314.406.70127.240.0042.4338.9716.7956.70127.240.0051.0646.5421.026.70127.280.0051.0846.5521.03超載作用引起的土壓力-條形超載1點深度水平分力豎向分力編號[m][kPa][kPa]10.000.000.0020.000.000.0030.020.000.0040.0211.364.8951.8011.294.8761.8011.454.9374.0011.364.9084.0011.424.9296.0011.334.88106.7011.314.87116.7010.844.90126.7010.844.90作用在結(jié)構(gòu)上的力荷載名稱Fhor作用點Fvert作用點系數(shù)系數(shù)系數(shù)[kN/m]z[m][kN/m]x[m]彎矩軸力剪力墻體自重0.00-2.89313.901.221.3501.3501.000墻前抗力-6.80-0.400.59-0.041.0001.0001.000主動土壓力95.55-1.6341.172.551.3501.3501.350條形超載163.84-2.8232.692.211.4001.4001.400墻身驗算截面高度h=2.87m截面受剪承載力設(shè)計值Vu=4164.01kN/m>211.57kN/m=V截面受壓承載力設(shè)計值Nu=13903.84kN/m>525.70kN/m=N截面受彎承載力設(shè)計值Mu=746.00kNm/m>456.15kNm/m=M截面受拉區(qū)應(yīng)配置構(gòu)造鋼筋，且其配筋不應(yīng)少于0.05%截面承載力滿足要求邊坡穩(wěn)定性分析輸入數(shù)據(jù)項目信息分析設(shè)置(為當(dāng)前任務(wù)定義)穩(wěn)定性分析驗算方法:中國規(guī)范地震荷載分析:GB50330-2013中國建筑邊坡工程技術(shù)規(guī)范安全系數(shù)持久設(shè)計狀況折線滑面的安全系數(shù):SFpolyg=1.25[–]圓弧滑面的安全系數(shù):SFcirc=1.25[–]多段線編號多段線位置多段線上點坐標(biāo)[m]xzxzxz10.000.001.34-6.701.84-6.702-2.04-7.001.84-7.391.84-6.702.24-6.702.64-6.003.80-4.006.110.003-18.47-10.05-7.07-7.00-1.47-5.50-1.200.000.000.006.110.0022.170.0043.80-4.0022.17-4.005-7.07-7.00-2.04-7.00-2.04-6.70-1.53-6.70-1.47-5.5062.64-6.0022.17-6.0071.84-7.392.24-6.70巖土材料參數(shù)-有效應(yīng)力狀態(tài)編號名稱圖例φefcefγ[°][kPa][kN/m3]1素填土25.001.5020.502粉質(zhì)黏土10.0014.2620.003碎石土26.005.0019.50巖土材料參數(shù)-浮重度編號名稱圖例γsatγsn[kN/m3][kN/m3][–]1素填土21.002粉質(zhì)黏土20.803碎石土20.50巖土材料參數(shù)-總應(yīng)力狀態(tài)φcu,ccu編號名稱圖例φcuccuγ[°][kPa][kN/m3]1強風(fēng)化泥灰?guī)r13.00100.0025.102中風(fēng)化泥灰?guī)r27.00200.0025.303強風(fēng)化泥巖12.0075.0023.804中風(fēng)化泥巖26.00154.0024.305建筑垃圾26.005.0019.006回填土25.0015.0019.00巖土材料參數(shù)素填土天然重度:γ=20.50kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=25.00°黏聚力:cef=1.50kPa飽和重度:γsat=21.00kN/m3

粉質(zhì)黏土天然重度:γ=20.00kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=10.00°黏聚力:cef=14.26kPa飽和重度:γsat=20.80kN/m3

碎石土天然重度:γ=19.50kN/m3應(yīng)力狀態(tài):有效應(yīng)力內(nèi)摩擦角:φef=26.00°黏聚力:cef=5.00kPa飽和重度:γsat=20.50kN/m3

強風(fēng)化泥灰?guī)r天然重度:γ=25.10kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa

中風(fēng)化泥灰?guī)r天然重度:γ=25.30kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa

強風(fēng)化泥巖天然重度:γ=23.80kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa

中風(fēng)化泥巖天然重度:γ=24.30kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa

建筑垃圾天然重度:γ=19.00kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa

回填土天然重度:γ=19.00kN/m3應(yīng)力狀態(tài):總應(yīng)力φcu,ccu內(nèi)摩擦角:φcu=25.00°黏聚力:ccu=15.00kPa

剛性材料編號名稱圖例γ[kN/m3]1結(jié)構(gòu)材料23.00指定材料和分區(qū)編號分區(qū)位置分區(qū)點坐標(biāo)[m]指定xzxz材料122.17-4.0022.170.00碎石土6.110.003.80-4.00222.17-6.0022.17-4.00碎石土3.80-4.002.64-6.0030.000.001.34-6.70回填土1.84-6.702.24-6.702.64-6.003.80-4.006.110.004-2.04-7.00-2.04-6.70回填土-1.53-6.70-1.47-5.50-7.07-7.005-1.53-6.70-2.04-6.70結(jié)構(gòu)材料-2.04-7.001.84-7.391.84-6.701.34-6.700.000.00-1.200.00-1.47-5.5062.24-6.701.84-6.70回填土1.84-7.3971.84-7.39-2.04-7.00碎石土-7.07-7.00-18.47-10.05-18.47-15.0522.17-15.0522.17-6.002.64-6.002.24-6.70超載編號類型作用類型位置起點長度寬度傾角大小z[m]x[m]l[m]b[m]α[°]q,q1,f,F,xq2,z單位1條形超載可變作用坡面x=0.00l=4.000.0035.00kN/m2地下水地下水類型:無地下水張裂縫未輸入張裂縫。地震荷載不考慮地震工況階段設(shè)置設(shè)計狀況:持久設(shè)計狀況結(jié)果(工況階段1)分析1圓弧滑動面滑動面參數(shù)圓心:x=-6.72[m]角度:α1=-25.78[°]z=4.66[m]α2=71.58[°]半徑:R=14.75[m]自動搜索后的滑動面邊坡穩(wěn)定性驗算(畢肖普法(Bishop))滑面上下滑力的總和:Fa=711.43kN/m滑面上抗滑力的總和:Fp=978.75kN/m下滑力矩:Ma=10493.66kNm/m抗滑力矩:Mp=14436.54kNm/m安全系數(shù)=1.38>1.25邊坡穩(wěn)定性滿足要求力(詳細(xì)結(jié)果)穩(wěn)定性系數(shù)Fs=1.376半徑R=14.75m條塊

1:L1=1.11mα1=-23.61°c1=5.00kPaφ1=26.00°

推力和彎矩:W1=7.12kN/mM1,W=-42.02kNm/mFX1,surch=0.00kN/mFY1,surch=0.00kN/mM1,surch=0.00kNm/mFYG,1=0.00kN/mM1,FY,G=0.00kNm/m

抗力和彎矩:N1=11.29kN/mT1=8.05kN/mM1,T=118.72kNm/m條塊

2:L2=1.08mα2=-19.35°c2=5.00kPaφ2=26.00°

推力和彎矩:W2=20.56kN/mM2,W=-100.43kNm/mFX2,surch=0.00kN/mFY2,surch=0.00kN/mM2,surch=0.00kNm/mFYG,2=0.00kN/mM2,FY,G=0.00kNm/m

抗力和彎矩:N2=26.47kN/mT2=13.32kN/mM2,T=196.40kNm/m條塊

3:L3=1.06mα3=-15.19°c3=5.00kPaφ3=26.00°

推力和彎矩:W3=32.32kN/mM3,W=-124.84kNm/mFX3,surch=0.00kN/mFY3,surch=0.00kN/mM3,surch=0.00kNm/mFYG,3=0.00kN/mM3,FY,G=0.00kNm/m

抗力和彎矩:N3=38.21kN/mT3=17.39kN/mM3,T=256.48kNm/m條塊

4:L4=1.04mα4=-11.12°c4=5.00kPaφ4=26.00°

推力和彎矩:W4=42.50kN/mM4,W=-120.81kNm/mFX4,surch=0.00kN/mFY4,surch=0.00kN/mM4,surch=0.00kNm/mFYG,4=0.00kN/mM4,FY,G=0.00kNm/m

抗力和彎矩:N4=47.36kN/mT4=20.57kN/mM4,T=303.38kNm/m條塊

5:L5=1.03mα5=-7.10°c5=5.00kPaφ5=26.00°

推力和彎矩:W5=51.21kN/mM5,W=-93.31kNm/mFX5,surch=0.00kN/mFY5,surch=0.00kN/mM5,surch=0.00kNm/mFYG,5=0.00kN/mM5,FY,G=0.00kNm/m

抗力和彎矩:N5=54.48kN/mT5=23.05kN/mM5,T=339.99kNm/m條塊

6:L6=1.02mα6=-3.12°c6=5.00kPaφ6=26.00°

推力和彎矩:W6=58.44kN/mM6,W=-46.85kNm/mFX6,surch=0.00kN/mFY6,surch=0.00kN/mM6,surch=0.00kNm/mFYG,6=0.00kN/mM6,FY,G=0.00kNm/m

抗力和彎矩:N6=59.89kN/mT6=24.95kN/mM6,T=367.95kNm/m條塊

7:L7=1.02mα7=0.85°c7=5.00kPaφ7=26.00°

推力和彎矩:W7=64.21kN/mM7,W=14.04kNm/mFX7,surch=0.00kN/mFY7,surch=0.00kN/mM7,surch=0.00kNm/mFYG,7=0.00kN/mM7,FY,G=0.00kNm/m

抗力和彎矩:N7=63.83kN/mT7=26.34kN/mM7,T=388.48kNm/m條塊

8:L8=1.02mα8=4.82°c8=5.00kPaφ8=26.00°

推力和彎矩:W8=68.52kN/mM8,W=84.90kNm/mFX8,surch=0.00kN/mFY8,surch=0.00kN/mM8,surch=0.00kNm/mFYG,8=0.00kN/mM8,FY,G=0.00kNm/m

抗力和彎矩:N8=66.46kN/mT8=27.28kN/mM8,T=402.42kNm/m條塊

9:L9=1.03mα9=8.82°c9=5.00kPaφ9=26.00°

推力和彎矩:W9=71.35kN/mM9,W=161.22kNm/mFX9,surch=0.00kN/mFY9,surch=0.00kN/mM9,surch=0.00kNm/mFYG,9=0.00kN/mM9,FY,G=0.00kNm/m

抗力和彎矩:N9=67.89kN/mT9=27.82kN/mM9,T=410.36kNm/m條塊

10:L10=1.05mα10=12.86°c10=5.00kPaφ10=26.00°

推力和彎矩:W10=72.78kN/mM10,W=238.72kNm/mFX10,surch=0.00kN/mFY10,surch=0.00kN/mM10,surch=0.00kNm/mFYG,10=0.00kN/mM10,FY,G=0.00kNm/m

抗力和彎矩:N10=68.26kN/mT10=28.00kN/mM10,T=413.05kNm/m條塊

11:L11=1.07mα11=16.96°c11=5.00kPaφ11=26.00°

推力和彎矩:W11=72.79kN/mM11,W=313.04kNm/mFX11,surch=0.00kN/mFY11,surch=0.00kN/mM11,surch=0.00kNm/mFYG,11=0.00kN/mM11,FY,G=0.00kNm/m

抗力和彎矩:N11=67.61kN/mT11=27.85kN/mM11,T=410.74kNm/m條塊

12:L12=1.09mα12=21.16°c12=5.00kPaφ12=26.00°

推力和彎矩:W12=131.00kN/mM12,W=697.06kNm/mFX12,surch=0.00kN/mFY12,surch=0.00kN/mM12,surch=0.00kNm/mFYG,12=0.00kN/mM12,FY,G=0.00kNm/m

抗力和彎矩:N12=122.17kN/mT12=47.29kN/mM12,T=697.52kNm/m條塊

13:L13=1.13mα13=25.48°c13=5.00kPaφ13=26.00°

推力和彎矩:W13=197.47kN/mM13,W=1252.19kNm/mFX13,surch=0.00kN/mFY13,surch=4.60kN/mM13,surch=31.24kNm/mFYG,13=0.00kN/mM13,FY,G=0.00kNm/m

抗力和彎矩:N13=189.82kN/mT13=71.40kN/mM13,T=1053.18kNm/m條塊

14:L14=1.18mα14=29.97°c14=5.00kPaφ14=26.00°

推力和彎矩:W14=174.20kN/mM14,W=1282.45kNm/mFX14,surch=0.00kN/mFY14,surch=35.72kN/mM14,surch=262.92kNm/mFYG,14=0.00kN/mM14,FY,G=0.00kNm/m

抗力和彎矩:N14=199.14kN/mT14=74.88kN/mM14,T=1104.49kNm/m條塊

15:L15=1.24mα15=34.67°c15=5.91kPaφ15=25.91°

推力和彎矩:W15=146.80kN/mM15,W=1230.47kNm/mFX15,surch=0.00kN/mFY15,surch=35.72kN/mM15,surch=299.37kNm/mFYG,15=0.00kN/