7-7剖面樁板墻計(jì)算書

PAGE1[GEO5-土質(zhì)邊坡穩(wěn)定分析|版本5.2022.24.0|Key1/1|GEO|Copyright?2022Finespol.sr.o.AllRightsReserved|][南京庫(kù)侖軟件技術(shù)有限公司hotline@|]7-7剖面邊坡抗滑樁穩(wěn)定性分析輸入數(shù)據(jù)項(xiàng)目信息日期:2024/7/31分析設(shè)置中國(guó)-國(guó)家標(biāo)準(zhǔn)（GB）穩(wěn)定性分析驗(yàn)算方法:中國(guó)規(guī)范地震荷載分析:GB50330-2013中國(guó)建筑邊坡工程技術(shù)規(guī)范安全系數(shù)持久設(shè)計(jì)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(hào)多段線位置多段線上點(diǎn)坐標(biāo)[m]xzxzxz10.0077.300.1677.203.3675.209.4070.2013.6065.2014.3864.2917.4260.2019.9557.7124.8055.2032.1650.2042.3145.2044.9944.0255.4940.4864.2338.2820.0073.534.0068.167.3463.6811.3858.3316.2452.2519.2148.8922.4545.7325.1943.8228.3242.6631.6942.3035.0442.5238.3742.7840.6042.7243.9442.2547.1841.4150.3740.3753.5639.3656.7638.3961.0437.0964.2336.0630.0058.803.4556.567.2653.5210.7350.1613.8546.3816.7342.2818.6940.1421.0738.6525.7837.2532.2435.0939.6332.6347.8929.7453.3327.6261.5224.5764.2323.3840.000.2264.230.00巖土材料參數(shù)-有效應(yīng)力狀態(tài)編號(hào)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(hào)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(hào)名稱圖例φcuccuγ[°][kPa][kN/m3]1強(qiáng)風(fēng)化泥灰?guī)r13.00100.0025.102中風(fēng)化泥灰?guī)r27.00200.0025.303強(qiáng)風(fēng)化泥巖12.0075.0023.804中風(fēng)化泥巖26.00154.0024.305建筑垃圾26.005.0020.006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(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(qiáng)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(qiáng)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=20.00kN/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

指定材料和分區(qū)編號(hào)分區(qū)位置分區(qū)點(diǎn)坐標(biāo)[m]指定xzxz材料14.0068.167.3463.68碎石土11.3858.3316.2452.2519.2148.8922.4545.7325.1943.8228.3242.6631.6942.3035.0442.5238.3742.7840.6042.7243.9442.2547.1841.4150.3740.3753.5639.3656.7638.3961.0437.0964.2336.0664.2338.2855.4940.4844.9944.0242.3145.2032.1650.2024.8055.2019.9557.7117.4260.2014.3864.2913.6065.209.4070.203.3675.200.1677.200.0077.300.0073.5323.4556.567.2653.52強(qiáng)風(fēng)化泥灰?guī)r10.7350.1613.8546.3816.7342.2818.6940.1421.0738.6525.7837.2532.2435.0939.6332.6347.8929.7453.3327.6261.5224.5764.2323.3864.2336.0661.0437.0956.7638.3953.5639.3650.3740.3747.1841.4143.9442.2540.6042.7238.3742.7835.0442.5231.6942.3028.3242.6625.1943.8222.4545.7319.2148.8916.2452.2511.3858.337.3463.684.0068.160.0073.530.0058.80364.230.0064.2323.38中風(fēng)化泥灰?guī)r61.5224.5753.3327.6247.8929.7439.6332.6332.2435.0925.7837.2521.0738.6518.6940.1416.7342.2813.8546.3810.7350.167.2653.523.4556.560.0058.800.000.2240.000.220.00-5.00中風(fēng)化泥灰?guī)r64.23-5.0064.230.00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(shè)置設(shè)計(jì)狀況:持久設(shè)計(jì)狀況

輸入數(shù)據(jù)(工況階段2)填方多段線編號(hào)多段線位置多段線上點(diǎn)坐標(biāo)[m]xzxzxz114.3864.2923.1164.2923.1156.08指定材料和分區(qū)編號(hào)分區(qū)位置分區(qū)點(diǎn)坐標(biāo)[m]指定xzxz材料123.1164.2914.3864.29回填土17.4260.2019.9557.7121.2857.0323.1156.0824.0068.167.3463.68碎石土11.3858.3316.2452.2519.2148.8922.4545.7325.1943.8228.3242.6631.6942.3035.0442.5238.3742.7840.6042.7243.9442.2547.1841.4150.3740.3753.5639.3656.7638.3961.0437.0964.2336.0664.2338.2855.4940.4844.9944.0242.3145.2032.1650.2024.8055.2023.1156.0821.2857.0319.9557.7117.4260.2014.3864.2913.6065.209.4070.203.3675.200.1677.200.0077.300.0073.5333.4556.567.2653.52強(qiáng)風(fēng)化泥灰?guī)r10.7350.1613.8546.3816.7342.2818.6940.1421.0738.6525.7837.2532.2435.0939.6332.6347.8929.7453.3327.6261.5224.5764.2323.3864.2336.0661.0437.0956.7638.3953.5639.3650.3740.3747.1841.4143.9442.2540.6042.7238.3742.7835.0442.5231.6942.3028.3242.6625.1943.8222.4545.7319.2148.8916.2452.2511.3858.337.3463.684.0068.160.0073.530.0058.80464.230.0064.2323.38中風(fēng)化泥灰?guī)r61.5224.5753.3327.6247.8929.7439.6332.6332.2435.0925.7837.2521.0738.6518.6940.1416.7342.2813.8546.3810.7350.167.2653.523.4556.560.0058.800.000.2250.000.220.00-5.00中風(fēng)化泥灰?guī)r64.23-5.0064.230.00抗滑樁編號(hào)抗滑樁樁頂坐標(biāo)樁長(zhǎng)工程類型連梁深度連梁長(zhǎng)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23.1164.2922.00單排樁3.00編號(hào)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(zhǎng)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(hào)超載類型作用類型位置起點(diǎn)長(zhǎng)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=18.00l=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(jì)狀況:持久設(shè)計(jì)狀況結(jié)果(工況階段2)分析1(工況階段2)圓弧滑動(dòng)面滑動(dòng)面參數(shù)圓心:x=50.38[m]角度:α1=-70.27[°]z=95.18[m]α2=1.06[°]半徑:R=53.32[m]給定滑面的分析。作用在樁上的力編號(hào)1抗滑樁（23.11;64.29[m]）

樁后滑坡推力：1196.45kN/m

樁前滑體抗力：140.16kN/m

滑面深度：14.92m

地表以下樁長(zhǎng)：22.00m邊坡穩(wěn)定性驗(yàn)算(不平衡推力法(隱式))安全系數(shù)=1.39>1.35邊坡穩(wěn)定性滿足要求力(詳細(xì)結(jié)果)推力-極限狀態(tài):0.00kN/m,0.31°;16.83kN/m,3.06°;44.85kN/m,5.82°;79.20kN/m,8.60°;117.29kN/m,11.39°;155.14kN/m,14.21°;187.96kN/m,17.07°;211.63kN/m,19.97°;222.91kN/m,22.92°;218.11kN/m,25.95°;193.46kN/m,29.05°;147.16kN/m,32.25°;1319.91kN/m,35.56°;1149.60kN/m,39.02°;998.91kN/m,42.66°;850.88kN/m,46.53°;667.37kN/m,50.70°;451.24kN/m,55.29°;237.61kN/m,60.50°;61.58kN/m,66.78°;0.00kN/m,66.78°穩(wěn)定性系數(shù)Fs=1.388條塊

1:L1=2.56mα1=0.31°c1=5.00kPaφ1=26.00°W1=21.11kN/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=0.00kN/mFY1,ASPile=0.00kN/mM1,ASPile=0.00kNm/mN1=21.91kN/mT1=16.92kN/mE0=0.00kN/mδ0=0.00°E1=16.83kN/mδ1=3.06°條塊

2:L2=2.56mα2=3.06°c2=5.00kPaφ2=26.00°W2=60.42kN/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=62.49kN/mT2=31.20kN/mE1=16.83kN/mδ1=3.06°E2=44.85kN/mδ2=5.82°條塊

3:L3=2.57mα3=5.82°c3=5.00kPaφ3=26.00°W3=95.23kN/mU3=0.00kN/mPW2=0.00kN/mPW3=0.00kN/mFX3,surch=0.00kN/mFY3,surch=0.00kN/mM3,surch=0.00kNm/mFYG,3=0.00

kN/mFX3,ASPile=0.00kN/mFY3,ASPile=0.00kN/mM3,ASPile=0.00kNm/mN3=98.57kN/mT3=43.92kN/mE2=44.85kN/mδ2=5.82°E3=79.20kN/mδ3=8.60°條塊

4:L4=2.59mα4=8.60°c4=5.00kPaφ4=26.00°W4=134.39kN/mU4=0.00kN/mPW3=0.00kN/mPW4=0.00kN/mFX4,surch=0.00kN/mFY4,surch=0.00kN/mM4,surch=0.00kNm/mFYG,4=0.00

kN/mFX4,ASPile=0.00kN/mFY4,ASPile=0.00kN/mM4,ASPile=0.00kNm/mN4=138.60kN/mT4=58.04kN/mE3=79.20kN/mδ3=8.60°E4=117.29kN/mδ4=11.39°條塊

5:L5=2.61mα5=11.39°c5=5.00kPaφ5=26.00°W5=173.78kN/mU5=0.00kN/mPW4=0.00kN/mPW5=0.00kN/mFX5,surch=0.00kN/mFY5,surch=0.00kN/mM5,surch=0.00kNm/mFYG,5=0.00

kN/mFX5,ASPile=0.00kN/mFY5,ASPile=0.00kN/mM5,ASPile=0.00kNm/mN5=177.99kN/mT5=71.97kN/mE4=117.29kN/mδ4=11.39°E5=155.14kN/mδ5=14.21°條塊

6:L6=2.64mα6=14.21°c6=5.00kPaφ6=26.00°W6=207.69kN/mU6=0.00kN/mPW5=0.00kN/mPW6=0.00kN/mFX6,surch=0.00kN/mFY6,surch=0.00kN/mM6,surch=0.00kNm/mFYG,6=0.00

kN/mFX6,ASPile=0.00kN/mFY6,ASPile=0.00kN/mM6,ASPile=0.00kNm/mN6=210.71kN/mT6=83.58kN/mE5=155.14kN/mδ5=14.21°E6=187.96kN/mδ6=17.07°條塊

7:L7=2.68mα7=17.07°c7=5.00kPaφ7=26.00°W7=234.81kN/mU7=0.00kN/mPW6=0.00kN/mPW7=0.00kN/mFX7,surch=0.00kN/mFY7,surch=0.00kN/mM7,surch=0.00kNm/mFYG,7=0.00

kN/mFX7,ASPile=0.00kN/mFY7,ASPile=0.00kN/mM7,ASPile=0.00kNm/mN7=235.19kN/mT7=92.31kN/mE6=187.96kN/mδ6=17.07°E7=211.63kN/mδ7=19.97°條塊

8:L8=2.72mα8=19.97°c8=5.00kPaφ8=26.00°W8=257.79kN/mU8=0.00kN/mPW7=0.00kN/mPW8=0.00kN/mFX8,surch=0.00kN/mFY8,surch=0.00kN/mM8,surch=0.00kNm/mFYG,8=0.00

kN/mFX8,ASPile=0.00kN/mFY8,ASPile=0.00kN/mM8,ASPile=0.00kNm/mN8=253.79kN/mT8=99.02kN/mE7=211.63kN/mδ7=19.97°E8=222.91kN/mδ8=22.92°條塊

9:L9=2.78mα9=22.92°c9=5.00kPaφ9=26.00°W9=291.31kN/mU9=0.00kN/mPW8=0.00kN/mPW9=0.00kN/mFX9,surch=0.00kN/mFY9,surch=0.00kN/mM9,surch=0.00kNm/mFYG,9=0.00

kN/mFX9,ASPile=0.00kN/mFY9,ASPile=0.00kN/mM9,ASPile=0.00kNm/mN9=279.80kN/mT9=108.36kN/mE8=222.91kN/mδ8=22.92°E9=218.11kN/mδ9=25.95°條塊

10:L10=2.85mα10=25.95°c10=5.00kPaφ10=26.00°W10=320.01kN/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=298.22kN/mT10=115.08kN/mE9=218.11kN/mδ9=25.95°E10=193.46kN/mδ10=29.05°條塊

11:L11=2.93mα11=29.05°c11=5.00kPaφ11=26.00°W11=336.36kN/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=302.26kN/mT11=116.79kN/mE10=193.46kN/mδ10=29.05°E11=147.16kN/mδ11=32.25°條塊

12:L12=3.03mα12=32.25°c12=5.00kPaφ12=26.00°W12=698.22kN/mU12=0.00kN/mPW11=0.00kN/mPW12=0.00kN/mFX12,surch=0.00kN/mFY12,surch=46.84kN/mM12,surch=-28.59kNm/mFYG,12=0.00

kN/mFX12,ASPile=1266.67kN/mFY12,ASPile=0.00kN/mM12,ASPile=934.12kNm/mN12=1382.36kN/mT12=496.81kN/mE11=147.16kN/mδ11=32.25°E12=1319.91kN/mδ12=35.56°條塊

13:L13=3.15mα13=35.56°c13=5.00kPaφ13=26.00°W13=614.38kN/mU13=0.00kN/mPW12=0.00kN/mPW13=0.00kN/mFX13,surch=0.00kN/mFY13,surch=89.56kN/mM13,surch=0.00kNm/mFYG,13=0.00

kN/mFX13,ASPile=0.00kN/mFY13,ASPile=0.00kN/mM13,ASPile=0.00kNm/mN13=642.02kN/mT13=237.01kN/mE12=1319.91kN/mδ12=35.56°E13=1149.60kN/mδ13=39.02°條塊

14:L14=3.29mα14=39.02°c14=5.00kPaφ14=26.00°W14=520.46kN/mU14=0.00kN/mPW13=0.00kN/mPW14=0.00kN/mFX14,surch=0.00kN/mFY14,surch=3.59kN/mM14,surch=4.41kNm/mFYG,14=0.00

kN/mFX14,ASPile=0.00kN/mFY14,ASPile=0.00kN/mM14,ASPile=0.00kNm/mN14=470.55kN/mT14=177.27kN/mE13=1149.60kN/mδ13=39.02°E14=998.91kN/mδ14=42.66°條塊

15:L15=3.48mα15=42.66°c15=5.00kPaφ15=26.00°W15=435.79kN/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=377.87kN/mT15=145.36kN/mE14=998.91kN/mδ14=42.66°E15=850.88kN/mδ15=46.53°條塊

16:L16=3.72mα16=46.53°c16=5.00kPaφ16=26.00°W16=445.76kN/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=355.19kN/mT16=138.25kN/mE15=850.88kN/mδ15=46.53°E16=667.37kN/mδ16=50.70°條塊

17:L17=4.04mα17=50.70°c17=5.00kPaφ17=26.00°W17=444.11kN/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=317.35kN/mT17=126.11kN/mE16=667.37kN/mδ16=50.70°E17=451.24kN/mδ17=55.29°條塊

18:L18=4.49mα18=55.29°c18=5.00kPaφ18=26.00°W18=383.32kN/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=239.84kN/mT18=100.50kN/mE17=451.24kN/mδ17=55.29°E18=237.61kN/mδ18=60.50°條塊

19:L19=5.20mα19=60.50°c19=5.00kPaφ19=26.00°W19=283.25kN/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=146.22kN/mT19=70.12kN/mE18=237.61kN/mδ18=60.50°E19=61.58kN/mδ19=66.78°條塊

20:L20=6.49mα20=66.78°c20=5.00kPaφ20=26.00°W20=108.87kN/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=42.92kN/mT20=38.48kN/mE19=61.58kN/mδ19=66.78°E20=0.00kN/mδ20=0.00°分析2(工況階段2)圓弧滑動(dòng)面滑動(dòng)面參數(shù)圓心:x=50.38[m]角度:α1=-70.27[°]z=95.18[m]α2=1.06[°]半徑:R=53.32[m]自動(dòng)搜索后的滑動(dòng)面作用在樁上的力編號(hào)1抗滑樁（23.11;64.29[m]）

樁后滑坡推力：1196.45kN/m

樁前滑體抗力：140.16kN/m

滑面深度：14.92m

地表以下樁長(zhǎng)：22.00m邊坡穩(wěn)定性驗(yàn)算(不平衡推力法(隱式))安全系數(shù)=1.39>1.35邊坡穩(wěn)定性滿足要求抗滑樁驗(yàn)算1(工況階段2)抗滑樁:編號(hào)1抗滑樁（23.11;64.29[m]）分析:計(jì)算1(滑面圓弧)計(jì)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(shè)置中國(guó)-國(guó)家標(biāo)準(zhǔn)（GB）材料和規(guī)范混凝土結(jié)構(gòu)設(shè)計(jì):中國(guó)規(guī)范GB50010-2010鋼結(jié)構(gòu)設(shè)計(jì):中國(guó)規(guī)范GB50017-2003開挖分析驗(yàn)算方法:中國(guó)規(guī)范主動(dòng)土壓力計(jì)算方法:Coulomb理論被動(dòng)土壓力計(jì)算方法:Mazindrani(Rankine)理論地震荷載分析:GB50330-2013中國(guó)建筑邊坡工程技術(shù)規(guī)范土的水平反力系數(shù)計(jì)算:中國(guó)規(guī)范滑面以下壓力計(jì)算:中國(guó)規(guī)范-彈性錨桿驗(yàn)算驗(yàn)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(jié)構(gòu)長(zhǎng)度=22.00m截面名稱:排樁d=1.60m;a=3.00m樁身材料:混凝土自動(dòng)計(jì)算的嵌固段計(jì)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=14.92m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=1196.45kN/m樁前滑體抗力P=140.16kN/m滑坡推力分布圖形:三角形滑體抗力分布圖形:三角形結(jié)構(gòu)材料依據(jù)規(guī)范對(duì)鋼筋混凝土結(jié)構(gòu)進(jìn)行分析中國(guó)規(guī)范GB50010-2010.混凝土:C30抗壓強(qiáng)度標(biāo)準(zhǔn)值fck=20.10MPa抗拉強(qiáng)度標(biāo)準(zhǔn)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(qiáng)度fyk=400.00MPa橫向鋼筋:HRB400屈服強(qiáng)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(hào)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(shí)）。巖土材料基本參數(shù)-(總應(yīng)力狀態(tài))φcu,ccu編號(hào)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/m3參數(shù):m=7.00MN/m4

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/m3參數(shù):m=10.00MN/m4

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/m3參數(shù):m=100.00MN/m4

強(qiáng)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:無黏性土參數(shù):K=30.00MN/m3

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:無黏性土參數(shù):K=50.00MN/m3

強(qiáng)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:無黏性土參數(shù):K=20.00MN/m3

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=14.00°內(nèi)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(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:無黏性土參數(shù):m=100.00MN/m4

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:無黏性土參數(shù):m=10.00MN/m4

剖面土層和指定材料位置信息地表標(biāo)高=64.29m剖面土層和指定材料編號(hào)地層厚度深度高程巖土材料圖例t[m]z[m][m]17.790.00..7.7964.29..56.50回填土210.637.79..18.4256.50..45.87碎石土37.5918.42..26.0145.87..38.28強(qiáng)風(fēng)化泥灰?guī)r438.1426.01..64.1538.28..0.14中風(fēng)化泥灰?guī)r5-64.15..0.14..-中風(fēng)化泥灰?guī)r開挖墻體前面土層開挖到深度8.63m.坑底形狀編號(hào)坐標(biāo)深度x[m]z[m]10.000.002-0.890.463-8.255.464-18.4010.465-21.0811.646-31.5815.187-40.3217.388-41.3217.38起點(diǎn)[0,0]位于坑底。z軸正方向豎直向下。墻后坡面編號(hào)坐標(biāo)深度x[m]z[m]10.000.0020.100.0037.930.0048.71-0.91512.91-5.91618.95-10.91722.15-12.91822.31-13.01923.31-13.01起點(diǎn)[0,0]位于結(jié)構(gòu)右上邊角點(diǎn)正坐標(biāo)+z為豎直向下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(hào)超載作用超載1超載2起點(diǎn)x坐標(biāo)長(zhǎng)度深度新建修改[kN/m2][kN/m2]x[m]l[m]z[m]1是可變作用35.000.314.00坡面輸入錨桿編號(hào)添加深度名稱補(bǔ)張拉錨固力錨桿z[m]F[kN]1是2.001x715.2mm1320MPa400.002是4.001x715.2mm1320MPa400.003是6.001x715.2mm1320MPa400.00新建錨桿列表1x715.2mm1320MPa錨桿類型:錨索規(guī)格型號(hào):中國(guó)深度:z=2.00m自由段長(zhǎng)度:l=14.00m錨固段長(zhǎng)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(yù)應(yīng)力:F=400.00kN材料強(qiáng)度設(shè)計(jì)值:fu=1320.00MPa抗拔強(qiáng)度(巖土與錨固體):采用粘結(jié)強(qiáng)度計(jì)算錨固段直徑:d=200.0mm巖土層與錨固體粘結(jié)強(qiáng)度:f=290.00kPa抗拔強(qiáng)度(鋼筋與砂漿):采用混凝土強(qiáng)度計(jì)算混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范:中國(guó)規(guī)范GB50010-2010混凝土抗拉強(qiáng)度:ft=1.43MPa鋼筋類型系數(shù):α=1.47鋼筋根數(shù)-粘結(jié)強(qiáng)度折減系數(shù):γr=0.701x715.2mm1320MPa錨桿類型:錨索規(guī)格型號(hào):中國(guó)深度:z=4.00m自由段長(zhǎng)度:l=14.00m錨固段長(zhǎng)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(yù)應(yīng)力:F=400.00kN材料強(qiáng)度設(shè)計(jì)值:fu=1320.00MPa抗拔強(qiáng)度(巖土與錨固體):采用粘結(jié)強(qiáng)度計(jì)算錨固段直徑:d=200.0mm巖土層與錨固體粘結(jié)強(qiáng)度:f=290.00kPa抗拔強(qiáng)度(鋼筋與砂漿):采用混凝土強(qiáng)度計(jì)算混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范:中國(guó)規(guī)范GB50010-2010混凝土抗拉強(qiáng)度:ft=1.43MPa鋼筋類型系數(shù):α=1.47鋼筋根數(shù)-粘結(jié)強(qiáng)度折減系數(shù):γr=0.701x715.2mm1320MPa錨桿類型:錨索規(guī)格型號(hào):中國(guó)深度:z=6.00m自由段長(zhǎng)度:l=14.00m錨固段長(zhǎng)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(yù)應(yīng)力:F=400.00kN材料強(qiáng)度設(shè)計(jì)值:fu=1320.00MPa抗拔強(qiáng)度(巖土與錨固體):采用粘結(jié)強(qiáng)度計(jì)算錨固段直徑:d=200.0mm巖土層與錨固體粘結(jié)強(qiáng)度:f=290.00kPa抗拔強(qiáng)度(鋼筋與砂漿):采用混凝土強(qiáng)度計(jì)算混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范:中國(guó)規(guī)范GB50010-2010混凝土抗拉強(qiáng)度:ft=1.43MPa鋼筋類型系數(shù):α=1.47鋼筋根數(shù)-粘結(jié)強(qiáng)度折減系數(shù):γr=0.70全局設(shè)置結(jié)構(gòu)的離散數(shù)量=100土壓力分析:根據(jù)分析設(shè)置進(jìn)行折減截面最小壓力被認(rèn)為是σa,min=0.20σz結(jié)構(gòu)重要性系數(shù)γ0=1.00工況階段設(shè)置設(shè)計(jì)狀況:持久設(shè)計(jì)狀況分析結(jié)果滑面以上作用在樁上的力深度被動(dòng)土壓力主動(dòng)土壓力[m][kPa][kPa]00.000.008.630.0092.718.630.0092.7114.9244.53160.33土的水平反力系數(shù)和結(jié)構(gòu)內(nèi)力的分布深度結(jié)構(gòu)前kh,p結(jié)構(gòu)后kh,z位移土壓力剪力彎矩[m][MN/m3][MN/m3][mm][kPa][kN/m][kNm/m]0.000.000.00-25.760.000.000.001.100.000.00-24.5911.82-6.502.381.980.000.00-23.6621.27-21.0613.901.980.000.00-23.6621.27-21.0613.902.000.000.00-23.6421.49-21.4914.322.000.000.00-23.6421.49107.3014.322.200.000.00-23.4323.63102.79-6.693.300.000.00-22.2635.4570.30-103.084.000.000.00-21.5042.9742.85-142.994.000.000.00-21.5042.97171.64-142.994.400.000.00-21.0547.27153.59-208.105.500.000.00-19.7659.0895.10-346.076.000.000.00-19.1464.4664.21-386.016.000.000.00-19.1464.46193.00-386.016.600.000.00-18.3570.90152.40-489.827.700.000.00-16.7582.7267.90-612.178.630.000.00-15.2392.67-13.30-638.178.630.000.00-15.2192.72-14.04-638.068.800.000.00-14.9293.33-29.48-634.459.900.000.00-12.8697.37-134.37-544.7411.000.000.00-10.60101.40-243.69-337.2112.100.000.00-8.22105.44-357.45-6.9913.200.000.00-5.83109.47-475.65450.8114.300.000.00-3.62113.51-598.291041.0714.920.000.00-2.53115.78-669.451434.4714.93491.300.00-2.52-1237.69-664.951439.8115.40528.060.00-1.81-953.64-148.501625.9316.50613.860.00-0.57-349.25557.241339.6317.600.001760.000.18312.56644.34618.5018.700.0030.000.6820.39125.02236.4719.800.0030.001.0932.6395.68113.8620.900.0030.001.4543.5553.7130.6022.000.0030.001.8054.08-0.00-0.00土的水平反力系數(shù)和結(jié)構(gòu)內(nèi)力的分布-詳細(xì)結(jié)果深度結(jié)構(gòu)前kh,p結(jié)構(gòu)后kh,z位移土壓力剪力彎矩[m][MN/m3][MN/m3][mm][kPa][kN/m][kNm/m]0.000.000.00-25.760.000.000.000.220.000.00-25.532.36-0.260.020.440.000.00-25.294.73-1.040.150.660.000.00-25.067.09-2.340.510.880.000.00-24.839.45-4.161.221.100.000.00-24.5911.82-6.502.381.320.000.00-24.3614.18-9.364.121.540.000.00-24.1316.54-12.746.541.760.000.00-23.9018.91-16.649.761.980.000.00-23.6621.27-21.0613.901.980.000.00-23.6621.27-21.0613.902.000.000.00-23.6421.49-21.4914.322.000.000.00-23.6421.49107.3014.322.200.000.00-23.4323.63102.79-6.692.420.000.00-23.2026.0097.33-28.722.640.000.00-22.9628.3691.35-49.482.860.000.00-22.7330.7284.85-68.873.080.000.00-22.5033.0977.84-86.783.300.000.00-22.2635.4570.30-103.083.520.000.00-22.0237.8162.24-117.673.740.000.00-21.7840.1853.66-130.433.960.000.00-21.5442.5444.56-141.243.960.000.00-21.5442.5444.56-141.244.000.000.00-21.5042.9742.85-142.994.000.000.00-21.5042.97171.64-142.994.180.000.00-21.3044.90163.73-173.184.400.000.00-21.0547.27153.59-208.104.620.000.00-20.8049.63142.93-240.724.840.000.00-20.5551.99131.75-270.955.060.000.00-20.2954.36120.05-298.665.280.000.00-20.0356.72107.84-323.735.500.000.00-19.7659.0895.10-346.075.720.000.00-19.4961.4581.84-365.545.940.000.00-19.2263.8168.06-382.046.000.000.00-19.1464.4664.21-386.016.000.000.00-19.1464.46193.00-386.016.160.000.00-18.9366.17182.55-416.056.380.000.00-18.6468.54167.73-454.596.600.000.00-18.3570.90152.40-489.826.820.000.00-18.0473.26136.54-521.617.040.000.00-17.7375.63120.16-549.867.260.000.00-17.4177.99103.26-574.447.480.000.00-17.0980.3685.84-595.257.700.000.00-16.7582.7267.90-612.177.920.000.00-16.4085.0849.45-625.098.140.000.00-16.0587.4530.47-633.898.360.000.00-15.6889.8110.97-638.468.580.000.00-15.3192.17-9.05-638.688.630.000.00-15.2392.67-13.30-638.178.630.000.00-15.2192.72-14.04-638.068.800.000.00-14.9293.33-29.48-634.459.020.000.00-14.5394.14-50.10-625.709.240.000.00-14.1394.95-70.90-612.399.460.000.00-13.7195.75-91.88-594.489.680.000.00-13.2996.56-113.04-571.959.900.000.00-12.8697.37-134.37-544.7410.120.000.00-12.4298.17-155.88-512.8110.340.000.00-11.9898.98-177.56-476.1410.560.000.00-11.5399.79-199.43-434.6710.780.000.00-11.07100.60-221.47-388.3811.000.000.00-10.60101.40-243.69-337.2111.220.000.00-10.13102.21-266.09-281.1411.440.000.00-9.65103.02-288.66-220.1211.660.000.00-9.18103.82-311.42-154.1111.880.000.00-8.70104.63-334.34-83.0812.100.000.00-8.22105.44-357.45-6.9912.320.000.00-7.73106.24-380.7474.2112.540.000.00-7.25107.05-404.20160.5512.760.000.00-6.77107.86-427.84252.0712.980.000.00-6.30108.66-451.66348.8113.200.000.00-5.83109.47-475.65450.8113.420.000.00-5.37110.28-499.82558.1113.640.000.00-4.91111.09-524.17670.7513.860.000.00-4.47111.89-548.70788.7614.080.000.00-4.04112.70-573.41912.1914.300.000.00-3.62113.51-598.291041.0714.520.000.00-3.22114.31-623.351175.4514.740.000.00-2.83115.12-648.591315.3614.920.000.00-2.53115.78-669.451434.4714.93491.300.00-2.52-1237.69-664.951439.8114.96493.740.00-2.47-1218.86-626.571459.9915.18510.900.00-2.13-1085.92-372.931569.2415.40528.060.00-1.81-953.64-148.501625.9315.62545.220.00-1.51-823.6947.041636.4515.84562.380.00-1.24-697.43214.371607.0916.06579.540.00-0.99-575.87354.421543.9616.28596.700.00-0.77-459.69468.301452.9316.50613.860.00-0.57-349.25557.241339.6316.72631.020.00-0.39-244.61622.511209.4016.94648.180.00-0.22-145.52665.381067.3117.16665.340.00-0.08-51.51687.01918.1617.380.001738.000.0697.07689.58766.0917.600.001760.000.18312.56644.34618.5017.820.001782.000.29516.79552.98485.9918.040.001804.000.40712.72417.65378.4618.260.001826.000.49902.80239.89305.4118.480.0030.000.5917.67129.21264.4518.700.0030.000.6820.39125.02236.4718.920.0030.000.7723.01120.25209.4819.140.0030.000.8525.53114.90183.6119.360.0030.000.9327.97109.02158.9719.580.0030.001.0130.33102.61135.6819.800.0030.001.0932.6395.68113.8620.020.0030.001.1634.8988.2593.6220.240.0030.001.2437.1080.3375.0620.460.0030.001.3139.2771.9358.3120.680.0030.001.3841.4263.0543.4520.900.0030.001.4543.5553.7130.6021.120.0030.001.5245.6743.8919.8521.340.0030.001.5947.7833.6111.3221.560.0030.001.6649.8822.875.1021.780.0030.001.7351.9811.671.2922.000.0030.001.8054.08-0.00-0.00剪力最大值=689.58kN/m彎矩最大值=1636.45kNm/m位移最大值=25.8mm滑面處的結(jié)構(gòu)位移=2.5mm按深度驗(yàn)算土體承載力17.28m結(jié)構(gòu)后主動(dòng)土壓力=109.27kPa結(jié)構(gòu)前的被動(dòng)土壓力=180.12kPa樁的最大橫向壓應(yīng)力σ=31.67kPa土體承載力設(shè)計(jì)值Rd=70.85kPa巖石地基橫向承載力滿足要求按深度驗(yàn)算土體承載力22.00m結(jié)構(gòu)后主動(dòng)土壓力=115.26kPa結(jié)構(gòu)前的被動(dòng)土壓力=468.08kPa樁的最大橫向壓應(yīng)力σ=54.08kPa土體承載力設(shè)計(jì)值Rd=352.82kPa巖石地基橫向承載力滿足要求錨固力編號(hào)深度位移錨固力[m][mm][kN]12.00-23.6400.0024.00-21.5400.0036.00-19.1400.00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(hào)1截面結(jié)構(gòu)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]0.00-25.76-25.760.000.000.000.001.10-24.59-24.59-6.50-6.502.382.381.98-23.66-23.66-21.06-21.0613.9013.901.98-23.66-23.66-21.06-21.0613.9013.902.00-23.64-23.64-21.49-21.4914.3214.322.00-23.64-23.64107.30107.3014.3214.322.20-23.43-23.43102.79102.79-6.69-6.693.30-22.26-22.2670.3070.30-103.08-103.084.00-21.50-21.5042.8542.85-142.99-142.994.00-21.50-21.50171.64171.64-142.99-142.994.40-21.05-21.05153.59153.59-208.10-208.105.50-19.76-19.7695.1095.10-346.07-346.076.00-19.14-19.1464.2164.21-386.01-386.016.00-19.14-19.14193.00193.00-386.01-386.016.60-18.35-18.35152.40152.40-489.82-489.827.70-16.75-16.7567.9067.90-612.17-612.178.63-15.23-15.23-13.30-13.30-638.17-638.178.63-15.23-15.23-13.30-13.30-638.17-638.178.63-15.21-15.21-14.04-14.04-638.06-638.068.63-15.21-15.21-14.04-14.04-638.06-638.068.80-14.92-14.92-29.48-29.48-634.45-634.459.90-12.86-12.86-134.37-134.37-544.74-544.7411.00-10.60-10.60-243.69-243.69-337.21-337.2112.10-8.22-8.22-357.45-357.45-6.99-6.9913.20-5.83-5.83-475.65-475.65450.81450.8114.30-3.62-3.62-598.29-598.291041.071041.0714.92-2.53-2.53-669.45-669.451434.471434.4714.92-2.53-2.53-669.45-669.451434.471434.4714.93-2.52-2.52-664.95-664.951439.811439.8114.93-2.52-2.52-664.95-664.951439.811439.8115.40-1.81-1.81-148.50-148.501625.931625.9316.50-0.57-0.57557.24557.241339.631339.6317.600.180.18644.34644.34618.50618.5018.700.680.68125.02125.02236.47236.4719.801.091.0995.6895.68113.86113.8620.901.451.4553.7153.7130.6030.6022.001.801.80-0.00-0.00-0.00-0.00結(jié)構(gòu)上作用力的分布-詳細(xì)結(jié)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]0.00-25.76-25.760.000.000.000.000.22-25.53-25.53-0.26-0.260.020.020.44-25.29-25.29-1.04-1.040.150.150.66-25.06-25.06-2.34-2.340.510.510.88-24.83-24.83-4.16-4.161.221.221.10-24.59-24.59-6.50-6.502.382.381.32-24.36-24.36-9.36-9.364.124.121.54-24.13-24.13-12.74-12.746.546.541.76-23.90-23.90-16.64-16.649.769.761.98-23.66-23.66-21.06-21.0613.9013.901.98-23.66-23.66-21.06-21.0613.9013.902.00-23.64-23.64-21.49-21.4914.3214.322.00-23.64-23.64107.30107.3014.3214.322.20-23.43-23.43102.79102.79-6.69-6.692.42-23.20-23.2097.3397.33-28.72-28.722.64-22.96-22.9691.3591.35-49.48-49.482.86-22.73-22.7384.8584.85-68.87-68.873.08-22.50-22.5077.8477.84-86.78-86.783.30-22.26-22.2670.3070.30-103.08-103.083.52-22.02-22.0262.2462.24-117.67-117.673.74-21.78-21.7853.6653.66-130.43-130.433.96-21.54-21.5444.5644.56-141.24-141.243.96-21.54-21.5444.5644.56-141.24-141.244.00-21.50-21.5042.8542.85-142.99-142.994.00-21.50-21.50171.64171.64-142.99-142.994.18-21.30-21.30163.73163.73-173.18-173.184.40-21.05-21.05153.59153.59-208.10-208.104.62-20.80-20.80142.93142.93-240.72-240.724.84-20.55-20.55131.75131.75-270.95-270.955.06-20.29-20.29120.05120.05-298.66-298.665.28-20.03-20.03107.84107.84-323.73-323.735.50-19.76-19.7695.1095.10-346.07-346.075.72-19.49-19.4981.8481.84-365.54-365.545.94-19.22-19.2268.0668.06-382.04-382.046.00-19.14-19.1464.2164.21-386.01-386.016.00-19.14-19.14193.00193.00-386.01-386.016.16-18.93-18.93182.55182.55-416.05-416.056.38-18.64-18.64167.73167.73-454.59-454.596.60-18.35-18.35152.40152.40-489.82-489.826.82-18.04-18.04136.54136.54-521.61-521.617.04-17.73-17.73120.16120.16-549.86-549.867.26-17.41-17.41103.26103.26-574.44-574.447.48-17.09-17.0985.8485.84-595.25-595.257.70-16.75-16.7567.9067.90-612.17-612.177.92-16.40-16.4049.4549.45-625.09-625.098.14-16.05-16.0530.4730.47-633.89-633.898.36-15.68-15.6810.9710.97-638.46-638.468.58-15.31-15.31-9.05-9.05-638.68-638.688.63-15.23-15.23-13.30-13.30-638.17