6-6剖面樁板墻計算書

PAGE1[GEO5-土質邊坡穩(wěn)定分析|版本5.2022.24.0|Key1/1|GEO|Copyright?2022Finespol.sr.o.AllRightsReserved|][南京庫侖軟件技術有限公司hotline@|]6-6剖面邊坡抗滑樁穩(wěn)定性分析輸入數(shù)據(jù)項目信息日期:2024/8/2分析設置中國-國家標準（GB）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規(guī)范安全系數(shù)持久設計狀況折線滑面的安全系數(shù):SFpolyg=1.35[–]圓弧滑面的安全系數(shù):SFcirc=1.35[–]多段線編號多段線位置多段線上點坐標[m]xzxzxz10.0065.0919.4465.0923.3865.4628.4259.0934.8054.0937.9351.0840.5048.8546.0144.3451.8239.6752.5439.0958.5234.0964.1129.0967.9524.3320.0064.545.3764.599.4664.6311.3764.5914.3564.4416.8164.4118.0964.4920.1864.8222.1765.2023.3864.9624.0264.1324.5362.9725.8960.5726.6859.5628.4857.7830.4856.2232.5654.7734.6553.3436.6251.8137.9350.5839.1949.1239.9448.1141.2946.0642.6843.8444.0841.7346.0139.3447.4238.0249.3936.4651.4334.9654.3932.6157.2530.1660.1427.7362.9625.2264.7223.4366.3521.5267.9119.5467.9519.4930.0056.498.9456.5216.0756.4021.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9440.000.0067.950.00巖土材料參數(shù)-有效應力狀態(tài)編號名稱圖例φefcefγ[°][kPa][kN/m3]1素填土25.001.5020.502粉質黏土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粉質黏土20.803碎石土20.50巖土材料參數(shù)-總應力狀態(tài)φcu,ccu編號名稱圖例φcuccuγ[°][kPa][kN/m3]1強風化泥灰?guī)r13.00100.0025.102中風化泥灰?guī)r27.00200.0025.303強風化泥巖12.0075.0023.804中風化泥巖26.00154.0024.305建筑垃圾26.005.0020.006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應力狀態(tài):有效應力內摩擦角:φef=25.00°黏聚力:cef=1.50kPa飽和重度:γsat=21.00kN/m3

粉質黏土天然重度:γ=20.00kN/m3應力狀態(tài):有效應力內摩擦角: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應力狀態(tài):有效應力內摩擦角:φef=26.00°黏聚力:cef=5.00kPa飽和重度:γsat=20.50kN/m3

強風化泥灰?guī)r天然重度:γ=25.10kN/m3應力狀態(tài):總應力φcu,ccu內摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa

中風化泥灰?guī)r天然重度:γ=25.30kN/m3應力狀態(tài):總應力φcu,ccu內摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa

強風化泥巖天然重度:γ=23.80kN/m3應力狀態(tài):總應力φcu,ccu內摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa

中風化泥巖天然重度:γ=24.30kN/m3應力狀態(tài):總應力φcu,ccu內摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa

建筑垃圾天然重度:γ=20.00kN/m3應力狀態(tài):總應力φcu,ccu內摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa

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

指定材料和分區(qū)編號分區(qū)位置分區(qū)點坐標[m]指定xzxz材料15.3764.599.4664.63碎石土11.3764.5914.3564.4416.8164.4118.0964.4920.1864.8222.1765.2023.3864.9624.0264.1324.5362.9725.8960.5726.6859.5628.4857.7830.4856.2232.5654.7734.6553.3436.6251.8137.9350.5839.1949.1239.9448.1141.2946.0642.6843.8444.0841.7346.0139.3447.4238.0249.3936.4651.4334.9654.3932.6157.2530.1660.1427.7362.9625.2264.7223.4366.3521.5267.9119.5467.9519.4967.9524.3364.1129.0958.5234.0952.5439.0951.8239.6746.0144.3440.5048.8537.9351.0834.8054.0928.4259.0923.3865.4619.4465.090.0065.090.0064.5428.9456.5216.0756.40強風化泥灰?guī)r21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49367.950.0067.958.94中風化泥灰?guī)r66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0040.000.000.00-5.00中風化泥灰?guī)r67.95-5.0067.950.00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置設計狀況:持久設計狀況

輸入數(shù)據(jù)(工況階段2)挖方編號挖方位置挖方點坐標[m]xzxzxz151.8234.6567.9524.33指定材料和分區(qū)編號分區(qū)位置分區(qū)點坐標[m]指定xzxz材料151.8239.6746.0144.34碎石土40.5048.8537.9351.0834.8054.0928.4259.0923.3865.4619.4465.090.0065.090.0064.545.3764.599.4664.6311.3764.5914.3564.4416.8164.4118.0964.4920.1864.8222.1765.2023.3864.9624.0264.1324.5362.9725.8960.5726.6859.5628.4857.7830.4856.2232.5654.7734.6553.3436.6251.8137.9350.5839.1949.1239.9448.1141.2946.0642.6843.8444.0841.7346.0139.3447.4238.0249.3936.4651.4334.9651.8234.65251.8234.6554.3932.61碎石土57.2530.1660.1427.7362.9625.2264.7223.4366.3521.5267.9119.5467.9519.4967.9524.3338.9456.5216.0756.40強風化泥灰?guī)r21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.8234.6551.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49467.950.0067.958.94中風化泥灰?guī)r66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0050.000.000.00-5.00中風化泥灰?guī)r67.95-5.0067.950.00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置設計狀況:持久設計狀況

輸入數(shù)據(jù)(工況階段3)填方多段線編號多段線位置多段線上點坐標[m]xzxzxz140.5048.8551.8248.8551.8239.67指定材料和分區(qū)編號分區(qū)位置分區(qū)點坐標[m]指定xzxz材料151.8248.8540.5048.85回填土46.0144.3451.8239.67251.8239.6746.0144.34碎石土40.5048.8537.9351.0834.8054.0928.4259.0923.3865.4619.4465.090.0065.090.0064.545.3764.599.4664.6311.3764.5914.3564.4416.8164.4118.0964.4920.1864.8222.1765.2023.3864.9624.0264.1324.5362.9725.8960.5726.6859.5628.4857.7830.4856.2232.5654.7734.6553.3436.6251.8137.9350.5839.1949.1239.9448.1141.2946.0642.6843.8444.0841.7346.0139.3447.4238.0249.3936.4651.4334.9651.8234.65351.8234.6554.3932.61碎石土57.2530.1660.1427.7362.9625.2264.7223.4366.3521.5267.9119.5467.9519.4967.9524.3348.9456.5216.0756.40強風化泥灰?guī)r21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.8234.6551.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49567.950.0067.958.94中風化泥灰?guī)r66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0060.000.000.00-5.00中風化泥灰?guī)r67.95-5.0067.950.00抗滑樁編號抗滑樁樁頂坐標樁長工程類型連梁深度連梁長度樁水平間距添加x[m]z[m]l[m]h[m]lb[m]bf[m]b/bb[m]1是51.8248.8524.30單排樁3.00編號樁身截面樁身抗滑承載力[m]抗滑承載力沿樁身分布最大抗滑承載力Vu[kN]最大承載力樁長比K[–]樁身抗滑力方向1d=1.60均勻分布3800.00垂直樁身超載編號超載類型作用類型位置起點長度寬度傾角大小新建修改z[m]x[m]l[m]b[m]α[°]q,q1,f,F,xq2,z單位1是條形超載可變作用坡面x=46.00l=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置設計狀況:持久設計狀況結果(工況階段3)分析1(工況階段3)圓弧滑動面滑動面參數(shù)圓心:x=193.36[m]角度:α1=-52.59[°]z=171.00[m]α2=-46.10[°]半徑:R=196.44[m]給定滑面的分析。作用在樁上的力編號1抗滑樁（51.82;48.85[m]）

樁后滑坡推力：590.74kN/m

樁前滑體抗力：0.00kN/m樁前滑體安全系數(shù)不滿足設計安全系數(shù)。

滑面深度：14.07m

地表以下樁長：24.30m邊坡穩(wěn)定性驗算(不平衡推力法(隱式))安全系數(shù)=2.28>1.35邊坡穩(wěn)定性滿足要求力(詳細結果)推力-極限狀態(tài):0.00kN/m,46.25°;966.20kN/m,46.56°;865.53kN/m,46.87°;762.94kN/m,47.18°;658.13kN/m,47.49°;558.84kN/m,47.80°;465.26kN/m,48.12°;377.56kN/m,48.43°;295.92kN/m,48.75°;235.59kN/m,49.08°;182.29kN/m,49.40°;135.76kN/m,49.73°;96.21kN/m,50.05°;63.84kN/m,50.38°;38.85kN/m,50.72°;21.48kN/m,51.05°;11.52kN/m,51.39°;5.06kN/m,51.73°;1.17kN/m,52.07°;0.00kN/m,52.42°;0.00kN/m,52.42°由于編號19和編號20塊體之間的拉力，位于編號19塊體上的塊體在分析中不做考慮。穩(wěn)定性系數(shù)Fs=2.276條塊

1:L1=1.05mα1=46.25°c1=5.00kPaφ1=26.00°W1=190.26kN/mU1=0.00kN/mPW0=0.00kN/mPW1=0.00kN/mFX1,surch=0.00kN/mFY1,surch=0.00kN/mM1,surch=0.00kNm/mFYG,1=0.00

kN/mFX1,ASPile=1266.67kN/mFY1,ASPile=0.00kN/mM1,ASPile=479.56kNm/mN1=1051.74kN/mT1=227.72kN/mE0=0.00kN/mδ0=0.00°E1=966.20kN/mδ1=46.56°條塊

2:L2=1.05mα2=46.56°c2=5.00kPaφ2=26.00°W2=179.71kN/mU2=0.00kN/mPW1=0.00kN/mPW2=0.00kN/mFX2,surch=0.00kN/mFY2,surch=0.00kN/mM2,surch=0.00kNm/mFYG,2=0.00

kN/mFX2,ASPile=0.00kN/mFY2,ASPile=0.00kN/mM2,ASPile=0.00kNm/mN2=128.23kN/mT2=29.80kN/mE1=966.20kN/mδ1=46.56°E2=865.53kN/mδ2=46.87°條塊

3:L3=1.06mα3=46.87°c3=5.00kPaφ3=26.00°W3=169.04kN/mU3=0.00kN/mPW2=0.00kN/mPW3=0.00kN/mFX3,surch=0.00kN/mFY3,surch=12.41kN/mM3,surch=-2.30kNm/mFYG,3=0.00

kN/mFX3,ASPile=0.00kN/mFY3,ASPile=0.00kN/mM3,ASPile=0.00kNm/mN3=128.19kN/mT3=29.80kN/mE2=865.53kN/mδ2=46.87°E3=762.94kN/mδ3=47.18°條塊

4:L4=1.07mα4=47.18°c4=5.00kPaφ4=26.00°W4=158.26kN/mU4=0.00kN/mPW3=0.00kN/mPW4=0.00kN/mFX4,surch=0.00kN/mFY4,surch=25.37kN/mM4,surch=0.00kNm/mFYG,4=0.00

kN/mFX4,ASPile=0.00kN/mFY4,ASPile=0.00kN/mM4,ASPile=0.00kNm/mN4=128.40kN/mT4=29.86kN/mE3=762.94kN/mδ3=47.18°E4=658.13kN/mδ4=47.49°條塊

5:L5=1.07mα5=47.49°c5=5.00kPaφ5=26.00°W5=147.36kN/mU5=0.00kN/mPW4=0.00kN/mPW5=0.00kN/mFX5,surch=0.00kN/mFY5,surch=25.37kN/mM5,surch=0.00kNm/mFYG,5=0.00

kN/mFX5,ASPile=0.00kN/mFY5,ASPile=0.00kN/mM5,ASPile=0.00kNm/mN5=119.78kN/mT5=28.03kN/mE4=658.13kN/mδ4=47.49°E5=558.84kN/mδ5=47.80°條塊

6:L6=1.08mα6=47.80°c6=5.00kPaφ6=26.00°W6=136.33kN/mU6=0.00kN/mPW5=0.00kN/mPW6=0.00kN/mFX6,surch=0.00kN/mFY6,surch=25.37kN/mM6,surch=0.00kNm/mFYG,6=0.00

kN/mFX6,ASPile=0.00kN/mFY6,ASPile=0.00kN/mM6,ASPile=0.00kNm/mN6=111.18kN/mT6=26.20kN/mE5=558.84kN/mδ5=47.80°E6=465.26kN/mδ6=48.12°條塊

7:L7=1.09mα7=48.12°c7=5.00kPaφ7=26.00°W7=125.18kN/mU7=0.00kN/mPW6=0.00kN/mPW7=0.00kN/mFX7,surch=0.00kN/mFY7,surch=25.37kN/mM7,surch=0.00kNm/mFYG,7=0.00

kN/mFX7,ASPile=0.00kN/mFY7,ASPile=0.00kN/mM7,ASPile=0.00kNm/mN7=102.60kN/mT7=24.38kN/mE6=465.26kN/mδ6=48.12°E7=377.56kN/mδ7=48.43°條塊

8:L8=1.09mα8=48.43°c8=5.00kPaφ8=26.00°W8=113.90kN/mU8=0.00kN/mPW7=0.00kN/mPW8=0.00kN/mFX8,surch=0.00kN/mFY8,surch=25.37kN/mM8,surch=0.00kNm/mFYG,8=0.00

kN/mFX8,ASPile=0.00kN/mFY8,ASPile=0.00kN/mM8,ASPile=0.00kNm/mN8=94.05kN/mT8=22.56kN/mE7=377.56kN/mδ7=48.43°E8=295.92kN/mδ8=48.75°條塊

9:L9=1.10mα9=48.75°c9=5.00kPaφ9=26.00°W9=102.49kN/mU9=0.00kN/mPW8=0.00kN/mPW9=0.00kN/mFX9,surch=0.00kN/mFY9,surch=0.74kN/mM9,surch=0.26kNm/mFYG,9=0.00

kN/mFX9,ASPile=0.00kN/mFY9,ASPile=0.00kN/mM9,ASPile=0.00kNm/mN9=69.39kN/mT9=17.29kN/mE8=295.92kN/mδ8=48.75°E9=235.59kN/mδ9=49.08°條塊

10:L10=1.11mα10=49.08°c10=5.00kPaφ10=26.00°W10=90.96kN/mU10=0.00kN/mPW9=0.00kN/mPW10=0.00kN/mFX10,surch=0.00kN/mFY10,surch=0.00kN/mM10,surch=0.00kNm/mFYG,10=0.00

kN/mFX10,ASPile=0.00kN/mFY10,ASPile=0.00kN/mM10,ASPile=0.00kNm/mN10=60.61kN/mT10=15.42kN/mE9=235.59kN/mδ9=49.08°E10=182.29kN/mδ10=49.40°條塊

11:L11=1.11mα11=49.40°c11=5.00kPaφ11=26.00°W11=79.29kN/mU11=0.00kN/mPW10=0.00kN/mPW11=0.00kN/mFX11,surch=0.00kN/mFY11,surch=0.00kN/mM11,surch=0.00kNm/mFYG,11=0.00

kN/mFX11,ASPile=0.00kN/mFY11,ASPile=0.00kN/mM11,ASPile=0.00kNm/mN11=52.37kN/mT11=13.67kN/mE10=182.29kN/mδ10=49.40°E11=135.76kN/mδ11=49.73°條塊

12:L12=1.12mα12=49.73°c12=5.00kPaφ12=26.00°W12=67.48kN/mU12=0.00kN/mPW11=0.00kN/mPW12=0.00kN/mFX12,surch=0.00kN/mFY12,surch=0.00kN/mM12,surch=0.00kNm/mFYG,12=0.00

kN/mFX12,ASPile=0.00kN/mFY12,ASPile=0.00kN/mM12,ASPile=0.00kNm/mN12=44.17kN/mT12=11.93kN/mE11=135.76kN/mδ11=49.73°E12=96.21kN/mδ12=50.05°條塊

13:L13=1.13mα13=50.05°c13=5.00kPaφ13=26.00°W13=55.53kN/mU13=0.00kN/mPW12=0.00kN/mPW13=0.00kN/mFX13,surch=0.00kN/mFY13,surch=0.00kN/mM13,surch=0.00kNm/mFYG,13=0.00

kN/mFX13,ASPile=0.00kN/mFY13,ASPile=0.00kN/mM13,ASPile=0.00kNm/mN13=36.02kN/mT13=10.20kN/mE12=96.21kN/mδ12=50.05°E13=63.84kN/mδ13=50.38°條塊

14:L14=1.14mα14=50.38°c14=5.00kPaφ14=26.00°W14=43.44kN/mU14=0.00kN/mPW13=0.00kN/mPW14=0.00kN/mFX14,surch=0.00kN/mFY14,surch=0.00kN/mM14,surch=0.00kNm/mFYG,14=0.00

kN/mFX14,ASPile=0.00kN/mFY14,ASPile=0.00kN/mM14,ASPile=0.00kNm/mN14=27.93kN/mT14=8.48kN/mE13=63.84kN/mδ13=50.38°E14=38.85kN/mδ14=50.72°條塊

15:L15=1.14mα15=50.72°c15=5.00kPaφ15=26.00°W15=31.21kN/mU15=0.00kN/mPW14=0.00kN/mPW15=0.00kN/mFX15,surch=0.00kN/mFY15,surch=0.00kN/mM15,surch=0.00kNm/mFYG,15=0.00

kN/mFX15,ASPile=0.00kN/mFY15,ASPile=0.00kN/mM15,ASPile=0.00kNm/mN15=19.88kN/mT15=6.78kN/mE14=38.85kN/mδ14=50.72°E15=21.48kN/mδ15=51.05°條塊

16:L16=1.15mα16=51.05°c16=5.00kPaφ16=26.00°W16=19.44kN/mU16=0.00kN/mPW15=0.00kN/mPW16=0.00kN/mFX16,surch=0.00kN/mFY16,surch=0.00kN/mM16,surch=0.00kNm/mFYG,16=0.00

kN/mFX16,ASPile=0.00kN/mFY16,ASPile=0.00kN/mM16,ASPile=0.00kNm/mN16=12.29kN/mT16=5.17kN/mE15=21.48kN/mδ15=51.05°E16=11.52kN/mδ16=51.39°條塊

17:L17=1.16mα17=51.39°c17=5.00kPaφ17=26.00°W17=13.93kN/mU17=0.00kN/mPW16=0.00kN/mPW17=0.00kN/mFX17,surch=0.00kN/mFY17,surch=0.00kN/mM17,surch=0.00kNm/mFYG,17=0.00

kN/mFX17,ASPile=0.00kN/mFY17,ASPile=0.00kN/mM17,ASPile=0.00kNm/mN17=8.72kN/mT17=4.42kN/mE16=11.52kN/mδ16=51.39°E17=5.06kN/mδ17=51.73°條塊

18:L18=1.17mα18=51.73°c18=5.00kPaφ18=26.00°W18=9.91kN/mU18=0.00kN/mPW17=0.00kN/mPW18=0.00kN/mFX18,surch=0.00kN/mFY18,surch=0.00kN/mM18,surch=0.00kNm/mFYG,18=0.00

kN/mFX18,ASPile=0.00kN/mFY18,ASPile=0.00kN/mM18,ASPile=0.00kNm/mN18=6.14kN/mT18=3.89kN/mE17=5.06kN/mδ17=51.73°E18=1.17kN/mδ18=52.07°條塊

19:L19=1.18mα19=52.07°c19=5.00kPaφ19=26.00°W19=5.73kN/mU19=0.00kN/mPW18=0.00kN/mPW19=0.00kN/mFX19,surch=0.00kN/mFY19,surch=0.00kN/mM19,surch=0.00kNm/mFYG,19=0.00

kN/mFX19,ASPile=0.00kN/mFY19,ASPile=0.00kN/mM19,ASPile=0.00kNm/mN19=3.52kN/mT19=3.35kN/mE18=1.17kN/mδ18=52.07°E19=0.00kN/mδ19=0.00°條塊

20:L20=1.19mα20=52.42°c20=5.00kPaφ20=26.00°W20=1.73kN/mU20=0.00kN/mPW19=0.00kN/mPW20=0.00kN/mFX20,surch=0.00kN/mFY20,surch=0.00kN/mM20,surch=0.00kNm/mFYG,20=0.00

kN/mFX20,ASPile=0.00kN/mFY20,ASPile=0.00kN/mM20,ASPile=0.00kNm/mN20=0.00kN/mT20=0.00kN/mE19=0.00kN/mδ19=0.00°E20=0.00kN/mδ20=0.00°名稱:分析工況階段-分析工況:3-1抗滑樁驗算1(工況階段3)抗滑樁:編號1抗滑樁（51.82;48.85[m]）分析:計算1(滑面圓弧)計算方法:不平衡推力法(隱式)抗滑樁分析輸入數(shù)據(jù)分析設置中國-國家標準（GB）材料和規(guī)范混凝土結構設計:中國規(guī)范GB50010-2010鋼結構設計:中國規(guī)范GB50017-2003開挖分析驗算方法: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規(guī)范土的水平反力系數(shù)計算:中國規(guī)范滑面以下壓力計算:中國規(guī)范-彈性錨桿驗算驗算方法: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[–]截面尺寸結構長度=24.30m截面名稱:排樁d=1.60m;a=3.00m樁身材料:混凝土自動計算的嵌固段計算寬度折減系數(shù)=0.78截面面積A=6.70E-01m2/m慣性矩I=1.07E-01m4/m彈性模量E=30000.00MPa剪切模量G=12000.00MPa滑面以上作用力滑面深度hs1=16.20m樁后滑坡推力類型:剩余下滑力樁前滑體抗力類型:剩余抗滑力樁后滑坡推力T=590.74kN/m樁前滑體抗力P=0.00kN/m滑坡推力分布圖形:三角形滑體抗力分布圖形:三角形結構材料依據(jù)規(guī)范對鋼筋混凝土結構進行分析中國規(guī)范GB50010-2010.混凝土:C30抗壓強度標準值fck=20.10MPa抗拉強度標準值ftk=2.01MPa彈性模量Ec=30000.00MPa剪切模量G=12000.00MPa縱向鋼筋:HRB400屈服強度fyk=400.00MPa橫向鋼筋:HRB400屈服強度fyk=400.00MPa水平反力系數(shù)水平反力系數(shù)巖土材料參數(shù)中輸入土的水平反力系數(shù)。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應力狀態(tài):有效應力內摩擦角:φef=25.00°黏聚力:cef=1.50kPa結構與巖土間摩擦角:δ=10.00°巖土材料:無黏性土飽和重度:γsat=21.00kN/m3參數(shù):m=7.00MN/m4

粉質黏土天然重度:γ=20.00kN/m3應力狀態(tài):有效應力內摩擦角:φef=10.00°黏聚力:cef=14.26kPa結構與巖土間摩擦角:δ=5.00°巖土材料:無黏性土飽和重度:γsat=20.80kN/m3參數(shù):m=10.00MN/m4

碎石土天然重度:γ=19.50kN/m3應力狀態(tài):有效應力內摩擦角:φef=26.00°黏聚力:cef=5.00kPa結構與巖土間摩擦角:δ=13.00°巖土材料:無黏性土飽和重度:γsat=20.50kN/m3參數(shù):m=100.00MN/m4

強風化泥灰?guī)r天然重度:γ=25.10kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=7.00°內摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa巖土材料:無黏性土參數(shù):K=30.00MN/m3

中風化泥灰?guī)r天然重度:γ=25.30kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=13.00°內摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa巖土材料:無黏性土參數(shù):K=50.00MN/m3

強風化泥巖天然重度:γ=23.80kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=6.00°內摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa巖土材料:無黏性土參數(shù):K=20.00MN/m3

中風化泥巖天然重度:γ=24.30kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=13.00°內摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa巖土材料:無黏性土參數(shù):K=50.00MN/m3

建筑垃圾天然重度:γ=20.00kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=10.00°內摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa巖土材料:無黏性土參數(shù):m=10.00MN/m4

回填土天然重度:γ=19.00kN/m3應力狀態(tài):總應力φcu,ccu結構與巖土間摩擦角:δ=12.00°內摩擦角:φcu=25.00°黏聚力:ccu=15.00kPa巖土材料:無黏性土參數(shù):m=10.00MN/m4

剖面土層和指定材料位置信息地表標高=48.85m剖面土層和指定材料編號地層厚度深度高程巖土材料圖例t[m]z[m][m]18.540.00..8.5448.85..40.31回填土25.058.54..13.5940.31..35.26碎石土310.3713.59..23.9635.26..24.89強風化泥灰?guī)r424.8923.96..48.8524.89..0.00中風化泥灰?guī)r5-48.85..0.00..-中風化泥灰?guī)r開挖墻體前面土層開挖到深度14.71m.坑底形狀編號坐標深度x[m]z[m]10.000.002-15.339.813-16.339.81起點[0,0]位于坑底。z軸正方向豎直向下。墻后坡面編號坐標深度x[m]z[m]10.000.0020.100.00310.520.00413.09-2.23516.22-5.24622.60-10.24727.64-16.61831.58-16.24932.58-16.24起點[0,0]位于結構右上邊角點正坐標+z為豎直向下地下水作用地下水位位于結構以下。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35.001.024.00坡面輸入錨桿編號添加深度名稱補張拉錨固力錨桿z[m]F[kN]1是2.001x715.2mm1320MPa400.002是4.001x715.2mm1320MPa400.00新建錨桿列表1x715.2mm1320MPa錨桿類型:錨索規(guī)格型號:中國深度:z=2.00m自由段長度:l=14.00m錨固段長度:lk=10.00m傾角:α=15.00°水平間距:b=3.00m鋼絞線直徑:d1=15.20mm鋼絞線根數(shù):n=12彈性模量:E=195000.00MPa預應力:F=400.00kN材料強度設計值:fu=1320.00MPa抗拔強度(巖土與錨固體):采用粘結強度計算錨固段直徑:d=200.0mm巖土層與錨固體粘結強度:f=290.00kPa抗拔強度(鋼筋與砂漿):采用混凝土強度計算混凝土結構設計規(guī)范:中國規(guī)范GB50010-2010混凝土抗拉強度:ft=1.43MPa鋼筋類型系數(shù):α=1.47鋼筋根數(shù)-粘結強度折減系數(shù):γr=0.701x715.2mm1320MPa錨桿類型:錨索規(guī)格型號:中國深度:z=4.00m自由段長度:l=14.00m錨固段長度:lk=10.00m傾角:α=15.00°水平間距:b=3.00m鋼絞線直徑:d1=15.20mm鋼絞線根數(shù):n=12彈性模量:E=195000.00MPa預應力:F=400.00kN材料強度設計值:fu=1320.00MPa抗拔強度(巖土與錨固體):采用粘結強度計算錨固段直徑:d=200.0mm巖土層與錨固體粘結強度:f=290.00kPa抗拔強度(鋼筋與砂漿):采用混凝土強度計算混凝土結構設計規(guī)范:中國規(guī)范GB50010-2010混凝土抗拉強度:ft=1.43MPa鋼筋類型系數(shù):α=1.47鋼筋根數(shù)-粘結強度折減系數(shù):γr=0.70全局設置結構的離散數(shù)量=100土壓力分析:根據(jù)分析設置進行折減截面最小壓力被認為是σa,min=0.20σz結構重要性系數(shù)γ0=1.00工況階段設置設計狀況:持久設計狀況分析結果滑面以上作用在樁上的力深度被動土壓力主動土壓力[m][kPa][kPa]00.000.0014.710.0066.2214.710.0066.2216.200.0072.93土的水平反力系數(shù)和結構內力的分布深度結構前kh,p結構后kh,z位移土壓力剪力彎矩[m][MN/m3][MN/m3][mm][kPa][kN/m][kNm/m]0.000.000.005.160.01-0.000.001.220.000.002.935.47-3.321.342.000.000.001.509.00-9.006.002.000.000.001.509.00119.796.002.430.000.000.7110.94115.50-44.613.650.000.00-1.4916.4198.88-175.524.000.000.00-2.1218.0192.77-209.564.000.000.00-2.1218.01221.56-209.564.860.000.00-3.6121.88204.41-392.976.080.000.00-5.5527.35174.51-623.847.290.000.00-7.2032.82137.95-814.338.510.000.00-8.4838.2994.76-956.379.720.000.00-9.3343.7644.91-1041.9010.940.000.00-9.6949.23-11.58-1062.8212.150.000.00-9.5854.70-74.71-1011.0713.370.000.00-9.0060.17-144.49-878.5814.580.000.00-8.0365.64-220.92-657.2614.710.000.00-7.9066.21-229.23-628.9114.710.000.00-7.9066.24-229.76-627.0715.790.000.00-6.7571.11-303.99-339.0516.200.000.00-6.2972.91-332.87-211.3916.2023.400.00-6.28-146.93-332.57-208.7217.0123.400.00-5.32-124.57-223.1314.0118.2323.400.00-3.90-91.16-92.20201.4619.4423.400.00-2.56-59.80-0.76254.0820.6623.400.00-1.33-31.0854.19218.0821.8723.400.00-0.20-4.6675.71135.9223.090.0030.000.8726.0363.3347.5624.300.0050.001.9195.55-0.00-0.00土的水平反力系數(shù)和結構內力的分布-詳細結果深度結構前kh,p結構后kh,z位移土壓力剪力彎矩[m][MN/m3][MN/m3][mm][kPa][kN/m][kNm/m]0.000.000.005.160.01-0.000.000.240.000.004.711.09-0.130.010.490.000.004.272.19-0.530.080.730.000.003.823.28-1.200.290.970.000.003.384.38-2.130.691.220.000.002.935.47-3.321.341.460.000.002.496.56-4.792.321.700.000.002.047.66-6.513.691.940.000.001.608.75-8.515.512.000.000.001.509.00-9.006.002.000.000.001.509.00119.796.002.190.000.001.159.85118.02-16.242.430.000.000.7110.94115.50-44.612.670.000.000.2712.03112.71-72.352.920.000.00-0.1813.13109.65-99.373.160.000.00-0.6214.22106.33-125.623.400.000.00-1.0615.32102.74-151.023.650.000.00-1.4916.4198.88-175.523.890.000.00-1.9217.5094.76-199.064.000.000.00-2.1218.0192.77-209.564.000.000.00-2.1218.01221.56-209.564.130.000.00-2.3518.60219.17-238.434.370.000.00-2.7819.69214.51-291.134.620.000.00-3.2020.79209.60-342.664.860.000.00-3.6121.88204.41-392.975.100.000.00-4.0122.97198.96-441.985.350.000.00-4.4124.07193.25-489.645.590.000.00-4.8025.16187.27-535.885.830.000.00-5.1826.26181.02-580.636.080.000.00-5.5527.35174.51-623.846.320.000.00-5.9028.44167.73-665.426.560.000.00-6.2529.54160.68-705.336.800.000.00-6.5830.63153.37-743.497.050.000.00-6.9031.72145.80-779.857.290.000.00-7.2032.82137.95-814.337.530.000.00-7.4933.91129.85-846.877.780.000.00-7.7635.01121.47-877.418.020.000.00-8.0236.10112.83-905.898.260.000.00-8.2637.19103.93-932.238.510.000.00-8.4838.2994.76-956.378.750.000.00-8.6939.3885.32-978.268.990.000.00-8.8740.4875.62-997.829.230.000.00-9.0441.5765.65-1014.999.480.000.00-9.1942.6655.41-1029.709.720.000.00-9.3343.7644.91-1041.909.960.000.00-9.4444.8534.15-1051.5110.210.000.00-9.5345.9523.11-1058.4710.450.000.00-9.6147.0411.82-1062.7210.690.000.00-9.6648.130.25-1064.1910.940.000.00-9.6949.23-11.58-1062.8211.180.000.00-9.7150.32-23.67-1058.5411.420.000.00-9.7151.42-36.03-1051.3011.660.000.00-9.6852.51-48.66-1041.0111.910.000.00-9.6453.60-61.55-1027.6212.150.000.00-9.5854.70-74.71-1011.0712.390.000.00-9.5055.79-88.14-991.2912.640.000.00-9.4056.89-101.83-968.2212.880.000.00-9.2857.98-115.78-941.7813.120.000.00-9.1559.07-130.01-911.9313.370.000.00-9.0060.17-144.49-878.5813.610.000.00-8.8461.26-159.25-841.6813.850.000.00-8.6562.36-174.27-801.1614.090.000.00-8.4663.45-189.55-756.9714.340.000.00-8.2564.54-205.10-709.0214.580.000.00-8.0365.64-220.92-657.2614.710.000.00-7.9066.21-229.23-628.9114.710.000.00-7.9066.24-229.76-627.0714.820.000.00-7.7966.73-237.00-601.6315.070.000.00-7.5467.83-253.35-542.0615.310.000.00-7.2968.92-269.97-478.4815.550.000.00-7.0270.01-286.85-410.8315.790.000.00-6.7571.11-303.99-339.0516.040.000.00-6.4772.20-321.40-263.0716.200.000.00-6.2972.91-332.87-211.3916.2023.400.00-6.28-146.93-332.57-208.7216.2823.400.00-6.19-144.82-321.34-183.5516.5223.400.00-5.90-138.11-286.96-109.6716.7723.400.00-5.61-131.35-254.22-43.9517.0123.400.00-5.32-124.57-223.1314.0117.2523.400.00-5.03-117.80-193.6864.6217.5023.400.00-4.75-111.06-165.88108.2717.7423.400.00-4.46-104.36-139.70145.3717.9823.400.00-4.18-97.72-115.15176.3018.2323.400.00-3.90-91.16-92.20201.4618.4723.400.00-3.62-84.69-70.84221.2418.7123.400.00-3.35-78.31-51.04236.0218.9523.400.00-3.08-72.03-32.77246.1719.2023.400.00-2.81-65.86-16.02252.0719.4423.400.00-2.56-59.80-0.76254.0819.6823.400.00-2.30-53.8413.05252.5519.9323.400.00-2.05-48.0025.42247.8520.1723.400.00-1.81-42.2536.38240.3120.4123.400.00-1.56-36.6245.97230.2820.6623.400.00-1.33-31.0854.19218.0820.9023.400.00-1.10-25.6361.08204.0521.1423.400.00-0.87-20.2866.65188.5121.3823.400.00-0.64-15.0070.94171.7621.6323.400.00-0.42-9.8073.95154.1321.8723.400.00-0.20-4.6675.71135.9222.110.0030.000.020.5376.29117.4322.360.0030.000.236.9875.3898.9722.600.0030.000.4513.3772.9180.9222.840.0030.000.6619.7168.8963.6623.090.0030.000.8726.0363.3347.5623.330.0030.001.0832.3156.2433.0123.570.0030.001.2938.5847.6320.3623.810.0030.001.4944.8337.499.9824.060.0050.001.7085.1421.952.7224.300.0050.001.9195.55-0.00-0.00剪力最大值=332.87kN/m彎矩最大值=1064.19kNm/m位移最大值=9.7mm滑面處的結構位移=6.3mm按深度驗算土體承載力18.90m結構后主動土壓力=84.76kPa結構前的被動土壓力=267.80kPa樁的最大橫向壓應力σ=73.43kPa土體承載力設計值Rd=183.05kPa巖石地基橫向承載力滿足要求按深度驗算土體承載力24.30m結構后主動土壓力=105.92kPa結構前的被動土壓力=833.15kPa樁的最大橫向壓應力σ=95.55kPa土體承載力設計值Rd=727.22kPa巖石地基橫向承載力滿足要求錨固力編號深度位移錨固力[m][mm][kN]12.001.5400.0024.00-2.1400.00名稱:分析工況階段-分析工況:1--1名稱:分析工況階段-分析工況:1--1名稱:分析工況階段-分析工況:1--1編號1截面結構上作用力的分布位移最小值位移最大值剪力最小值剪力最大值彎矩最小值彎矩最大值[mm][mm][kN/m][kN/m][kNm/m][kNm/m]0.005.165.16-0.00-0.000.000.001.222.932.93-3.32-3.321.341.342.001.501.50-9.00-9.006.006.002.001.501.50119.79119.796.006.002.430.710.71115.50115.50-44.61-44.613.65-1.49-1.4998.8898.88-175.52-175.524.00-2.12-2.1292.7792.77-209.56-209.564.00-2.12-2.12221.56221.56-209.56-209.564.86-3.61-3.61204.41204.41-392.97-392.976.08-5.55-5.55174.51174.51-623.84-623.847.29-7.20-7.20137.95137.95-814.33-814.338.51-8.48-8.4894.7694.76-956.37-956.379.72-9.33-9.3344.9144.91-1041.90-1041.9010.94-9.69-9.69-11.58-11.58-1062.82-1062.8212.15-9.58-9.58-74.71-74.71-1011.07-1011.0713.37-9.00-9.00-144.49-144.49-878.58-878.5814.58-8.03-8.03-220.92-220.92-657.26-657.2614.71-7.90-7.90-229.23-229.23-628.91-628.9114.71-7.90-7.90-229.23-229.23-628.91-628.9114.71-7.90-7.90-229.76-229.76-627.07-627.0714.71-7.90-7.90-229.76-229.76-627.07-627.0715.79-6.75-6.75-303.99-303.99-339.05-339.0516.20-6.29-6.29-332.87-332.87-211.39-211.3916.20-6.29-6.29-332.87-332.87-211.39-211.3916.20-6.28-6.28-332.57-332.57-208.72-208.7216.20-6.28-6.28-332.57-332.57-208.72-208.7217.01-5.32-5.32-223.13-223.1314.0114.0118.23-3.90-3.90-92.20-92.20201.46201.4619.44-2.56-2.56-0.76-0.76254.08254.0820.66-1.33-1.3354.1954.19218.08218.0821.87-0.20-0.2075.7175.71135.92135.9223.090.870.8763.3363.3347.5647.5624.301.911.91-0.00-0.00-0.00-0.00結構上作用力的分布-詳細結果位移最小值位移最大值剪力最小值剪力最大值彎矩最小值彎矩最大值[mm][mm][kN/m][kN/m][kNm/m][kNm/m]0.005.165.16-0.00-0.000.000.000.244.714.71-0.13-0.130.010.010.494.274.27-0.53-0.530.080.080.733.823.82-1.20-1.200.290.290.973.383.38-2.13-2.130.690.691.222.932.93-3.32-3.321.341.341.462.492.49-4.79-4.792.322.321.702.042.04-6.51-6.513.693.691.941.601.60-8.51-8.515.515.512.001.501.50-9.00-9.006.006.002.001.501.50119.79119.796.006.002.191.151.15118.02118.02-16.24-16.242.430.710.71115.50115.50-44.61-44.612.670.270.27112.71112.71-72.35-72.352.92-0.18-0.18109.65109.65-99.37-99.373.16-0.62-0.62106.33106.33-125.62-125.623.40-1.06-1.06102.74102.74-151.02-151.023.65-1.49-1