重庆路(四期)高边坡及支挡计算书

工程概况重庆路(四期)：采用城市主干道标准建设，双向六车道，设计时速60km/h。标准路幅宽度为38米，此外两侧各设置3.5米宽绿化带。设计遵循的主要规范及标准《建筑边坡工程技术规范》（GB50330-2013）《建筑基坑支护技术规程》（JGJ120-2012）《建筑地基基础设计规范》（GB50007-2011）《混凝土结构设计规范》（GB50010—2010（2015年版））；《城市道路工程设计规范》（CJJ37-2012）；《城市道路路基设计规范》（CJJ194-2013）；《城镇道路路基设计规范》（DBJ50-145-2012）；《建筑与市政地基基础通用规范》（GB55003-2021）；《工程结构通用规范》（GB55001-2021）；《建筑与市政工程抗震通用规范》（GB55002-2021）；《混凝土结构通用规范》（GB55008-2021）；《岩土锚杆与喷射混凝土支护工程技术规范》（GB50086–2015）；相关国家工程建设技术标准强制性条文。本次设计高边坡及支挡结构范围根据重庆路(四期)道路设计与现状地形的关系，应业主要求按渝建发[2010]166《关于进一步加强全市高切坡、深基坑和高填方项目勘察设计管理的意见》：本工程中重庆路(四期)统计整理共有8段高边坡，具体段落见表2.1：表2.1建筑高边坡段落表高边坡序号高边坡位置边坡类型（等级）坡长/m最大坡高/m边坡立面面积/m3防护形式1号高边坡K0+033.50～K0+200段左侧填方边坡（二级）166.522.8坡率法分级放坡+增强补压+拱形骨架护坡2号高边坡K0+033.50～K0+200段右侧填方边坡（二级）166.520.37坡率法分级放坡+增强补压+拱形骨架护坡3号高边坡K0+200～K0+440段左侧填方边坡（二级）24016.71坡率法分级放坡+拱形骨架护坡4号高边坡K0+200～K0+440段右侧填方边坡（二级）24015.02坡率法分级放坡+拱形骨架护坡5号高边坡K0+750～K0+860段右侧挖方边坡（二级）11017.58坡率法分级放坡+拱形骨架护坡6号高边坡K0+860～K0+960段左侧填方边坡（二级）10013.24坡率法分级放坡+拱形骨架护坡7号高边坡K0+955～K1+170段左侧填方边坡（二级）21515.08坡率法分级放坡+拱形骨架护坡8号高边坡K0+955～K1+170段右侧填方边坡（二级）21514.13坡率法分级放坡+拱形骨架护坡9号高边坡K1+180～K1+310段左侧填方边坡（二级）13011.97坡率法分级放坡+拱形骨架护坡挡墙编号起止桩号位置长度（m）挡墙形式2-1创新大道K1+360-K1+397左侧44衡重式挡墙编号起止桩号位置长度（m）挡墙形式2-1创新大道K1+360-K1+397左侧44衡重式挡墙编号起止桩号位置长度（m）挡墙形式2-1创新大道K1+360-K1+397左侧44衡重式挡墙编号起止桩号位置长度（m）挡墙形式2-1创新大道K1+360-K1+397左侧44衡重式岩土设计参数根据详勘报告，将场内岩土体的地质参数建议取值如下表3.1：表3.1岩土设计参数取值岩土名称正常工况饱和工况地基承载力基本容许值fa0（kPa）单轴饱和抗压强度frk（MPa）挡墙基底摩擦系数μ重度γ(kN/m3)粘聚力C（kPa）内摩擦角φ（°）重度γ(kN/m3)粘聚力C（kPa）内摩擦角φ（°）素填土（稍密）19526213.519.5250//粉质粘土（软塑）19.01252010380//粉质粘土（可塑）18.923.0111.4120.517.279.69130/0.2强风化砂岩22.5362524.028.820300/0.4中风化砂岩24.812004025.3100038200021.580.6强风化粉砂质泥岩22.0252023.02318200/0.3中风化粉砂质泥岩25.72203226.5210305002.220.4注：1）加*者为地区经验值。高边坡稳定性分析计算参数1、边坡设计工作年限：本工程高边坡按永久边坡进行设计，路基边坡设计使用年限为不低于道路设计使用年限。2、边坡安全等级：二级3、边坡防护工程稳定安全系数：1.304、边坡重要性系数：1.05、抗震设防烈度：Ⅵ度。6、设计荷载：坡面绿化及人群荷载5kpa，坡顶建筑荷载20kpa/层、车行荷载15kpa，后期使用不能超过此荷载。7、计算工况：一般工况。8、计算软件：理正岩土5.6。计算结果重庆路(四期)1号高边坡（1）K0+033.50～K0+200段左侧填方边坡工程概况：K0+033.50～K0+200段左侧边坡长约166.5m，呈直线展布，边坡坡向约284°，上覆土层主要为粉质粘土，厚度0.50～3.00m，多呈可塑状，填方基底部分位于溪沟，溪沟内及两侧有不均匀分布软塑状粉质粘土，厚度1.00～3.00m；下伏基岩为砂岩。该路段填方路基，按设计坡率（1：1.5～1：2.0）分级放坡后形成的填方边坡最大坡高约为22.8m。路段区现状地面线总体较平缓，下伏基岩面亦多平缓。重庆路(四期)K0+033.50～K0+200段左侧填方边坡，选用填高较高的典型断面K0+040断面，地质信息采用地质剖面1—1'进行圆弧滑动计算：计算结果表明滑动安全系数为1.315，满足要求，计算过程如下。（2）验算过程：计算项目：cql01[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数13坡面线号水平投影(m)竖直投影(m)超载数113.9526.976022.0000.0400314.0008.000042.0000.0400512.0008.000063.500-0.070077.500-0.1501超载1距离0.000(m)宽4.750(m)荷载(5.00--5.00kPa)270.00(度)80.000-0.1500913.7500.2061超载1距离0.000(m)宽13.750(m)荷载(15.00--15.00kPa)270.00(度)1013.500-0.2021超载1距离0.000(m)宽13.750(m)荷载(15.00--15.00kPa)270.00(度)110.0000.1500127.5000.1501超载1距离2.750(m)宽7.500(m)荷载(5.00--5.00kPa)270.00(度)133.5000.0700[土层信息]坡面节点数14编号X(m)Y(m)00.0000.000-113.9526.976-215.9527.016-329.95215.016-431.95215.056-543.95223.056-647.45222.986-754.95222.836-854.95222.686-968.70222.892-1082.20222.690-1182.20222.840-1289.70222.990-1393.20223.060附加节点数91编号X(m)Y(m)1-26.3392.2502-20.0312.0613-13.7941.4854-7.6980.1385-1.575-1.10564.671-1.605710.920-1.778817.167-2.163923.395-1.6701029.639-1.0941135.7390.0941242.0031.1021347.4823.8881453.4005.9351559.5267.1951665.6348.5321771.63610.3161877.49212.5341983.33614.7642089.33116.5592195.28918.45422101.23120.39423107.47320.24224107.47322.45825105.20222.60326103.50222.43527102.55222.73528100.50122.2512998.70221.0333096.90420.5913196.30120.2913295.25120.1623391.45219.2733487.30118.1073584.55218.0863682.05216.9023778.15116.8143873.80214.3723969.95214.1714066.00212.5884164.60211.0954261.95211.2674358.7519.0064455.5519.1784554.4028.1094652.0517.9984750.3517.5594849.4026.0104948.6025.4725044.4025.1265139.9022.2115237.1522.1485335.3520.7005432.7510.7205530.502-0.5495626.952-0.4355725.051-1.371582.501-1.370591.302-0.40660-0.5980.18661-5.6491.26062-7.1982.06163-16.1022.39064-21.0222.95965-22.5323.58166-26.3393.58167-26.3391.31368-20.0550.97769-13.8380.29170-7.754-1.09571-1.639-2.340724.598-2.7177310.839-2.9307417.079-3.4097523.300-2.9297629.537-2.3547735.631-1.1797841.884-0.1647947.3732.5768053.2694.6568159.3885.9198265.4887.2508371.4879.0208477.34711.2088583.18013.4498689.13115.3198795.13917.08688101.24518.35889107.47318.40690-26.339-34.23191107.473-34.231不同土性区域数4区号重度饱和重度孔隙水压节点(kN/m3)(kN/m3)力系数编号118.90020.000(1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44,45,46,47,48,49,50,51,52,53,54,55,56,57,58,59,60,61,62,63,64,65,66,)222.50020.000(67,68,69,70,71,72,73,74,75,76,77,78,79,80,81,82,83,84,85,86,87,88,89,23,22,21,20,19,18,17,16,15,14,13,12,11,10,9,8,7,6,5,4,3,2,1,)324.80020.000(90,91,89,88,87,86,85,84,83,82,81,80,79,78,77,76,75,74,73,72,71,70,69,68,67,)419.00020.000(0,59,58,57,56,55,54,53,52,51,50,49,48,47,46,45,44,43,42,41,40,39,38,37,36,35,34,33,32,31,30,-13,-12,-11,-10,-9,-8,-7,-6,-5,-4,-3,-2,-1,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)123.01011.41010.00025.000236.00025.00010.00025.00031200.00040.00010.00025.000410.00025.00010.00025.000区号十字板?强度增十字板羲?强度增长系(kPa)长系数下值(kPa)数水下值1234不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(12.098,39.914)(m)滑动半径=41.708(m)滑动安全系数=1.315起始x终止x?liCi謎条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力m鑙超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)0.0010.882-16.2310.91810.00025.005.840.000.000.000.000.00-1.6313.400.860810.000.000.8821.763-14.9740.91210.00025.0017.340.000.000.000.000.00-4.4819.330.874220.000.001.7632.645-13.7240.90710.00025.0028.500.000.000.000.000.00-6.7624.910.887130.000.002.6453.526-12.4810.90310.00025.0039.310.000.000.000.000.00-8.5030.180.899560.000.003.5264.407-11.2440.89910.00025.0049.790.000.000.000.000.00-9.7135.140.911510.000.004.4075.288-10.0120.89510.00025.0059.940.000.000.000.000.00-10.4239.830.922990.000.005.2886.170-8.7850.89210.00025.0069.760.000.000.000.000.00-10.6544.260.933990.000.006.1707.142-7.4980.98123.01011.4188.000.000.000.000.000.00-11.4841.330.971380.000.007.1428.115-6.1520.97823.01011.4199.130.000.000.000.000.00-10.6243.350.977760.000.008.1159.088-4.8100.97623.01011.41109.840.000.000.000.000.00-9.2145.290.983580.000.009.08810.061-3.4700.97523.01011.41120.120.000.000.000.000.00-7.2747.150.988860.000.0010.06111.033-2.1320.97323.01011.41129.980.000.000.000.000.00-4.8448.930.993590.000.0011.03312.006-0.7950.97323.01011.41139.430.000.000.000.000.00-1.9350.640.997770.000.0012.00612.9790.5410.97323.01011.41148.460.000.000.000.000.001.4052.271.001410.000.0012.97913.9521.8780.97323.01011.41157.070.000.000.000.000.005.1553.841.004500.000.0013.95214.9523.2351.00223.01011.41165.450.000.000.000.000.009.3456.001.007090.000.0014.95215.9524.6121.00323.01011.41164.530.000.000.000.000.0013.2355.711.009130.000.0015.95216.6425.7780.69423.01011.41115.370.000.000.000.000.0011.6138.771.010400.000.0016.64217.3336.7320.69523.01011.41119.570.000.000.000.000.0014.0239.581.011140.000.0017.33318.0247.6890.69723.01011.41123.600.000.000.000.000.0016.5440.371.011590.000.0018.02419.0188.8581.00610.00025.00184.640.000.000.000.000.0028.4392.101.042800.000.0019.01820.01210.2431.01010.00025.00192.210.000.000.000.000.0034.1895.081.047260.000.0020.01221.00611.6341.01510.00025.00199.310.000.000.000.000.0040.1997.871.051120.000.0021.00622.00013.0321.02010.00025.00205.930.000.000.000.000.0046.44100.501.054380.000.0022.00022.99414.4381.02610.00025.00212.070.000.000.000.000.0052.88102.961.057030.000.0022.99423.98815.8531.03310.00025.00217.710.000.000.000.000.0059.47105.251.059050.000.0023.98824.98217.2781.04110.00025.00222.860.000.000.000.000.0066.19107.371.060430.000.0024.98225.97618.7131.05010.00025.00227.480.000.000.000.000.0072.98109.331.061150.000.0025.97626.97020.1621.05910.00025.00231.590.000.000.000.000.0079.82111.131.061210.000.0026.97027.96421.6231.06910.00025.00235.150.000.000.000.000.0086.65112.761.060590.000.0027.96428.95823.1001.08110.00025.00238.150.000.000.000.000.0093.44114.221.059250.000.0028.95829.95224.5931.09310.00025.00240.580.000.000.000.000.00100.12115.521.057190.000.0029.95230.95226.1091.11410.00025.00238.640.000.000.000.000.00105.02115.031.054360.000.0030.95231.95227.6501.12910.00025.00229.380.000.000.000.000.00106.45111.321.050720.000.0031.95232.95229.2121.14610.00025.00225.620.000.000.000.000.00110.11110.111.046260.000.0032.95233.95230.7991.16410.00025.00227.310.000.000.000.000.00116.39111.441.040940.000.0033.95234.95232.4121.18510.00025.00228.280.000.000.000.000.00122.36112.541.034700.000.0034.95235.95234.0551.20710.00025.00228.490.000.000.000.000.00127.95113.431.027510.000.0035.95236.95235.7301.23210.00025.00227.910.000.000.000.000.00133.09114.071.019310.000.0036.95237.95237.4411.26010.00025.00226.460.000.000.000.000.00137.68114.451.010030.000.0037.95238.95239.1931.29010.00025.00224.110.000.000.000.000.00141.62114.550.999600.000.0038.95239.95240.9891.32510.00025.00220.780.000.000.000.000.00144.81114.330.987940.000.0039.95240.95242.8361.36410.00025.00216.380.000.000.000.000.00147.12113.750.974930.000.0040.95241.95244.7401.40810.00025.00210.820.000.000.000.000.00148.40112.770.960460.000.0041.95242.95246.7081.45810.00025.00203.990.000.000.000.000.00148.48111.320.944390.000.0042.95243.95248.7521.51710.00025.00195.740.000.000.000.000.00147.17109.310.926520.000.0043.95244.82750.7441.38310.00025.00158.290.000.000.000.000.00122.5790.930.907970.000.0044.82745.70252.6851.44310.00025.00139.560.000.000.000.000.00110.9983.060.888840.000.0045.70246.57754.7171.51510.00025.00119.450.000.000.000.000.0097.5074.270.867720.000.0046.57747.45256.8571.60110.00025.0097.740.000.000.000.000.0081.8464.340.844290.000.0047.45248.36559.1811.78310.00025.0076.800.000.000.000.004.5769.8757.580.817530.000.0048.36549.27861.7301.92910.00025.0048.460.000.000.000.004.5746.7043.050.786620.000.0049.27850.19264.5132.12310.00025.0016.780.000.000.000.004.5719.2725.410.751100.000.00总的下滑力=3119.969(kN)总的抗滑力=4101.444(kN)土体部分下滑力=3119.969(kN)土体部分抗滑力=4101.444(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力 =0.000(kN)重庆路(四期)2号高边坡（1）K0+033.50～K0+200段右侧填方边坡工程概况：K0+033.50～K0+200段右侧边坡长约166.5m，呈直线展布，边坡坡向约104°，上覆土层主要为粉质粘土，厚度0.50～3.00m，多呈可塑状，填方基底部分位于溪沟，溪沟内及两侧有不均匀分布软塑状粉质粘土，厚度1.00～3.00m；下伏基岩为砂岩。该路段填方路基，按设计坡率（1：1.5～1：2.0）分级放坡后形成的填方边坡最大坡高约为20.3m，填方基底软土分布区域采用块、片石换填处治，路段区现状地面线总体较平缓，下伏基岩面亦多平缓。重庆路(四期)K0+033.50～K0+200段右侧填方边坡，选用填高较高的典型断面K0+140断面，地质信息采用地质剖面2—2'进行稳定性计算：计算结果表明滑动安全系数为1.318，满足要求，计算过程如下。（2）验算过程：计算项目：cql02[计算简图][控制参数]:采用规范: 通用方法计算目标: 安全系数计算滑裂面形状:圆弧滑动法不考虑地震[坡面信息]坡面线段数13坡面线号水平投影(m)竖直投影(m)超载数18.3904.195022.0000.0400314.0008.000042.0000.0400512.0008.000063.500-0.070077.648-0.1531超载1距离0.010(m)宽4.750(m)荷载(5.00--5.00kPa)270.00(度)80.000-0.1500913.2250.1981超载1距离0.010(m)宽13.750(m)荷载(15.00--15.00kPa)270.00(度)1012.472-0.1871超载1距离0.010(m)宽13.750(m)荷载(15.00--15.00kPa)270.00(度)110.0000.1500127.5460.1511超载1距离0.010(m)宽2.750(m)荷载(5.00--5.00kPa)270.00(度)133.5000.0700[土层信息]坡面节点数14编号X(m)Y(m)00.0000.000-18.3904.195-210.3904.235-324.39012.235-426.39012.275-538.39020.275-641.89020.205-749.53820.052-849.53819.902-962.76220.100-1075.23519.913-1175.23520.063-1282.78120.214-1386.28120.284附加节点数130编号X(m)Y(m)1-16.5380.1462-17.326-0.0493-17.326-1.4914-9.997-1.3925-4.644-1.61362.377-2.02676.208-2.05389.630-1.894916.883-1.6841021.469-2.5251125.437-2.4991232.480-2.0001336.369-2.1571439.751-1.8481544.647-1.1071649.115-0.9881752.573-1.0541858.8440.0861961.6980.5952070.2392.0542173.0072.7632277.3813.8462380.8534.4222487.3044.6402592.9444.5792698.6094.65427103.9814.67028106.4854.62929109.9634.60430116.1474.70731122.8734.71232122.8735.45133116.7535.39034113.1655.25635109.9595.30436105.3695.30437102.0775.3043898.3545.4063994.8825.3894091.8315.3604188.3225.4944283.8126.1264381.3636.4454477.3624.3024575.4634.2954672.7623.3334769.6632.8134868.3121.9044966.5622.1955064.7121.4855163.8621.4965262.7620.9875357.9121.1735455.9630.2295554.4120.2675652.9620.0185743.6620.0865840.763-0.4235933.963-0.9756032.963-0.7346129.663-1.0636228.012-0.7576323.912-0.9256423.513-1.1506520.262-0.8456619.512-1.0976714.812-1.3516813.912-1.0716913.162-1.3917011.792-1.1897111.362-1.3787210.013-1.325738.913-0.688747.812-0.581757.313-0.847765.462-0.312773.862-0.015783.412-0.122792.7120.222801.1120.276810.212-0.01282-0.6880.03783-1.437-0.28984-8.6870.24285-12.561-0.12686-12.9880.0648786.9626.73688108.7626.94489110.3126.50490110.3266.50491100.28112.2449298.28112.28493111.7126.44794122.8736.99895121.5626.65496117.7636.55397117.0636.82398114.9626.28099113.2136.789100-17.326-34.928101122.873-34.928102122.8732.413103116.5212.822104109.9282.804105106.4912.910106103.1113.03010797.3863.10210892.8343.01710988.3332.89711080.1612.88611176.5622.47611272.9221.95111370.2981.55011461.6710.01111556.488-0.92411652.573-1.55411749.115-1.48811844.647-1.60711939.634-2.36712032.480-2.50012130.057-2.57012225.437-2.99912321.469-3.02512416.883-2.1841259.630-2.3941266.118-2.5511272.377-2.526128-4.676-2.115129-9.997-2.014130-17.326-1.960不同土性区域数5区号重度饱和重度孔隙水压节点(kN/m3)(kN/m3)力系数编号118.90020.000(2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44,45,46,47,48,49,50,51,52,53,54,55,56,57,58,59,60,61,62,63,64,65,66,67,68,69,70,71,72,73,74,75,76,77,78,79,80,81,0,82,83,84,85,86,1,)219.00020.000(0,81,80,79,78,77,76,75,74,73,72,71,70,69,68,67,66,65,64,63,62,61,60,59,58,57,56,55,54,53,52,51,50,49,48,47,46,45,44,43,42,87,88,89,90,91,92,-13,-12,-11,-10,-9,-8,-7,-6,-5,-4,-3,-2,-1,)319.00020.000(42,41,40,39,38,37,36,35,34,33,32,94,95,96,97,98,99,93,90,89,88,87,)424.80020.000(100,101,102,103,104,105,106,107,108,109,110,111,112,113,114,115,116,117,118,119,120,121,122,123,124,125,126,127,128,129,130,)522.50020.000(130,129,128,127,126,125,124,123,122,121,120,119,118,117,116,115,114,113,112,111,110,109,108,107,106,105,104,103,102,31,30,29,28,27,26,25,24,23,22,21,20,19,18,17,16,15,14,13,12,11,10,9,8,7,6,5,4,3,)区号粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)力(kPa)擦角(度)123.01011.41010.00025.000210.00025.00010.00025.000310.00026.00010.00025.00041200.00040.00010.00025.000536.00025.00010.00025.000区号十字板?强度增十字板羲?强度增长系(kPa)长系数下值(kPa)数水下值12345不考虑水的作用[计算条件]圆弧稳定分析方法:Bishop法土条重切向分力与滑动方向反向时:当下滑力对待稳定计算目标:自动搜索最危险滑裂面条分法的土条宽度:1.000(m)搜索时的圆心步长:1.000(m)搜索时的半径步长:0.500(m)计算结果:[计算结果图]最不利滑动面:滑动圆心=(12.745,31.721)(m)滑动半径=33.510(m)滑动安全系数=1.318起始x终止x?liCi謎条实重浮力地震力渗透力附加力X附加力Y下滑力抗滑力m鑙超载竖向地震力地震力(m)(m)(度)(m)(kPa)(度)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)0.8131.165-20.5370.37610.00025.001.030.000.000.000.000.00-0.364.930.812090.000.001.1651.939-19.5140.82123.01011.419.370.000.000.000.000.00-3.1322.090.891310.000.001.9392.712-18.1170.81423.01011.4118.920.000.000.000.000.00-5.8823.940.902720.000.002.7123.412-16.7960.73123.01011.4125.110.000.000.000.000.00-7.2623.190.913010.000.003.4123.862-15.7710.46823.01011.4120.030.000.000.000.000.00-5.4515.640.920660.000.003.8624.662-14.6650.82723.01011.4142.920.000.000.000.000.00-10.8729.150.928590.000.004.6625.462-13.2550.82223.01011.4152.010.000.000.000.000.00-11.9230.810.938180.000.005.4626.387-11.7440.94523.01011.4171.100.000.000.000.000.00-14.4737.600.947840.000.006.3877.313-10.1330.94023.01011.4182.390.000.000.000.000.00-14.4939.600.957410.000.007.3137.812-8.8970.50623.01011.4149.020.000.000.000.000.00-7.5822.180.964240.000.007.8128.390-7.9660.58423.01011.4160.520.000.000.000.000.00-8.3926.320.969090.000.008.3908.913-7.0170.52623.01011.4156.930.000.000.000.000.00-6.9524.150.973770.000.008.9139.463-6.0940.55323.01011.4160.700.000.000.000.000.00-6.4425.470.978060.000.009.46310.013-5.1490.55223.01011.4161.370.000.000.000.000.00-5.5125.500.982200.000.0010.01310.390-4.3530.37823.01011.4142.440.000.000.000.000.00-3.2217.500.985470.000.0010.39011.362-3.1970.97323.01011.41115.310.000.000.000.000.00-6.4346.100.989890.000.0011.36211.792-1.9970.43023.01011.4154.600.000.000.000.000.00-1.9021.040.994050.000.0011.79212.477-1.0430.68523.01011.4191.250.000.000.000.000.00-1.6634.280.997040.000.0012.47713.1620.1280.68523.01011.4196.420.000.000.000.000.000.2235.211.00