抗滑桩计算书

云南省广南县董堡乡牧露村大牧露滑坡治理工程施工图设计抗滑桩内力及配筋计算书计算人：古华杰计算软件：北京理正岩土设计6.0版本2023年4月目录146881、工程概况 211202、计算内容 2126993、计算参数 2257694、计算条件 3109915、计算过程 319134计算项目：桩板式A型抗滑挡土墙 38349第1种情况:滑坡推力作用情况 46030第2种情况:库仑土压力(一般情况) 616322计算项目：桩板式B型抗滑挡土墙 831747第1种情况:滑坡推力作用情况 921720第2种情况:库仑土压力(一般情况) 1023808计算项目：桩板式C型抗滑挡土墙 136721第1种情况:滑坡推力作用情况 1430785第2种情况:库仑土压力(一般情况) 156178计算项目：D型无板抗滑桩 1822861第1种情况:滑坡推力作用情况 192070第2种情况:库仑土压力(一般情况) 2126322计算项目：E型无板抗滑桩 23899第1种情况:滑坡推力作用情况 2421553第2种情况:库仑土压力(一般情况) 2614746计算项目：桩板式F型抗滑挡土墙 2824568第1种情况:滑坡推力作用情况 294676第2种情况:库仑土压力(一般情况) 30203806、抗滑桩挡板计算 3334687、设计抗滑桩配筋计算表 381、工程概况广南县位于云南省东南部，文山壮族苗族自治州东北部，滇、黔、桂三省交界处。地处东经104°31′～105°39′，北纬23°29′～24°28′之间。东南与富宁县相接，南与西畴、麻栗坡县毗邻，西与砚山、邱北县接壤，东北与广西壮族自治区西林县相连，国土面积7810km2。广南县是一个集“山区、边疆、少数民族、贫困”四位一体的国家级特困县之一，也是云南省遭受到地质灾害威胁而存在安全隐患最为严重的县城之一。具地质灾害点数总量多、分布广、密度高的特点，广南县共有64个地质灾害隐患点，其中滑坡49处、崩塌9处、泥石流4条，地面塌陷2处，以滑坡较为发育。地质灾害隐患的存在制约了广南县城经济的发展，给本地人民群众生命财产安全带来了极大危害，上述问题已受到国家及省内有关主管部门的高度重视。广南县董堡乡牧露村大牧露滑坡自2023年5月斜坡上居民房屋一方面出现变形开裂现象，至6月份受强降雨影响，斜坡发生急剧变形破坏，滑坡体上横张裂隙、纵张裂隙发育，横张裂缝大体呈曲线形，总体延伸方向约15°-55°，裂缝宽约0.05-0.40m，垂直下错约0.05-1.80m，裂面多粗糙，局部少见擦痕，纵张裂隙重要发育两条，分布于滑坡侧壁附近，总体延伸方向约93°-105°，宽约0.05-0.30m，垂直下错约0.50-1.50m。滑坡前缘剪出口处挡墙受滑坡推移挤压变形损毁，放射状裂缝发育。受滑坡威胁滑体表面居民楼已损毁成为危房，目前滑体上居民已撤离，滑坡后缘侧壁还在居民生产生活，滑坡的存在直接威胁滑坡体表面及滑坡后缘侧壁居民生命财产安全，直接威胁坡脚大牧露小组景区项目的安全运营，间接影响滑坡后缘西南方向约70m大牧露学校的教学。为保证滑坡稳定，避免地质灾害的发生、发展，避免导致人员伤亡及财产损失，需对该滑坡进行综合治理。为此，受广南县国土资源局的委托，云南岩土工程勘察设计研究院承担了广南县董堡乡牧露村大牧露滑坡勘查及治理工程可行性研究工作。2、计算内容本次计算内容为抗滑桩的内力及配筋。3、计算参数大牧露滑坡滑面为第四系残坡积层与灰岩接触带，通过钻孔取样，得到第四系残坡积层含砾粉质粘土天然重度值取19.2KN∕m3，暴雨时土体饱和重度值取19.6KN∕m3，内聚力为27.8kPa，内摩擦角为8.5°，强风化泥质灰岩饱和状态下饱和重度值取26.2KN∕m3，内摩察角为35°。表1滑体天然、饱和重度取值情况表岩土体重度含砾粉质粘土天然(KN/m3)19.2饱和(KN/m3)19.6表2滑带土内聚力（C）及内摩擦角（）取值情况表岩土性质土体状态实验数据反算参数计算取值内聚力（kPa）内摩擦角（°）内聚力（kPa）内摩擦角（°）内聚力（kPa）内摩擦角（°）滑带土天然状态41.7515.5234.2011.4034.2011.40饱和状态29.498.9427.808.5027.808.504、计算条件抗滑桩锚固段分为两部分，上部为残坡积含砾粉质粘土，呈硬塑状，下部为强风化泥质灰岩，岩石较完整，较坚硬，但嵌入不深，故桩底支撑条件为铰接支承，经试算，计算方法采用“M”法。根据桩的内力分布特点，为了节省钢筋用量，减少工程费用，根据桩身各段的内力不同，配筋设计采用分段配筋的方法，配筋计算按《钢筋混凝土结构设计规范》有关公式计算。5、计算过程桩板式抗滑挡土墙验算计算项目：桩板式A型抗滑挡土墙原始条件:墙身尺寸:桩总长:13.000(m)嵌入深度:5.887(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:6.000(m)挡土板的类型数:2板类型号板厚(m)板宽(m)板块数10.3007.200120.3007.6001嵌入段土层数:2桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)11.97719.60080.00023.91126.200900.000初始弹性系数A:23.452(MN/m3)初始弹性系数A1:24.006(MN/m3)桩顶锚索水平刚度:0.000(MN/m)物理参数:挡土墙类型:一般挡土墙墙后填土内摩擦角:8.500(度)墙背与墙后填土摩擦角:8.500(度)墙后填土容重:19.600(kN/m3)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)15.9321.21727.2111.000地面横坡角度:7.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形墙后剩余下滑力水平分力220.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2023)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=371.151(kN/m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=6503.679(kN-m)距离桩顶9.521(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=2290.339(kN)距离桩顶11.662(m)桩顶位移=9(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-9-0.00020.2630.191-2.173-9-0.00030.5271.526-8.691-9-0.00040.7905.152-19.556-8-0.00051.05412.212-34.765-8-0.00061.31723.851-54.321-8-0.00071.58141.214-78.222-8-0.00081.84465.447-106.469-7-0.00092.10897.693-139.062-7-0.000102.371139.099-176.000-7-0.000112.634190.808-217.284-6-0.000122.898253.965-262.914-6-0.000133.161329.715-312.889-6-0.000143.425419.204-367.210-6-0.000153.688523.576-425.877-5-0.000163.952643.975-488.889-5-0.000174.215781.548-556.247-5-0.000184.479937.437-627.951-4-0.000194.7421112.789-704.000-4-0.000205.0051308.749-784.395-4-0.000215.2691526.460-869.136-4-0.000225.5321767.068-958.222-3-0.000235.7962031.718-1051.654-3-0.000246.0592321.555-1149.432-3-0.000256.3232637.723-1251.556-3-0.000266.5862981.368-1358.025-2-0.000276.8503353.633-1468.840-2-0.000287.1133750.513-1525.333-2-23.479297.3814154.507-1483.233-2-79.270307.6484544.312-1422.201-2-103.195317.9164915.643-1347.850-1-119.088328.1835265.657-1265.288-1-127.741338.4515592.803-1179.072-1-130.016348.7195896.674-1093.157-1-126.838358.9866177.840-1010.864-1-119.190369.2546437.670-608.838-1-1082.721379.5216503.67974.274-0-959.536389.7896397.920668.657-0-817.4563910.0566145.8271165.191-0-667.0004010.3245774.3311561.372-0-517.4374110.5925310.2081860.406-0-376.5684210.8594778.6742070.186-0-250.5964311.1274202.2822202.201-0-144.0814411.3943600.0962270.445-0-59.9444511.6622987.1812290.33900.4684611.9302374.3502277.704037.3074712.1971768.1952247.786052.1374812.4651171.3762214.338047.8594912.732583.1212188.743028.6615013.000-0.0001089.578-0-0.000=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为7.113(m)处的库仑积极土压力第1破裂角：71.861(度)Ea=485.744Ex=480.409Ey=71.798(kN)作用点高度Zy=2.467(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=14769.610(kN-m)距离桩顶9.521(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=5200.200(kN)距离桩顶11.662(m)桩顶位移=21(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-21-0.00020.2630.581-6.621-20-0.00030.5274.652-26.485-20-0.00040.79015.650-59.029-19-0.00051.05436.662-101.925-18-0.00061.31770.107-153.407-18-0.00071.581118.245-213.476-17-0.00081.844183.339-282.132-17-0.00092.108267.651-359.375-16-0.000102.371373.444-445.205-15-0.000112.634502.979-539.622-15-0.000122.898658.519-642.626-14-0.000133.161842.326-754.217-13-0.000143.4251056.661-874.394-13-0.000153.6881303.788-1003.159-12-0.000163.9521585.969-1140.510-11-0.000174.2151905.464-1286.449-11-0.000184.4792264.538-1440.974-10-0.000194.7422665.451-1604.086-10-0.000205.0053110.467-1775.785-9-0.000215.2693601.847-1956.071-8-0.000225.5324141.853-2144.944-8-0.000235.7964732.748-2342.404-7-0.000246.0595376.794-2548.451-7-0.000256.3236076.254-2763.085-6-0.000266.5866833.388-2986.305-6-0.000276.8507650.459-3218.113-5-0.000287.1138529.729-3458.508-5-53.310297.3819445.725-3362.919-4-179.980307.64810329.502-3224.349-4-234.294317.91611171.336-3055.545-3-270.368328.18311964.774-2868.108-3-290.002338.45112706.297-2672.380-2-295.155348.71913394.981-2477.345-2-287.929358.98614032.127-2290.539-2-270.554369.25414620.837-1378.006-1-2457.589379.52114769.610172.494-1-2177.841389.78914528.5221521.506-1-1855.2203910.05613955.3282648.339-1-1513.6054010.32413111.1793547.325-0-1174.0384110.59212056.8644225.759-0-854.2314210.85910849.6284701.567-0-568.2644311.1279540.6705000.851-0-326.4854411.3948173.2635155.388-0-135.5274511.6626781.6005200.20001.5564611.9305390.2145171.211085.1114712.1974014.0615103.0420118.6904812.4652659.1585026.9230108.8804912.7321323.7424968.699065.1875013.0000.0002473.447-0-0.000

桩板式抗滑挡土墙验算计算项目：桩板式B型抗滑挡土墙原始条件:墙身尺寸:桩总长:14.000(m)嵌入深度:5.473(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:6.000(m)挡土板的类型数:3板类型号板厚(m)板宽(m)板块数10.3009.000120.3007.378130.3007.0001嵌入段土层数:2桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)12.47019.60080.00023.00326.200900.000初始弹性系数A:28.454(MN/m3)初始弹性系数A1:29.003(MN/m3)桩顶锚索水平刚度:0.000(MN/m)物理参数:挡土墙类型:一般挡土墙墙后填土内摩擦角:8.500(度)墙背与墙后填土摩擦角:8.500(度)墙后填土容重:19.600(kN/m3)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)11.6690.29825.0000.000地面横坡角度:6.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形墙后剩余下滑力水平分力500.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2023)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=703.672(kN/m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=16761.971(kN-m)距离桩顶11.119(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=8153.439(kN)距离桩顶13.712(m)桩顶位移=30(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.000-0.000-0.000-30-0.00020.2840.379-4.000-29-0.00030.5683.032-16.000-29-0.00040.85310.232-36.000-28-0.00051.13724.254-64.000-27-0.00061.42147.371-100.000-26-0.00071.70581.856-144.000-25-0.00081.990129.985-196.000-24-0.00092.274194.030-256.000-23-0.000102.558276.265-324.000-23-0.000112.842378.965-400.000-22-0.000123.126504.402-484.000-21-0.000133.411654.851-576.000-20-0.000143.695832.585-676.000-19-0.000153.9791039.879-784.000-18-0.000164.2631279.005-900.000-17-0.000174.5481552.239-1024.000-17-0.000184.8321861.853-1156.000-16-0.000195.1162210.121-1296.000-15-0.000205.4002599.318-1444.000-14-0.000215.6843031.716-1600.000-13-0.000225.9693509.591-1764.000-12-0.000236.2534035.214-1936.000-12-0.000246.5374610.862-2116.000-11-0.000256.8215238.806-2304.000-10-0.000267.1065921.321-2500.000-9-0.000277.3906660.681-2704.001-9-0.000287.6747459.159-2916.000-8-0.000297.9588319.030-3136.001-7-0.000308.2429242.567-3364.001-6-0.000318.52710232.041-3600.000-6-82.664328.81511252.054-3445.805-5-263.993339.10312217.296-3229.638-5-336.328349.39113112.767-2970.387-4-383.643359.67913928.647-2685.123-3-408.569369.96714659.764-2388.952-3-413.9353710.25515305.010-2094.880-2-402.7393810.54315866.701-1813.703-2-378.1213910.83116349.950-1553.917-2-343.3364011.11916761.971-342.329-1-3021.3894111.40716547.1801681.256-1-2598.3474211.69515793.3373393.631-1-2157.1214311.98414591.9854792.141-1-1726.7074412.27213032.4095892.732-0-1329.7654512.56011196.9616725.137-0-981.9214612.8489157.8127327.659-0-691.3554713.1366975.2287741.757-0-458.6424813.4244697.4958006.561-0-276.7494913.7122362.3558153.439-0-131.1515014.000-0.0004100.333-0-0.000=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为8.527(m)处的库仑积极土压力第1破裂角：49.526(度)Ea=513.517Ex=507.876Ey=75.903(kN)作用点高度Zy=2.912(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=17251.676(kN-m)距离桩顶11.119(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=8372.350(kN)距离桩顶13.712(m)桩顶位移=31(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-31-0.00020.2840.457-4.823-30-0.00030.5683.655-19.292-30-0.00040.85312.337-43.407-29-0.00051.13729.240-77.130-28-0.00061.42156.996-119.452-27-0.00071.70597.865-169.402-26-0.00081.990154.015-226.981-25-0.00092.274227.614-292.188-24-0.000102.558320.831-365.023-23-0.000112.842435.833-445.486-22-0.000123.126574.788-533.577-22-0.000133.411739.866-629.297-21-0.000143.695933.233-732.645-20-0.000153.9791157.058-843.621-19-0.000164.2631413.509-962.225-18-0.000174.5481704.754-1088.457-17-0.000184.8322032.962-1222.318-16-0.000195.1162400.300-1363.807-15-0.000205.4002808.936-1512.924-15-0.000215.6843261.039-1669.669-14-0.000225.9693758.777-1834.043-13-0.000236.2534304.316-2023.044-12-0.000246.5374899.829-2185.674-11-0.000256.8215547.479-2372.932-10-0.000267.1066249.437-2567.818-10-0.000277.3907007.870-2770.333-9-0.000287.6747824.945-2980.475-8-0.000297.9588702.834-3198.246-7-0.000308.2429643.702-3423.646-7-0.000318.52710649.715-3656.672-6-84.956328.81511685.580-3498.230-5-271.235339.10312665.173-3276.168-5-345.458349.39113573.101-3009.920-4-393.944359.67914399.301-2717.041-3-419.415369.96715138.487-2413.054-3-424.7923710.25515789.549-2111.317-2-413.1673810.54316354.895-1822.910-2-387.7743910.83116839.795-1556.541-2-351.9634011.11917251.676-315.009-1-3095.9204111.40717021.2831757.996-1-2661.0604211.69516238.8303511.208-1-2207.8204311.98414998.3494942.110-1-1765.9664412.27213391.4986067.275-0-1358.7494512.56011502.7646917.416-0-1002.1904612.8489406.1227532.030-0-704.6684713.1367163.2857953.840-0-466.7494813.4244823.6178223.166-0-281.2014913.7122425.6188372.350-0-133.0975014.0000.0004210.138-0-0.000

桩板式抗滑挡土墙验算计算项目：桩板式C型抗滑挡土墙原始条件:墙身尺寸:桩总长:12.000(m)嵌入深度:5.137(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:6.000(m)挡土板的类型数:3板类型号板厚(m)板宽(m)板块数10.3008.061120.3004.890130.3006.7681嵌入段土层数:1桩底支承条件:铰接计算方法:M法土层序号土层厚(m)重度(kN/m3)M(MN/m4)15.13719.60080.000初始弹性系数A:23.180(MN/m3)初始弹性系数A1:23.477(MN/m3)桩顶锚索水平刚度:0.000(MN/m)物理参数:挡土墙类型:一般挡土墙墙后填土内摩擦角:8.500(度)墙背与墙后填土摩擦角:5.000(度)墙后填土容重:19.600(kN/m3)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)12.2360.19123.0720.439地面横坡角度:5.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形墙后剩余下滑力水平分力570.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2023)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.200=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=996.649(kN/m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=13853.942(kN-m)距离桩顶8.820(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=6716.377(kN)距离桩顶11.755(m)桩顶位移=40(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-40-0.00020.2450.428-5.235-39-0.00030.4903.421-20.939-38-0.00040.73511.548-47.112-37-0.00050.98027.372-83.755-36-0.00061.22653.461-130.867-35-0.00071.47192.380-188.449-34-0.00081.716146.697-256.500-33-0.00091.961218.976-335.020-32-0.000102.206311.784-424.010-31-0.000112.451427.687-523.469-30-0.000122.696569.251-633.398-29-0.000132.941739.043-753.796-28-0.000143.186939.628-884.663-27-0.000153.4311173.573-1026.000-26-0.000163.6771443.444-1177.806-25-0.000173.9221751.806-1340.082-24-0.000184.1672101.226-1512.827-23-0.000194.4122494.271-1696.041-22-0.000204.6572933.505-1889.725-21-0.000214.9023421.496-2093.878-20-0.000225.1473960.810-2308.500-19-0.000235.3924554.012-2533.592-18-0.000245.6375203.668-2769.154-17-0.000255.8835912.345-3015.184-16-0.000266.1286682.609-3271.684-16-0.000276.3737517.026-3538.653-15-0.000286.6188418.163-3816.092-14-0.000296.8639388.585-4104.000-13-149.210307.10810370.157-3855.325-12-514.548317.35211274.757-3484.443-11-698.381327.59712074.880-3010.508-10-851.574337.84112747.611-2451.804-10-975.608348.08613274.396-1825.682-9-1072.056358.33113640.805-1148.511-8-1142.555368.57513836.291-435.652-7-1188.772378.82013853.942298.554-7-1212.371389.06513690.2281040.774-6-1214.977399.30913344.7561778.641-5-1198.135409.55412820.0492500.699-5-1163.282419.79812121.3183196.332-4-1111.7074210.04311256.2803855.650-4-1044.5214310.28810234.9894469.384-3-962.6314410.5329069.6885028.748-3-866.7054510.7777774.7315525.283-2-757.1614611.0226366.5115950.707-2-634.1404711.2664863.4206296.732-1-497.4994811.5113285.9066554.896-1-346.7994911.7551656.5176716.377-0-181.3075012.000-0.0003385.908-0-0.000=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为6.863(m)处的库仑积极土压力第1破裂角：72.165(度)Ea=404.515Ex=402.976Ey=35.256(kN)作用点高度Zy=2.250(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=9699.745(kN-m)距离桩顶8.820(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=4711.063(kN)距离桩顶11.755(m)桩顶位移=28(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-28-0.00020.2450.238-2.910-27-0.00030.4901.902-11.639-27-0.00040.7356.483-26.974-26-0.00050.98015.741-49.843-25-0.00061.22631.544-80.389-25-0.00071.47155.776-118.610-24-0.00081.71690.316-164.507-23-0.00091.961137.047-218.081-22-0.000102.206197.849-279.331-22-0.000112.451274.606-348.256-21-0.000122.696369.197-424.858-20-0.000132.941483.504-509.136-20-0.000143.186619.410-601.090-19-0.000153.431778.794-700.721-18-0.000163.677963.540-808.027-18-0.000173.9221175.528-923.010-17-0.000184.1671416.640-1045.668-16-0.000194.4121688.757-1176.003-16-0.000204.6571993.761-1314.014-15-0.000214.9022333.533-1459.701-14-0.000225.1472709.954-1613.065-14-0.000235.3923124.907-1774.104-13-0.000245.6373580.273-1942.819-12-0.000255.8834077.931-2119.211-12-0.000266.1284619.767-2303.278-11-0.000276.3735207.659-2495.022-10-0.000286.6185843.489-2694.442-10-0.000296.8636529.140-2901.539-9-104.890307.1087223.205-2726.717-8-361.747317.3527863.154-2465.958-8-491.037327.5978429.646-2132.712-7-598.806337.8418906.558-1739.825-7-686.089348.0869280.834-1299.489-6-753.985358.3319542.317-823.208-6-803.639368.5759683.578-321.781-5-836.220378.8209699.745194.705-5-852.893389.0659588.321716.872-4-854.796399.3099349.0231236.017-4-843.013409.5548983.6151744.079-3-818.550419.7988495.7542233.582-3-782.3134210.0437890.8602697.562-3-735.0824310.2887176.0053129.489-2-677.4914410.5326359.7963523.174-2-610.0124510.7775452.3323872.657-2-532.9354611.0224465.1464172.101-1-446.3634711.2663411.1824415.667-1-350.1944811.5112304.8304597.393-1-244.12049