6-6剖面桩板墙计算书

PAGE1[GEO5-土质边坡稳定分析|版本5.2022.24.0|Key1/1|GEO|Copyright©2022Finespol.sr.o.AllRightsReserved|][南京库仑软件技术有限公司hotline@|]6-6剖面边坡抗滑桩稳定性分析输入数据项目信息日期:2024/8/2分析设置中国-国家标准（GB）稳定性分析验算方法:中国规范地震荷载分析:GB50330-2013中国建筑边坡工程技术规范安全系数持久设计状况折线滑面的安全系数:SFpolyg=1.35[–]圆弧滑面的安全系数:SFcirc=1.35[–]多段线编号多段线位置多段线上点坐标[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岩土材料参数-有效应力状态编号名称图例φefcefγ[°][kPa][kN/m3]1素填土25.001.5020.502粉质黏土10.0014.2620.003碎石土26.005.0019.50岩土材料参数-浮重度编号名称图例γsatγsn[kN/m3][kN/m3][–]1素填土21.002粉质黏土20.803碎石土20.50岩土材料参数-总应力状态φcu,ccu编号名称图例φcuccuγ[°][kPa][kN/m3]1强风化泥灰岩13.00100.0025.102中风化泥灰岩27.00200.0025.303强风化泥岩12.0075.0023.804中风化泥岩26.00154.0024.305建筑垃圾26.005.0020.006回填土25.0015.0019.00岩土材料参数素填土天然重度:γ=20.50kN/m3应力状态:有效应力内摩擦角:φef=25.00°黏聚力:cef=1.50kPa饱和重度:γsat=21.00kN/m3

粉质黏土天然重度:γ=20.00kN/m3应力状态:有效应力内摩擦角:φef=10.00°黏聚力:cef=14.26kPa饱和重度:γsat=20.80kN/m3

碎石土天然重度:γ=19.50kN/m3应力状态:有效应力内摩擦角:φef=26.00°黏聚力:cef=5.00kPa饱和重度:γsat=20.50kN/m3

强风化泥灰岩天然重度:γ=25.10kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa

中风化泥灰岩天然重度:γ=25.30kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa

强风化泥岩天然重度:γ=23.80kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa

中风化泥岩天然重度:γ=24.30kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa

建筑垃圾天然重度:γ=20.00kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa

回填土天然重度:γ=19.00kN/m3应力状态:总应力φcu,ccu内摩擦角:φcu=25.00°黏聚力:ccu=15.00kPa

指定材料和分区编号分区位置分区点坐标[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强风化泥灰岩21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49367.950.0067.958.94中风化泥灰岩66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0040.000.000.00-5.00中风化泥灰岩67.95-5.0067.950.00地下水地下水类型:无地下水张裂缝未输入张裂缝。地震荷载不考虑地震工况阶段设置设计状况:持久设计状况

输入数据(工况阶段2)挖方编号挖方位置挖方点坐标[m]xzxzxz151.8234.6567.9524.33指定材料和分区编号分区位置分区点坐标[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强风化泥灰岩21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.8234.6551.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49467.950.0067.958.94中风化泥灰岩66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0050.000.000.00-5.00中风化泥灰岩67.95-5.0067.950.00地下水地下水类型:无地下水张裂缝未输入张裂缝。地震荷载不考虑地震工况阶段设置设计状况:持久设计状况

输入数据(工况阶段3)填方多段线编号多段线位置多段线上点坐标[m]xzxzxz140.5048.8551.8248.8551.8239.67指定材料和分区编号分区位置分区点坐标[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强风化泥灰岩21.0356.9823.3856.8624.2456.5225.0955.9425.8555.1626.5254.2128.1450.6729.0448.0230.8342.8932.9538.3934.9335.5536.5133.9639.3532.0542.6130.5446.0128.8448.7926.8551.4924.4855.1221.3858.0119.0261.5716.0364.0113.6866.4810.8367.958.9467.9519.4967.9119.5466.3521.5264.7223.4362.9625.2260.1427.7357.2530.1654.3932.6151.8234.6551.4334.9649.3936.4647.4238.0246.0139.3444.0841.7342.6843.8441.2946.0639.9448.1139.1949.1237.9350.5836.6251.8134.6553.3432.5654.7730.4856.2228.4857.7826.6859.5625.8960.5724.5362.9724.0264.1323.3864.9622.1765.2020.1864.8218.0964.4916.8164.4114.3564.4411.3764.599.4664.635.3764.590.0064.540.0056.49567.950.0067.958.94中风化泥灰岩66.4810.8364.0113.6861.5716.0358.0119.0255.1221.3851.4924.4848.7926.8546.0128.8442.6130.5439.3532.0536.5133.9634.9335.5532.9538.3930.8342.8929.0448.0228.1450.6726.5254.2125.8555.1625.0955.9424.2456.5223.3856.8621.0356.9816.0756.408.9456.520.0056.490.000.0060.000.000.00-5.00中风化泥灰岩67.95-5.0067.950.00抗滑桩编号抗滑桩桩顶坐标桩长工程类型连梁深度连梁长度桩水平间距添加x[m]z[m]l[m]h[m]lb[m]bf[m]b/bb[m]1是51.8248.8524.30单排桩3.00编号桩身截面桩身抗滑承载力[m]抗滑承载力沿桩身分布最大抗滑承载力Vu[kN]最大承载力桩长比K[–]桩身抗滑力方向1d=1.60均匀分布3800.00垂直桩身超载编号超载类型作用类型位置起点长度宽度倾角大小新建修改z[m]x[m]l[m]b[m]α[°]q,q1,f,F,xq2,z单位1是条形超载可变作用坡面x=46.00l=4.000.0035.00kN/m2地下水地下水类型:无地下水张裂缝未输入张裂缝。地震荷载不考虑地震工况阶段设置设计状况:持久设计状况结果(工况阶段3)分析1(工况阶段3)圆弧滑动面滑动面参数圆心:x=193.36[m]角度:α1=-52.59[°]z=171.00[m]α2=-46.10[°]半径:R=196.44[m]给定滑面的分析。作用在桩上的力编号1抗滑桩（51.82;48.85[m]）

桩后滑坡推力：590.74kN/m

桩前滑体抗力：0.00kN/m桩前滑体安全系数不满足设计安全系数。

滑面深度：14.07m

地表以下桩长：24.30m边坡稳定性验算(不平衡推力法(隐式))安全系数=2.28>1.35边坡稳定性满足要求力(详细结果)推力-极限状态: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°由于编号19和编号20块体之间的拉力，位于编号19块体上的块体在分析中不做考虑。稳定性系数Fs=2.276条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°条块

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°名称:分析工况阶段-分析工况:3-1抗滑桩验算1(工况阶段3)抗滑桩:编号1抗滑桩（51.82;48.85[m]）分析:计算1(滑面圆弧)计算方法:不平衡推力法(隐式)抗滑桩分析输入数据分析设置中国-国家标准（GB）材料和规范混凝土结构设计:中国规范GB50010-2010钢结构设计:中国规范GB50017-2003开挖分析验算方法:中国规范主动土压力计算方法:Coulomb理论被动土压力计算方法:Mazindrani(Rankine)理论地震荷载分析:GB50330-2013中国建筑边坡工程技术规范土的水平反力系数计算:中国规范滑面以下压力计算:中国规范-弹性锚杆验算验算方法:安全系数法（ASD）安全系数抗拉承载力安全系数:SFt=2.20[–]抗拔承载力(岩土与锚固体)安全系数:SFe=2.60[–]抗拔承载力(钢筋与砂浆)安全系数:SFc=2.60[–]截面尺寸结构长度=24.30m截面名称:排桩d=1.60m;a=3.00m桩身材料:混凝土自动计算的嵌固段计算宽度折减系数=0.78截面面积A=6.70E-01m2/m惯性矩I=1.07E-01m4/m弹性模量E=30000.00MPa剪切模量G=12000.00MPa滑面以上作用力滑面深度hs1=16.20m桩后滑坡推力类型:剩余下滑力桩前滑体抗力类型:剩余抗滑力桩后滑坡推力T=590.74kN/m桩前滑体抗力P=0.00kN/m滑坡推力分布图形:三角形滑体抗力分布图形:三角形结构材料依据规范对钢筋混凝土结构进行分析中国规范GB50010-2010.混凝土:C30抗压强度标准值fck=20.10MPa抗拉强度标准值ftk=2.01MPa弹性模量Ec=30000.00MPa剪切模量G=12000.00MPa纵向钢筋:HRB400屈服强度fyk=400.00MPa横向钢筋:HRB400屈服强度fyk=400.00MPa水平反力系数水平反力系数岩土材料参数中输入土的水平反力系数。岩土材料基本参数编号名称图例φefcefγγsuδ[°][kPa][kN/m3][kN/m3][°]1素填土25.001.5020.5011.0010.002粉质黏土10.0014.2620.0010.805.003碎石土26.005.0019.5010.5013.00所有岩土材料都看作是无黏性土（在静止土压力分析时）。岩土材料基本参数-(总应力状态)φcu,ccu编号名称图例φcuccuγδ[°][kPa][kN/m3][°]岩土材料参数素填土天然重度:γ=20.50kN/m3应力状态:有效应力内摩擦角:φef=25.00°黏聚力:cef=1.50kPa结构与岩土间摩擦角:δ=10.00°岩土材料:无黏性土饱和重度:γsat=21.00kN/m3参数:m=7.00MN/m4

粉质黏土天然重度:γ=20.00kN/m3应力状态:有效应力内摩擦角:φef=10.00°黏聚力:cef=14.26kPa结构与岩土间摩擦角:δ=5.00°岩土材料:无黏性土饱和重度:γsat=20.80kN/m3参数:m=10.00MN/m4

碎石土天然重度:γ=19.50kN/m3应力状态:有效应力内摩擦角:φef=26.00°黏聚力:cef=5.00kPa结构与岩土间摩擦角:δ=13.00°岩土材料:无黏性土饱和重度:γsat=20.50kN/m3参数:m=100.00MN/m4

强风化泥灰岩天然重度:γ=25.10kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=7.00°内摩擦角:φcu=13.00°黏聚力:ccu=100.00kPa岩土材料:无黏性土参数:K=30.00MN/m3

中风化泥灰岩天然重度:γ=25.30kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=13.00°内摩擦角:φcu=27.00°黏聚力:ccu=200.00kPa岩土材料:无黏性土参数:K=50.00MN/m3

强风化泥岩天然重度:γ=23.80kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=6.00°内摩擦角:φcu=12.00°黏聚力:ccu=75.00kPa岩土材料:无黏性土参数:K=20.00MN/m3

中风化泥岩天然重度:γ=24.30kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=13.00°内摩擦角:φcu=26.00°黏聚力:ccu=154.00kPa岩土材料:无黏性土参数:K=50.00MN/m3

建筑垃圾天然重度:γ=20.00kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=10.00°内摩擦角:φcu=26.00°黏聚力:ccu=5.00kPa岩土材料:无黏性土参数:m=10.00MN/m4

回填土天然重度:γ=19.00kN/m3应力状态:总应力φcu,ccu结构与岩土间摩擦角:δ=12.00°内摩擦角:φcu=25.00°黏聚力:ccu=15.00kPa岩土材料:无黏性土参数:m=10.00MN/m4

剖面土层和指定材料位置信息地表标高=48.85m剖面土层和指定材料编号地层厚度深度高程岩土材料图例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强风化泥灰岩424.8923.96..48.8524.89..0.00中风化泥灰岩5-48.85..0.00..-中风化泥灰岩开挖墙体前面土层开挖到深度14.71m.坑底形状编号坐标深度x[m]z[m]10.000.002-15.339.813-16.339.81起点[0,0]位于坑底。z轴正方向竖直向下。墙后坡面编号坐标深度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起点[0,0]位于结构右上边角点正坐标+z为竖直向下地下水作用地下水位位于结构以下。输入均布面超载编号超载作用超载1超载2起点x坐标长度深度新建修改[kN/m2][kN/m2]x[m]l[m]z[m]1是可变作用35.001.024.00坡面输入锚杆编号添加深度名称补张拉锚固力锚杆z[m]F[kN]1是2.001x715.2mm1320MPa400.002是4.001x715.2mm1320MPa400.00新建锚杆列表1x715.2mm1320MPa锚杆类型:锚索规格型号:中国深度:z=2.00m自由段长度:l=14.00m锚固段长度:lk=10.00m倾角:α=15.00°水平间距:b=3.00m钢绞线直径:d1=15.20mm钢绞线根数:n=12弹性模量:E=195000.00MPa预应力:F=400.00kN材料强度设计值:fu=1320.00MPa抗拔强度(岩土与锚固体):采用粘结强度计算锚固段直径:d=200.0mm岩土层与锚固体粘结强度:f=290.00kPa抗拔强度(钢筋与砂浆):采用混凝土强度计算混凝土结构设计规范:中国规范GB50010-2010混凝土抗拉强度:ft=1.43MPa钢筋类型系数:α=1.47钢筋根数-粘结强度折减系数:γr=0.701x715.2mm1320MPa锚杆类型:锚索规格型号:中国深度:z=4.00m自由段长度:l=14.00m锚固段长度:lk=10.00m倾角:α=15.00°水平间距:b=3.00m钢绞线直径:d1=15.20mm钢绞线根数:n=12弹性模量:E=195000.00MPa预应力:F=400.00kN材料强度设计值:fu=1320.00MPa抗拔强度(岩土与锚固体):采用粘结强度计算锚固段直径:d=200.0mm岩土层与锚固体粘结强度:f=290.00kPa抗拔强度(钢筋与砂浆):采用混凝土强度计算混凝土结构设计规范:中国规范GB50010-2010混凝土抗拉强度:ft=1.43MPa钢筋类型系数:α=1.47钢筋根数-粘结强度折减系数:γr=0.70全局设置结构的离散数量=100土压力分析:根据分析设置进行折减截面最小压力被认为是σa,min=0.20σz结构重要性系数γ0=1.00工况阶段设置设计状况:持久设计状况分析结果滑面以上作用在桩上的力深度被动土压力主动土压力[m][kPa][kPa]00.000.0014.710.0066.2214.710.0066.2216.200.0072.93土的水平反力系数和结构内力的分布深度结构前kh,p结构后kh,z位移土压力剪力弯矩[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土的水平反力系数和结构内力的分布-详细结果深度结构前kh,p结构后kh,z位移土压力剪力弯矩[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弯矩最大值=1064.19kNm/m位移最大值=9.7mm滑面处的结构位移=6.3mm按深度验算土体承载力18.90m结构后主动土压力=84.76kPa结构前的被动土压力=267.80kPa桩的最大横向压应力σ=73.43kPa土体承载力设计值Rd=183.05kPa岩石地基横向承载力满足要求按深度验算土体承载力24.30m结构后主动土压力=105.92kPa结构前的被动土压力=833.15kPa桩的最大横向压应力σ=95.55kPa土体承载力设计值Rd=727.22kPa岩石地基横向承载力满足要求锚固力编号深度位移锚固力[m][mm][kN]12.001.5400.0024.00-2.1400.00名称:分析工况阶段-分析工况:1--1名称:分析工况阶段-分析工况:1--1名称:分析工况阶段-分析工况:1--1编号1截面结构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弯矩最小值弯矩最大值[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结构上作用力的分布-详细结果位移最小值位移最大值剪力最小值剪力最大值弯矩最小值弯矩最大值[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