两江新区人和组团M分区M9-202号地块项目基坑边坡支护工程施工图设计计算书

PAGEPAGE2两江新区人和组团M分区M9-2/02号地块项目基坑边坡支护工程施工图设计计算书PAGEPAGE2两江新区人和组团M分区M9-2/02号地块项目基坑边坡支护工程施工图设计计算书目录TOC\o"1-2"\h\z1.工程概况 12.设计依据 12.1《设计合同书》 12.2前期资料 12.3相关规范 13.设计参数 14.设计工况、标准及稳定性计算 34.1计算工况 34.2设计标准 34.3计算公式 45.挡墙结构计算 55.1ABC段 55.2CD段 65.3DE段 115.2FG段 151.工程概况重庆康田置业（集团）有限公司拟在两江新区人和组团M分区M9-2/02号地块新建两江新区人和组团M分区M9-2/02号地块项目，该项目的建设将形成基坑及环境边坡，故北京市建筑设计研究院有限公司（设计总包单位）委托我院进行基坑及边坡支护工程设计。基坑边坡均为临时边坡，安全等级为一~二级，边坡支护结构有效使用年限为2年。2.设计依据2.1《设计合同书》2.2前期资料《两江新区人和组团M分区M9-2/02号地块项目工程地质勘察报告（直接详细勘察）》重庆长江勘测设计院有限公司，2019.12；2.3相关规范（1）《建筑边坡工程技术规范》（GB50330-2013）；（2）《混凝土结构设计规范》（GB50010-2010）（2015版）；（3）《建筑基坑支护技术规程》（JGJ120-2012）；（4）《室外排水设计规范》(GB50014－2006)；（5）《建筑边坡工程施工质量验收标准》（GB/T51351-2019）。3.设计参数根据勘察成果统计及重庆地区经验，治理工程设计参数取值如下：岩土设计参数表岩性重度抗剪强度标准值地基承载力特征值边坡永久坡率值（岩体无外倾结构面和不利结构面组合；土体）基底摩擦系数kN/m3kPa岩坡高＜8m；土坡高＜5m岩坡高>8m；土坡高>5m素填土天然19*饱和19.5*综合内摩擦角天然30*饱和27*0/1：1.50*1:1.75*未来填土（压实度0.94）天然19.5*饱和20*综合内摩擦角天然33*饱和30*0/1：1.25*1:1.50*0.35粉质粘土天然20.0饱和20.5*内摩擦角天然10*饱和8*天然12；饱和10130*1：1.25*1:1.50*0.35强风化砂岩天然25.0*//500*1：0.75*0.50*强风化砂质泥岩天然25.5*//300*1：1.00*0.45*中风化砂岩天然25.5*32100065571：0.50*1：0.75*0.65*中风化砂质泥岩天然26.0*2930025211：0.75*1：1.00*0.55*裂隙面/18*50*////砂岩层面/35*130*////砂质泥岩层面/27*90*////砂岩与砂质泥岩胶结面/18*50*////岩石天然抗压强度标准值：中风化砂岩24.62MPa；中风化砂质泥岩6.95MPa。岩石饱和抗压强度标准值：中风化砂岩18.07MPa；中风化砂质泥岩4.39MPa。注：①Ⅲ类岩坡等效内摩擦角取52°*、Ⅳ类岩坡等效内摩擦角取42°*；②锚孔壁与M30砂浆的粘结强度标准值：中等风化砂岩取800kPa*、中等风化砂质泥岩取300kPa*；③岩体水平抗力系数：中等风化砂岩取:200MN/m3*；中等风化砂质泥岩取:45MN/m3*、土体水平抗力系数的比例系数：压实素填土取:15MN/m4*；④弹性模量：中风化砂岩取2500MPa*、中风化砂质泥岩取1000MPa*；⑤泊松比：中风化砂岩取0.25*、中风化砂质泥岩取0.15*；eq\o\ac(○,6)中风化砂岩抗拉强度取0.4Mpa*、中风化砂质泥岩抗拉强度取0.12Mpa。取值说明：1）加*者为重庆市地区经验值；2）结构面内摩擦角标准值、粘聚力标准值是根据结合程度，查《建筑边坡工程技术规范》（GB50330-2013）表4.3.1确定；3）根据《工程地质勘察规范》（DBJ50/T-043-2016）第10.3.4条、第10.3.5条，中等风化岩体内摩擦角标准值由岩石内摩擦角标准值乘以0.90的折减系数确定；粘聚力标准值由岩石粘聚力标准值乘以0.30的折减系数确定、抗拉强度标准值由岩石抗拉强度标准值乘以0.40的折减系数确定，时间效应系数取1.0；4）本表所列为综合取值，未考虑施工期和运营期的不利影响；设计、施工时应根据不同工程地质条件及意图分别选用，边坡岩体尚未考虑时间效应折减；5）嵌岩单桩竖向极限承载力标准值建议按《建筑桩基技术规范》（JGJ94－2008）执行，嵌岩桩基础其嵌岩深度由设计确定，填土负摩阻力系数取0.30。设计工况与标准：边坡安全等级：边坡安全等级均为一级，安全系数为1.25。工况组合：自重+地表荷载+暴雨；防治工程正常使用年限：临时边坡2年，永久边坡50年。地表荷载：道路荷载30kPa，人行荷载3kPa，栏杆顶部水平荷载1.0kN/m。设计工况与标准：边坡安全等级：边坡安全等级均为一~二级。工况组合：自重+地表荷载+暴雨；防治工程正常使用年限：临时边坡2年。地表荷载：道路荷载30kPa，人行荷载3kPa，栏杆顶部水平荷载1.0kN/m。4.设计工况、标准及稳定性计算4.1计算工况设计计算工况：自重+地表荷载+暴雨4.2设计标准二级临时边坡安全系数：1.20~1.30。4.3计算公式稳定性复核及推力计算采用《建筑边坡工程技术规范》中公式进行计算。5.挡墙结构计算5.1ABC段5.2.1AB段抗滑动桩验算计算项目：AB段原始条件:墙身尺寸:桩总长:28.000(m)嵌入深度:12.500(m)截面形状:圆桩桩径:1.800(m)桩间距:3.500(m)嵌入段土层数:2桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数18.00018.00015.00120.00200.0001.000250.00018.00015.00120.0045.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:200(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.500挡土墙类型:一般挡土墙墙后填土内摩擦角:42.000(度)墙背与墙后填土摩擦角:20.000(度)墙后填土容重:26.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)11.0000.00025.0000.000钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.250库仑土压力(一般情况)[土压力计算]计算高度为15.500(m)处的库仑主动土压力第1破裂角：26.152(度)Ea=571.012Ex=536.576Ey=195.298(kN)作用点高度Zy=5.167(m)(一)桩身内力计算计算方法:K法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=12926.705(kN-m)距离桩顶16.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=2511.493(kN)距离桩顶19.000(m)最大位移=99(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-98.78-0.00020.5000.407-2.443-95.52-0.00031.0003.257-9.771-92.27-0.00041.50010.993-21.985-89.01-0.00052.00026.056-39.085-85.75-0.00062.50050.891-61.070-82.49-0.00073.00087.940-87.940-79.24-0.00083.500139.646-119.696-75.98-0.00094.000208.451-156.338-72.73-0.000104.500296.798-197.866-69.48-0.000115.000407.131-244.278-66.24-0.000125.500541.891-295.577-63.00-0.000136.000703.522-351.761-59.77-0.000146.500894.466-412.831-56.55-0.000157.0001117.167-478.786-53.35-0.000167.5001374.066-549.627-50.17-0.000178.0001667.608-625.353-47.00-0.000188.5002000.234-705.965-43.87-0.000199.0002374.387-791.462-40.77-0.000209.5002792.510-881.845-37.70-0.0002110.0003257.046-977.114-34.68-0.0002210.5003770.438-1077.268-31.71-0.0002311.0004335.129-1182.308-28.81-0.0002411.5004953.561-1292.233-25.97-0.0002512.0005628.176-1407.044-23.22-0.0002612.5006361.418-1526.740-20.55-0.0002713.0007155.731-1651.323-17.99-0.0002813.5008013.556-1780.790-15.55-0.0002914.0008937.335-1915.143-13.23-0.0003014.5009929.513-2054.382-11.06-0.0003115.00010992.531-2198.506-9.05-0.0003215.50012128.834-2347.516-7.22-721.8543316.00012873.065-810.493-5.58-1116.2123416.50012926.705415.604-4.15-829.9743517.00012457.4611307.205-2.93-585.2653617.50011619.5011915.730-1.90-380.6483718.00010541.7312290.034-1.07-213.4843818.5009329.4672475.146-0.40-80.3443919.0008066.5862511.4930.1122.6494019.5006817.9742434.5110.5099.5444120.0005632.0752274.5550.77154.3544220.5004543.4192057.0480.95190.8954321.0003575.0271802.7981.06212.6764421.5002740.6211528.4351.11222.8224522.0002046.5931246.9201.12224.0284622.5001493.701968.1031.09218.5384723.0001078.489699.2941.04208.1434823.500794.407445.8240.97194.1894924.000632.665298.3100.8939.9605024.500496.097250.6040.7935.7645125.000382.061208.4140.6931.2045225.500287.683172.1460.5926.3645326.000209.915142.1100.4721.3125426.500145.573118.5360.3616.1065527.00091.379101.5890.2410.7935627.50043.98491.3790.125.4135728.0000.00043.984-0.00-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)10.0002545508930220.5002545508930231.0002545508930241.5002545508930252.0002545508930262.5002545508930273.0002545508930283.5002545508930294.00025455089302104.50025455089302115.00025455089302125.50025455089302136.00025455089302146.50025455089302157.00025455089302167.50025455089302178.00025455089302188.50025455089302199.00025455089302209.500289757943022110.000338967793022210.500393878763022311.000454590903022411.5005214104273022512.0005948118973022612.5006753135073022713.0007633152673022813.5008591171823022914.0009633192663023014.50010761215223023115.00011983239653023215.50013304266083023316.00014178283563023416.50014241284823023517.00013690273793023617.50012710254193023718.00011464229283023818.50010076201533023919.0008650173013024019.5007259145193024120.0005953119053024220.500476995383024321.000372974573024421.500284256843024522.000254550893024622.500254550893024723.000254550893024823.500254550893024924.000254550893025024.500254550893025125.000254550893025225.500254550893025326.000254550893025426.500254550893025527.000254550893025627.500254550893025728.000254550893025.2.2BC段抗滑动桩验算计算项目：BC段原始条件:墙身尺寸:桩总长:13.000(m)嵌入深度:6.000(m)截面形状:圆桩桩径:1.000(m)桩间距:5.000(m)嵌入段土层数:2桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数18.00018.00015.00120.00200.0001.000250.00018.00015.00120.0045.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:200(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋挡土墙类型:一般挡土墙墙后填土内摩擦角:42.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:26.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)11.0000.50025.0000.000地面横坡角度:20.000(度)墙顶标高:0.000(m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.250库仑土压力(一般情况)[土压力计算]计算高度为7.000(m)处的库仑主动土压力第1破裂角：26.180(度)Ea=131.582Ex=125.492Ey=39.567(kN)作用点高度Zy=2.423(m)(一)桩身内力计算计算方法:K法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=2087.611(kN-m)距离桩顶7.522(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=756.690(kN)距离桩顶7.000(m)最大位移=43(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-42.88-0.00020.2590.109-1.266-41.34-0.00030.5190.875-5.062-39.80-0.00040.7782.953-11.390-38.26-0.00051.0377.000-20.249-36.73-0.00061.29613.671-31.639-35.19-0.00071.55623.622-45.535-33.65-0.00081.81537.472-61.625-32.11-0.00092.07455.740-79.623-30.58-0.000102.33378.923-99.531-29.04-0.000112.593107.514-121.348-27.51-0.000122.852142.009-145.073-25.99-0.000133.111182.902-170.708-24.47-0.000143.370230.689-198.252-22.96-0.000153.630285.864-227.704-21.46-0.000163.889348.923-259.066-19.98-0.000174.148420.360-292.336-18.51-0.000184.407500.669-327.515-17.06-0.000194.667590.347-364.604-15.63-0.000204.926689.888-403.601-14.23-0.000215.185799.787-444.507-12.86-0.000225.444920.538-487.322-11.53-0.000235.7041052.637-532.047-10.23-0.000245.9631196.579-578.680-8.99-0.000256.2221352.859-627.222-7.80-0.000266.4811521.971-677.673-6.68-0.000276.7411704.410-730.033-5.62-0.000287.0001898.285-756.690-4.64-465.669297.2612038.816-362.875-3.74-748.898307.5222087.611-48.987-2.94-588.034317.7832064.375193.869-2.23-446.353328.0431986.462374.657-1.62-323.668338.3041868.901502.132-1.10-219.282348.5651724.480584.637-0.66-132.128358.8261563.873629.954-0.30-60.887369.0871395.809645.209-0.02-4.088379.3481227.243636.8220.2039.810389.6091063.553610.4860.3672.359399.870908.728571.1780.4895.0644010.130765.547523.1850.55109.3524110.391635.762470.1490.58116.5444210.652520.252415.1200.59117.8384310.913419.178360.6180.57114.3024411.174332.104308.6900.53106.8694511.435258.122260.9790.4896.3474611.696195.941218.7720.4283.4214711.957143.980183.0640.3468.6694812.217100.430154.5990.2652.5734912.47863.320133.9120.1835.5385012.73930.563121.3620.0917.9125113.0000.00058.579-0.00-0.000(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000432016820.259432016830.519432016840.778432016851.037432016861.296432016871.556432016881.815432016892.0744320168102.3334320168112.5934320168122.8524320168133.1114320168143.3704320168153.6304320168163.8894320168174.1484320168184.4074320168194.6674657168204.9265601168215.1856682168225.4447914168235.7049310168245.96310883168256.22212646168266.48114612168276.74116792168287.00019169168297.26120927168307.52221544168317.78321250168328.04320269168338.30418805168348.56517035168358.82615107168369.08713140168379.34811224168389.6099427168399.87077921684010.13063411684110.39150831684210.65243201684310.91343201684411.17443201684511.43543201684611.69643201684711.95743201684812.21743201684912.47843201685012.73943201685113.00043201685.2CD段抗滑动桩验算计算项目：A型抗滑桩原始条件:墙身尺寸:桩总长:15.000(m)嵌入深度:7.000(m)截面形状:圆桩桩径:1.200(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00018.00015.00120.0045.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:200(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋挡土墙类型:一般挡土墙墙后填土内摩擦角:42.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:26.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)11.0000.50025.0000.000地面横坡角度:20.000(度)墙顶标高:0.000(m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.250第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.000(m)处的库仑主动土压力第1破裂角：26.110(度)Ea=169.700Ex=161.846Ey=51.030(kN)作用点高度Zy=2.764(m)(一)桩身内力计算计算方法:K法 背侧--为挡土侧；面侧--为非挡土侧。背侧最大弯矩=2620.423(kN-m)距离桩顶8.913(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=809.226(kN)距离桩顶8.000(m)最大位移=55(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-55.35-0.00020.3080.146-1.425-53.54-0.00030.6151.169-5.699-51.73-0.00040.9233.945-12.822-49.92-0.00051.2319.352-22.795-48.10-0.00061.53818.266-35.618-46.29-0.00071.84631.527-50.943-44.48-0.00082.15449.836-68.421-42.67-0.00092.46273.853-88.050-40.86-0.000102.769104.241-109.831-39.06-0.000113.077141.662-133.762-37.25-0.000123.385186.777-159.845-35.46-0.000133.692240.249-188.079-33.66-0.000144.000302.739-218.464-31.88-0.000154.308374.909-251.000-30.10-0.000164.615457.421-285.688-28.34-0.000174.923550.937-322.527-26.59-0.000185.231656.120-361.516-24.86-0.000195.538773.630-402.657-23.14-0.000205.846904.129-445.949-21.46-0.000216.1541048.281-491.392-19.80-0.000226.4621206.745-538.987-18.17-0.000236.7691380.185-588.732-16.58-0.000247.0771569.263-640.629-15.03-0.000257.3851774.640-694.677-13.53-0.000267.6921996.977-750.876-12.09-0.000278.0002236.938-809.226-10.71-239.585288.3042439.042-536.496-9.41-423.363298.6092563.500-297.984-8.18-368.236308.9132620.423-91.643-7.04-316.592319.2172619.28384.652-5.97-268.513329.5222568.896233.047-4.98-223.997339.8262477.428355.671-4.07-182.9793410.1302352.400454.594-3.23-145.3353510.4352200.719531.797-2.46-110.8963610.7392028.698589.151-1.77-79.4563711.0431842.105628.392-1.13-50.7823811.3481646.199651.111-0.55-24.6203911.6521445.777658.741-0.02-0.7054011.9571245.226652.5550.4721.2374112.2611048.570633.6590.9241.4784212.565859.521602.9961.3460.2874312.870681.529561.3541.7377.9194413.174517.827509.3682.1094.6184513.478371.479447.5332.46110.6074613.783245.416376.2172.80126.0834714.087142.477295.6783.14141.2194814.39165.438206.0773.47156.1554914.69617.039107.5063.80170.9955015.0000.00027.9924.13185.805(二)桩身配筋计算点号距顶距离 全部纵筋箍筋(m)(mm2)(mm2)10.000622020120.308622020130.615622020140.923622020151.231622020161.538622020171.846622020182.154622020192.4626220201102.7696220201113.0776220201123.3856220201133.6926220201144.0006220201154.3086220201164.6156220201174.9236220201185.2316220201195.5386220201205.8466220201216.1546612201226.4627783201236.7699103201247.07710583201257.38512235201267.69214074201278.00016109201288.30417863201298.60918959201308.91319465201319.21719454201329.52219007201339.826182002013410.130171082013510.435157992013610.739143402013711.043127882013811.348111962013911.65296112014011.95780722014112.26166142014212.56562202014312.87062202014413.17462202014513.47862202014613.78362202014714.08762202014814.39162202014914.69662202015015.00062202015.3DE段抗滑动桩验算计算项目：DE段抗滑桩改原始条件:墙身尺寸:桩总长:13.000(m)嵌入深度:6.000(m)截面形状:圆桩桩径:1.200(m)桩间距:4.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)K(MN/m3)被动土压力调整系数150.00018.00015.00120.0045.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:0锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:200(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)桩配筋形式:纵筋均匀配筋挡土墙类型:一般挡土墙墙后填土内摩擦角:33.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:26.000(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)11.5001.000210.0000.000地面横坡角度:20.000(度)墙顶标高:0.000(m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.250库仑土压力(一般情况)[土压力计算]计算高度为7.000(m)处的库仑主动土压力第1破裂角：32.284(度)Ea=213.319Ex=203.446Ey=64.146(kN)作用点高度Zy=2.505(m)(一)桩身内力计算计算方法:K法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=2995.732(kN-m)距离桩顶8.043(m)面侧最大弯矩=0.000(kN-m)距离桩顶13.000(m)最大剪力=1017.057(kN)距离桩顶7.000(m)最大位移=64(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-64.01-0.00020.2590.166-1.917-62.09-0.00030.5191.325-7.667-60.17-0.00040.7784.473-17.252-58.25-0.00051.03710.602-30.670-56.33-0.00061.29620.707-47.921-54.42-0.00071.55635.732-68.442-52.50-0.00081.81556.408-91.424-50.58