木洞黄金大道南延伸段K2+780～K3+060右侧滑坡应急治理工程设计计算书

木洞黄金大道南延伸段K2+780～K3+060右侧滑坡应急治理工程设计计算书目录TOC\o"1-3"\h\u0计算书总说明 -4-0.1设计计算工况 -4-0.2设计参数选取 -4-0.3计算原理及计算方法 -5-0.4计算分析 -5-1滑坡稳定性验算 -6-1.1地质模型 -6-1.2计算模型与工况 -6-1.3稳定性计算结果与评价 -7-1.4按设计标高开挖后稳定性计算结果与评价 -8-1.5清除第一层砂岩（第一滑面）稳定性计算结果与评价 -9-1.6调整路面设计标高后稳定性计算结果与评价 -9-2抗滑桩设计计算 -10-2.1A1型抗滑桩设计计算 -10-2.2A2型抗滑桩设计计算 -16-2.3A3型抗滑桩设计计算 -23-2.4A4型抗滑桩设计计算 -29-4桩基横向容许承载力验算 -35-5排水沟计算 -36-6锚索设计计算 -39-0计算书总说明0.1设计计算工况根据勘察报告，木洞黄金大道南延伸段K2+780～K3+060右侧滑坡稳定性验算工况为：工况1：自重+地表荷载工况2：自重+地表荷载+20年一遇暴雨木洞黄金大道南延伸段K2+780～K3+060右侧滑坡方案设计计算工况采用最不利荷载组合工况2，设计安全系数为1.35。0.2设计参数选取滑坡方案设计参数取值依据勘察报告提供为准备，具体如下：1）滑体土砂岩天然重度取24.90kN/m3，饱和重度取25.10kN/m3。泥岩天然重度取26.00kN/m3，饱和重度取26.20kN/m3。2）滑带土第一层砂岩与第二层泥岩接触面（第一滑面）抗剪强度：天然重塑剪内聚力C=22.50Kpa，摩擦角φ=12.50°；饱和重塑剪内聚力C=21.85Kpa，摩擦角φ=12.00°。第二层泥岩与第三层砂岩接触面（第二滑面）抗剪强度：天然重塑剪内聚力C=22.00Kpa，摩擦角φ=12.50°；饱和重塑剪内聚力C=20.40Kpa，摩擦角φ=12.00°。第二层泥岩层面内部抗剪强度：天然重塑剪内聚力C=27.00Kpa，摩擦角φ=14.00°；饱和重塑剪内聚力C=25.00Kpa，摩擦角φ=13.50°。第三层砂岩层面内部抗剪强度：天然重塑剪内聚力C=26.00Kpa，摩擦角φ=14.50°；饱和重塑剪内聚力C=24.00Kpa，摩擦角φ=14.00°。3）滑床滑床岩体为砂岩及泥岩，岩体参数取值由室内岩石测试值按折减系数进行折减，其折减系数分别为：岩体抗压强度取0.67，岩体抗拉强度取0.30，岩体内摩擦角取0.8，岩体粘聚力取0.2，岩体变形模量和弹性模量取0.67。滑床岩体参数建议值见表2.3-1：表2.3-1岩体物理力学指标值建议值指标名称强风化泥岩中风化泥岩强风化砂岩中风化砂岩天然重度（kN/m3）25.80*26.0024.70*24.90天然抗压强度标准值（MPa）/4.21/21.27饱和抗压强度标准值（MPa）/2.72/15.67抗拉强度标准值（MPa）/0.093/0.447内摩擦角（°）/29.2/31.2内聚力（MPa）/0.262/0.752变形模量（MPa）/1246/2826弹性模量（MPa）/1280/2922泊松比/0.35/0.23浅基础承载力特征值（Kpa）3009524005484岩石与M30砂浆锚固体极限粘结强度标准值（Kpa）/350/900水平抗力系数（MN/m3）/65/220综合分析地表裂隙调查和钻孔揭露裂隙知，强风化岩体网状风化裂隙发育，岩体属较破碎；中等风化岩体整体较完整。岩体基本质量等级泥岩属Ⅴ类，砂岩属Ⅳ类。4）泥岩边坡岩体类型为Ⅲ类，等效内摩擦角取55°。0.3计算原理及计算方法稳定性验算和推力计算，采用基于极限平衡理论、规范推荐的传递系数法；重力式抗滑挡墙设计采用理正6.5软件进行分析和计算。0.4计算分析地下水作用的分析：一是地下水对坡体物质的软化作用和对滑带或变形集中带的抗剪强度的弱化作用，在计算中采用饱和抗剪强度；该处无稳定地下水位，计算时不考虑地下水的作用。相关荷载分析：滑体位于地下水位线之上采用天然重度，滑体位于地下水位线之下采用浮重力，计算动水压力；暴雨工况时入渗深度内的滑体采用饱和重度。坡体上无建筑荷载。1滑坡稳定性验算1.1地质模型根据测绘及简易钻孔揭示，滑坡主要沿岩土界面滑动为主，对剖面进行稳定性分析计算。计算公式按《地质灾害防治工程勘察规范》DB50/143-2003执行。1.2计算模型与工况根据测绘及简易钻探揭示，滑动面呈折线形状，为定量分析滑坡稳定性，按不平衡推力法，对滑坡进行稳定性分析计算。不平衡推力法计算公式如下：图6.2.1-1传递系数法计算说明图（1）（2）（3）（4）（5）（6）式中EQEQEQ―稳定性系数；―传递系数。—第计算条块滑体抗滑力（kN/m）；—第计算条块滑体下滑力（kN/m）；—第计算条块滑体在滑动面法线上的反力(kN/m);—第计算条块滑动面上岩土体的粘结强度标准值(kPa)—第计算条块滑带土的内摩擦角标准值（°）；—第计算条块滑动面长度(m);—第计算条块自重与建筑等地面荷载之和（kN/m）（本场零星建筑物分布，建筑物为多年的农村居住用房，荷载低，可不考虑荷载）；－第计算条块底面倾角（°），反倾时取负值； —岩土体的天然容重(kN/m3); —岩土体的饱和容重(kN/m3)。 滑动面为沿岩土界面滑动，前缘从土体较薄处剪出。滑坡体无荷载加载的现象，不考虑荷载的影响。（1）工况组合由于暴雨对滑坡稳定性影响较大，拟采用两种工况对滑坡稳定性进行计算。①天然工况（自重：整个滑坡体的自重）②自重+暴雨（水作用力：考虑暴雨对滑体稳定性产生的影响，饱和重度）（2）不考虑地下水作用根据工程地质测绘及调查，场地地下水量贫乏，无统一地下水水位，本次滑坡稳定性分析考虑地下水渗流形成的动水压力对滑坡的影响。1.3稳定性计算结果与评价根据计算结果，对滑坡进行稳定性分析评价，根据规范，取滑坡稳定性安全系数为1.05；对其稳定性系数是否达到安全系数为标准分为如下几种状态，当稳定系数K＞1.15为稳定，1.15≥K＞1.05基本稳定，1.05≥K＞1.0为欠稳定，K＜1.0为不稳定。稳定性计算成果表滑面剖面编号工况1(天然)工况2（饱和）稳定系数剩余下滑力（安全系数1.35）KN/m稳定系数剩余下滑力（安全系数1.35）KN/m第一滑面1-1’1.281172.481.231226.712-2’1.0861616.661.0431876.653-3’1.243566.481.194743.914-4’1.079915.171.0381052.725-5’1.1042081.861.0502567.94第二滑面1-1’1.0741640.871.0171933.902-2’1.0763327.851.0233945.703-3’1.0923139.921.0333839.184-4’1.2052152.321.0913878.32在天然工况下滑坡为基本稳定，在最不利（暴雨）工况下为欠稳定～基本稳定。1.4按设计标高开挖后稳定性计算结果与评价稳定性计算成果表滑面剖面编号工况1(天然)工况2（饱和）稳定系数剩余下滑力（安全系数1.35）KN/m稳定系数剩余下滑力（安全系数1.35）KN/m第三潜在滑面1-1’1.1501922.561.0962467.382-2’1.2361701.741.1792559.023-3’1.297860.271.2341889.644-4’1.303942.371.2422169.915-5’1.1285754.021.0727241.53在天然工况下滑坡为基本稳定，在最不利（暴雨）工况下为欠稳定～基本稳定。1.5清除第一层砂岩（第一滑面）稳定性计算结果与评价稳定性计算成果表滑面剖面编号工况1(天然)工况2（饱和）稳定系数剩余下滑力（安全系数1.35）KN/m稳定系数剩余下滑力（安全系数1.35）KN/m第二滑面1-1’1.162949.221.0981201.582-2’1.264701.761.1961119.353-3’1.2211091.411.1491635.004-4’1.311471.131.1781822.185-5’1.338500.841.285615.87第三潜在滑面1-1’1.1511997.791.0952464.832-2’1.1742170.651.1172783.103-3’1.2161728.251.1472491.344-4’1.2771565.551.2062559.565-5’1.331859.801.1832551.80在天然工况下滑坡为基本稳定，在最不利（暴雨）工况下为欠稳定～基本稳定。1.6调整路面设计标高后稳定性计算结果与评价剩余下滑力计算表2.4.2.1表剖面编号天然工况暴雨工况稳定系数稳定性剩余下滑力（KN/m）稳定系数稳定性剩余下滑力（KN/m）支挡位置剩余下滑推力（KN/m）1-1’1.227基本稳定721.491.162基本稳定1005.021125.82-2’1.158基本稳定1268.431.096基本稳定1652.472284.43-3’1.179基本稳定1175.791.166基本稳定1264.341808.34-4’1.356基本稳定25.251.274基本稳定711.301393.55-5’1.447稳定12.651.356稳定194.67不支挡6-6’和8-8’剖面在清除表层砂岩且提高右侧道路后，6-6’剖面位置滑体基本清除，不存在滑动问题，8-8’剖面在路面提高后不存在前缘临空，该位置滑坡稳定，故不存在稳定问题。2抗滑桩设计计算2.1A1型抗滑桩设计计算抗滑动桩验算计算项目：抗滑桩A1,剖面1-1’原始条件:墙身尺寸:桩总长:16.000(m)嵌入深度:8.000(m)截面形状:方桩桩宽:1.800(m)桩高:2.500(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12.00024.9000.000.000.0001.000250.00024.90031.20752.00220.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:1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)1锚索1.50014.43020.00200500.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:300(mm)场地环境:一般地区墙后填土内摩擦角:29.200(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):900.00横坡角以下填土的土摩阻力(kPa):900.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)115.0005.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力1200.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/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=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=750.000(kN/m)下部=750.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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=29680.189(kN-m)距离桩顶11.200(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=8672.281(kN)距离桩顶15.680(m)最大位移=45(mm)第1道锚索水平拉力=1069.380(kN)距离桩顶1.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-45.26-0.00020.37552.734-281.250-43.81-0.00030.750210.938-562.500-42.36-0.00041.125474.609-843.750-40.91-0.00051.500843.750-1125.000-39.46-0.00061.825901.436-299.370-38.20-0.00072.1501038.341-543.120-36.95-0.00082.4751254.464-786.870-35.70-0.00092.8001549.806-1030.620-34.45-0.000103.1251924.367-1274.370-33.20-0.000113.4502378.146-1518.120-31.96-0.000123.7752911.145-1761.870-30.72-0.000134.1003523.362-2005.620-29.48-0.000144.4254214.797-2249.370-28.25-0.000154.7504985.453-2493.120-27.03-0.000165.0755835.326-2736.870-25.81-0.000175.4006764.417-2980.620-24.60-0.000185.7257772.729-3224.370-23.40-0.000196.0508860.258-3468.120-22.22-0.000206.37510027.007-3711.870-21.04-0.000216.70011272.974-3955.620-19.89-0.000227.02512598.158-4199.370-18.74-0.000237.35014002.564-4443.120-17.62-0.000247.67515486.187-4686.870-16.52-0.000258.00017049.031-4930.620-15.44-0.000268.32018626.828-4930.620-14.41-0.000278.64020204.629-4930.620-13.40-0.000288.96021782.426-4930.620-12.42-0.000299.28023360.223-4930.620-11.47-0.000309.60024938.023-4930.620-10.56-0.000319.92026515.820-4930.620-9.68-0.0003210.24028093.617-4059.380-8.84-1944.7333310.56029113.822-2395.574-8.04-1769.1213410.88029626.785-884.949-7.29-1602.8093511.20029680.189480.902-6.57-1445.9663611.52029319.0081710.472-5.90-1298.6103711.84028585.4862812.211-5.28-1160.6273812.16027519.1933794.412-4.69-1031.7863912.48026157.0664665.114-4.14-911.7464012.80024533.5185432.009-3.64-800.0734113.12022680.5786102.360-3.16-696.2474213.44020628.0126682.935-2.73-599.6794313.76018403.4987179.941-2.32-509.7104414.08016032.8477598.973-1.93-425.6294514.40013540.1597944.967-1.58-346.6794614.72010948.0648222.164-1.24-272.0624715.0408277.9728434.072-0.91-200.9494815.3605550.2638583.451-0.60-132.4854915.6802784.5608672.281-0.30-65.7975016.0000.0004350.879-0.00-0.000(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)1-0.0009000900051520.3759000900051530.7509000900051541.1259000900051551.5009000900051561.8259000900051572.1509000900051582.4759000900051592.80090009000515103.12590009000515113.45090009000515123.77590009000515134.10090009000515144.42590009000515154.75090009000515165.07590009000515175.40090009000515185.72590009372515196.050900010638515206.375900012007515216.700900013481515227.025900015063515237.350900016757515247.675900018565515258.000900020493515268.320900022462515278.640900024456515288.960900026476515299.280900028523515309.600900030598515319.9209000327015153210.2409000348365153310.5609000362325153410.8809000369405153511.2009000370145153611.5209000365155153711.8409000355075153812.1609000340555153912.4809000322205154012.8009000300635154113.1209000276386174213.4409000249968194313.7609000221829924414.08090001923711374514.40090001619712574614.72090001309513534715.0409000995914274815.3609000900014794915.6809000900015105016.00090009000515=====================================================================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：41.238(度)Ea=345.239Ex=329.260Ey=103.815(kN)作用点高度Zy=2.667(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=3473.384(kN-m)距离桩顶11.520(m)面侧最大弯矩=928.613(kN-m)距离桩顶4.750(m)最大剪力=1122.454(kN)距离桩顶15.680(m)最大位移=5(mm)第1道锚索水平拉力=568.479(kN)距离桩顶1.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-5.29-0.00020.3750.452-3.617-5.16-0.00030.7503.617-14.469-5.02-0.00041.12512.209-32.556-4.88-0.00051.50028.939510.601-4.75-0.00061.825-132.637482.804-4.63-0.00072.150-284.295449.572-4.51-0.00082.475-424.270410.907-4.39-0.00092.800-550.796366.807-4.27-0.000103.125-662.106317.273-4.15-0.000113.450-756.435262.306-4.03-0.000123.775-832.016201.904-3.90-0.000134.100-887.084136.068-3.78-0.000144.425-919.87164.798-3.65-0.000154.750-928.613-11.906-3.53-0.000165.075-911.544-94.045-3.40-0.000175.400-866.896-181.617-3.27-0.000185.725-792.904-274.623-3.14-0.000196.050-687.802-373.064-3.01-0.000206.375-549.823-476.938-2.87-0.000216.700-377.203-586.247-2.74-0.000227.025-168.174-700.990-2.61-0.000237.35079.029-821.167-2.47-0.000247.675366.173-946.777-2.34-0.000258.000687.778-1010.941-2.20-0.000268.3201011.279-1010.941-2.07-0.000278.6401334.781-1010.941-1.94-0.000288.9601658.281-1010.941-1.81-0.000299.2801981.782-1010.941-1.69-0.000309.6002305.284-1010.941-1.57-0.000319.9202628.785-1010.941-1.45-0.0003210.2402952.286-879.491-1.33-293.4173310.5603191.659-627.504-1.22-269.0543410.8803353.889-396.889-1.12-245.7103511.2003445.668-186.711-1.02-223.4373611.5203473.3844.003-0.92-202.2643711.8403443.106176.244-0.83-182.2013812.1603360.588331.001-0.74-163.2393912.4803231.266469.249-0.66-145.3514012.8003060.268591.932-0.58-128.4964113.1202852.429699.952-0.51-112.6194213.4402612.300794.154-0.44-97.6544313.7602344.170875.323-0.38-83.5254414.0802052.093944.168-0.32-70.1464514.4001739.9031001.319-0.26-57.4244614.7201411.2481047.320-0.21-45.2574715.0401069.6181082.622-0.15-33.5434815.360718.3711107.582-0.10-22.1704915.680360.7661122.454-0.05-11.0275016.0000.000563.697-0.00-0.000(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)1-0.0009000900051520.3759000900051530.7509000900051541.1259000900051551.5009000900051561.8259000900051572.1509000900051582.4759000900051592.80090009000515103.12590009000515113.45090009000515123.77590009000515134.10090009000515144.42590009000515154.75090009000515165.07590009000515175.40090009000515185.72590009000515196.05090009000515206.37590009000515216.70090009000515227.02590009000515237.35090009000515247.67590009000515258.00090009000515268.32090009000515278.64090009000515288.96090009000515299.28090009000515309.60090009000515319.920900090005153210.240900090005153310.560900090005153410.880900090005153511.200900090005153611.520900090005153711.840900090005153812.160900090005153912.480900090005154012.800900090005154113.120900090005154213.440900090005154313.760900090005154414.080900090005154514.400900090005154614.720900090005154715.040900090005154815.360900090005154915.680900090005155016.000900090005152.2A2型抗滑桩设计计算抗滑动桩验算计算项目：抗滑桩A2，剖面2-2’原始条件:墙身尺寸:桩总长:18.000(m)嵌入深度:8.000(m)截面形状:方桩桩宽:2.500(m)桩高:3.000(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12.50024.9000.000.000.0001.000250.00024.90031.20752.00220.0001.000桩前滑动土层厚:0.000(m)锚杆（索）参数:锚杆道数:1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)1锚索1.50014.43020.00200800.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:29.200(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):900.00横坡角以下填土的土摩阻力(kPa):900.00坡线与滑坡推力:坡面线段数:1折线序号水平投影长(m)竖向投影长(m)115.0005.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力2300.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/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=1.000=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载矩形分布:桩后:上部=1150.000(kN/m)下部=1150.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(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=69419.242(kN-m)距离桩顶13.273(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=21353.564(kN)距离桩顶17.636(m)最大位移=133(mm)第1道锚索水平拉力=1800.215(kN)距离桩顶1.500(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-77.28-0.00020.37580.859-431.250-75.29-0.00030.750323.438-862.500-73.30-0.00041.125727.734-1293.750-71.31-0.00051.5001293.750-1725.000-69.31-0.00061.8701344.486-349.785-67.35-0.00072.2391552.287-774.785-65.39-0.00082.6091917.153-1199.785-63.43-0.00092.9782439.084-1624.785-61.48-0.000103.3483118.080-2049.785-59.52-0.000113.7173954.142-2474.785-57.57-0.000124.0874947.269-2899.785-55.62-0.000134.4576097.462-3324.785-53.67-0.000144.8267404.719-3749.785-51.73-0.000155.1968869.041-4174.785-49.80-0.000165.56510490.430-4599.785-47.87-0.000175.93512268.882-5024.785-45.95-0.000186.30414204.401-5449.785-44.04-0.000196.67416296.983-5874.785-42.14-0.000207.04318546.635-6299.785-40.26-0.000217.41320953.348-6724.785-38.39-0.000227.78323517.125-7149.785-36.53-0.000238.15226237.971-7574.785-34.70-0.000248.52229115.879-7999.785-32.89-0.000258.89132150.852-8424.784-31.10-0.000269.26135342.898-8849.785-29.34-0.000279.63038692.000-9274.785-27.60-0.0002810.00042198.172-9699.785-25.90-0.0002910.36445725.359-9699.785-24.26-0.0003010.72749252.563-9699.785-22.65-0.0003111.09152779.754-9699.785-21.08-0.0003211.45556306.953-9699.785-19.56-0.0003311.81859834.145-9699.785-18.08-0.0003412.18263361.336-9699.785-16.64-0.0003512.54566888.539-7564.202-15.25-3355.9163612.90968862.578-3479.728-13.92-3062.5453713.27369419.242238.894-12.64-2781.0063813.63668688.8363606.787-11.42-2511.3963914.00066796.1256639.052-10.24-2253.5944014.36463860.4389350.516-9.12-2007.2784114.72759995.75011755.476-8.05-1771.9434215.09155310.99613867.486-7.03-1546.9284315.45549910.30115699.168-6.05-1331.4274415.81843893.41817262.039-5.11-1124.5134516.18237356.10218566.369-4.21-925.1514616.54530390.61719621.059-3.33-732.2164716.90923086.21720433.521-2.48-544.5104817.27315529.85121009.613-1.64-360.7774917.6367806.51321353.564-0.82-179.7175018.0000.00010733.965-0.00-0.000(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)1-0.000150001500047720.375150001500047730.750150001500047741.125150001500047751.500150001500047761.870150001500047772.239150001500047782.609150001500047792.9781500015000477103.3481500015000477113.7171500015000477124.0871500015000477134.4571500015000477144.8261500015000477155.1961500015000477165.5651500015000477175.9351500015000477186.3041500015000477196.6741500016130477207.0431500018301477217.4131500020643477227.7831500023159477238.1521500025854477248.5221500028733477258.8911500031803477269.2611500035070477279.63015000385414772810.00015000422244772910.364150004598247730