武隆县长坝镇集镇地质灾害综合治理工程茶田滑坡初步设计计算书

重庆市武隆区长坝镇集镇地质灾害综合治理工程茶田滑坡初步设计计算书重庆市武隆区长坝镇集镇地质灾害综合治理工程茶田滑坡初步设计计算书编制：审核：目录TOC\o"1-2"\h\z1.工程概况 12.设计依据 13.设计指标 24.设计参数 25.滑坡计算 35.1稳定性计算公式 35.2稳定性及推力计算 55.3茶田滑坡结构计算 6附表1茶田滑坡各剖面稳定性及推力计算 211.工程概况重庆市武隆区长坝镇集镇地质灾害综合治理工程茶田滑坡位于武隆区长坝镇红光村。滑坡产生于1999年8月，在连续数天暴雨的诱发下，8m宽的茶田街公路路面2/3下沉开裂，主裂缝长30m，下沉1.2m，造成严重的交通瘫痪；土体出现拉裂变形现象，导致地面及民房出现拉裂缝，顺着降雨，滑坡变形逐渐加剧，致使坡体变形破坏加剧；2010年9月，茶田滑坡再一次出现大的变形，上方公路发开裂生变形，坡体出现多处地面沉降拉裂等变形破坏现象，迄今为止，滑坡仍处于蠕滑变形阶段，安全储备不足。为保护长坝镇居民的生命财产安全，保障当地经济发展及维护社会的稳定，受重庆市武隆区地质环境监测站委托，我队承担了武隆区长坝镇集镇地质灾害综合治理工程茶田滑坡施工图设计的编制工作。2.设计依据1、《设计委托书》；2、《设计合同书》。3、《地质灾害防治工程设计规范》DB50/5029-2004，重庆地标；4、《重庆市武隆区长坝镇集镇地质灾害综合治理工程（石坝滑坡、庙堡滑坡、茶田滑坡、灯盏湾滑坡、鹰咀岩危岩、上坝滑坡、二响坡滑坡）勘查报告》，重庆市地质矿产勘查开发局南江水文地质工程地质队，2019.7；5、《混凝土结构设计规范》GB50010-2010；6、《建筑边坡工程技术规范》GB50330-2013；7、《滑坡防治工程设计与施工技术规范》DZ/T0219-2006；8、《三峡库区地质灾害防治工程设计技术要求》三峡库区地质灾害防治工作指挥部，2012.07；9、《铁路路基支挡结构设计规范》TB10025-2006；3.设计指标（1）地质灾害等级划分茶田滑坡后缘公路路面2/3下沉开裂，主裂缝长30m，下沉1.2m，造成严重的交通瘫痪；土体出现拉裂变形现象，导致地面及民房出现拉裂缝，顺着降雨，滑坡变形逐渐加剧，致使坡体变形破坏加剧；滑坡体上多处民房墙体、地面开裂、下沉，墙体裂缝长3~6m不等，张开宽3~5cm，有几处已形成危房，居民被迫搬迁，危及人数169人，经济损失2000万元。依据重庆市地方标准《地质灾害防治工程勘察规范》（DB50/143-2003）中4.2.2条地质灾害危害对象重要性及损失大小划分标准，地质灾害防治工程等级划分见表0.2-1；地质灾害防治工程等级为Ⅱ级。设计荷载组合a,设计荷载（1）自重：滑坡体自重；（2）暴雨：降雨入渗形成的滑体重量增加；（3）地面荷载：土体一定范围内存在人与车的活动及建筑物。b,计算工况根据重庆市地质灾害防治工程地质勘察技术要求，采用以下两种工况进行滑坡稳定性计算评价。天然状态：自重+地表荷载；饱和状态：自重+地表荷载+N年一遇暴雨。滑坡的防治工程等级均为二级，天然工况下安全系数取1.15，饱和工况下安全系数取1.15。4.设计参数以下参数取自《勘查报告》：表4-1茶田滑坡岩土参数表岩土参数项目滑坡滑体土滑坡滑带土强风化泥岩滑床中等风化泥岩中等风化砂岩碎块石夹粉质粘土(Q4col+dl)卵石土(Q4al+pl)天然重度(kN/m3)20.5025.0*25.525.920.521.5饱和重度(kN/m3)20.8020.822.5天然抗压强度标准值(MPa)7.549.2饱和抗压强度标准值(MPa)5.035.4天然内聚力C(kPa)22.514.227.437.5天然内摩擦角Φ(°)13.86.16603300饱和内聚力C(kPa)20.613.3饱和内摩擦角Φ(°)9.85.5地基承载力特征值(kPa)297019480180400基底摩擦系数0.500.550.350.40岩体水平抗力系数（MN/m3）80600与M30砂浆的粘结强度特征值（Kpa）3601200120160抗拉强度标准值(kPa)111876弹性模量(Mpa)119011270泊松比0.360.34土的水平抗力系数的比例系数（MN/m4）4050桩的极限侧阻力标准值110150块石土与卵石土接触面抗剪强度建议值：天然状态：c=17.8kPa，Φ=7.5°；饱和状态：c=16.9kPa，Φ=6.8°。防治工程设计基准期：50年防治工程正常使用年限：50年5.滑坡计算5.1稳定性计算公式⑴稳定性系数Fs计算公式：式中：Fs——滑坡稳定性系数ψi——第i块段的剩余下滑力传递至i+1块段时的传递系数（j=1）Ri——第i计算条块滑体抗滑力(kN/m)Ti——第i计算条块滑体下滑力(kN/m)Ni——第i计算条块滑体在滑动面法线上的分力(kN/m)ci——第i计算条块滑动面上岩土体的粘结强度标准值(kPa)φi——第i计算条块滑带土的内摩擦角标准值(°)li——第i计算条块滑动面长度(m)Wi——第i计算条块自重与建筑等地面荷载之和(kN/m)θi——第i计算条块底面倾角（°）反倾时取负值()Δpi——第i个条块土体两侧静水压力的合力(kN/m)Ui——第i个条块土体底部空隙压力(kN/m)γw——水的容重(kN/m3)Viu——第i计算条块岩土体的浸润线以上体积(m3/m)Vid——第i计算条块岩土体的浸润线以下体积(m3/m)γ——岩土体的天然容重(kN/m3)γsat——岩土体的饱和容重(kN/m3)Fi——第i计算条块所受地面荷载(kN）图孔隙水压力计算示意图5.2稳定性及推力计算各地灾点剖面计算的稳定系数复核结果见表5.2-1：表5.2-1各地灾点稳定性及推力计算结果地灾点名称剖面设计工况安全系数勘查计算设计复核复核后稳定性稳定系数剩余推力(kN/m)稳定系数剩余推力(kN/m)茶田滑坡C1-C1’1.151.10336.681.10336.68基本稳定暴雨1.151.004117.221.004117.22欠稳定C2-C2’整体（剪出口1）天然1.151.20301.2030稳定暴雨1.151.09263.831.

9263.83基本稳定整体（剪出口1）天然1.151.23001.2300稳定暴雨1.151.11924.601.11924.60基本稳定整体（LF4到剪出口1）天然1.151.17801.1780稳定暴雨1.151.077171.531.077171.53基本稳定整体（剪出口2）天然1.151.11468.651.11468.65基本稳定暴雨1.151.019258.371

019258.37欠稳定整体（LF4到剪出口2）天

1.151.27101.2710稳定暴雨1.151.14030.011.14030.01基本稳定整体（剪出口3）天然1.151.22601.2260稳定暴雨1.151.12370.291.12370.29基本稳定经稳定性计算（表5.2-1），各剖面稳定系数与勘查结论基本一致，稳定性判定亦吻合。在不利工况下：各地灾点处于基本稳定～欠稳定状态，在暴雨等外动力因素作用下，可能诱发滑坡的的失稳，因此对各地灾点滑坡进行治理是必要的。稳定性及推力计算见附表1。5.3茶田滑坡结构计算C1-C1’剖面段3E1型桩计算抗滑动桩验算计算项目：抗滑桩原始条件:墙身尺寸:桩总长:17.000(m)嵌入深度:7.500(m)截面形状:方桩桩宽:1.000(m)桩高:1.500(m)桩间距:5.000(m)嵌入段土层数:2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12.00025.00030.00180.0025.0001.00027.00025.500660.00360.0080.0001.000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: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:5.500(度)墙背与墙后填土摩擦角:1.900(度)墙后填土容重:25.900(kN/m3)横坡角以上填土的土摩阻力(kPa):80.00横坡角以下填土的土摩阻力(kPa):360.00坡线与滑坡推力:坡面线段数:3折线序号水平投影长(m)竖向投影长(m)112.4200.71120.0002.256312.2110.000地面横坡角度:7.300(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210.000(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=110.526(kN/m)下部=110.526(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=5801.408(kN-m)距离桩顶11.205(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=1521.920(kN)距离桩顶13.932(m)最大位移=77(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-77.04-0.00020.3396.362-37.500-74.70-0.00030.67925.446-75.000-72.36-0.00041.01857.254-112.500-70.02-0.00051.357101.786-150.000-67.69-0.00061.696159.040-187.500-65.35-0.00072.036229.018-225.000-63.02-0.00082.375311.719-262.500-60.69-0.00092.714407.143-300.000-58.37-0.000103.054515.290-337.500-56.05-0.000113.393636.161-375.000-53.73-0.000123.732769.754-412.500-51.43-0.000134.071916.071-450.000-49.13-0.000144.4111075.112-487.500-46.85-0.000154.7501246.875-525.000-44.59-0.000165.0891431.361-562.500-42.34-0.000175.4291628.571-600.000-40.11-0.000185.7681838.504-637.500-37.90-0.000196.1072061.160-675.000-35.72-0.000206.4462296.540-712.500-33.56-0.000216.7862544.643-750.000-31.44-0.000227.1252805.468-787.500-29.35-0.000237.4643079.018-825.000-27.30-0.000247.8043365.290-862.500-25.29-0.000258.1433664.285-900.000-23.33-0.000268.4823976.004-937.500-21.42-0.000278.8214300.446-975.000-19.56-0.000289.1614637.611-1012.500-17.76-0.000299.5004987.500-1050.000-16.03-200.817309.8415298.888-791.091-14.35-358.7873110.1825526.880-560.125-12.75-318.7143210.5235680.792-355.834-11.22-280.5413310.8645769.494-176.904-9.77-244.3203411.2055801.408-21.994-8.40-210.0833511.5455784.490243.633-7.11-569.0883611.8865635.294598.639-5.90-472.2623712.2275376.327889.737-4.77-381.6253812.5685028.6561121.051-3.71-296.8973912.9094611.9751296.480-2.72-217.6974013.2504144.6921419.639-1.79-143.5694113.5913644.0391493.812-0.93-74.0034213.9323126.1851521.920-0.11-8.4494314.2732606.3661506.5070.6753.6604414.6142099.0211449.7271.41112.8964514.9551617.9151353.3492.12169.8134615.2951176.2821218.7742.81224.9404715.636786.9331047.0573.48278.7624815.977462.380838.9434.15331.7044916.318214.926594.9124.80384.1235016.65956.759315.2265.45436.2895117.0000.00083.2466.10488.373(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)1-0.0003000300019120.3393000300019130.6793000300019141.0183000300019151.3573000300019161.6963000300019172.0363000300019182.3753000300019192.71430003000191103.05430003000191113.39330003000191123.73230003000191134.07130003000191144.41130003000191154.75030003000191165.08930003054191175.42930003447191185.76830003869191196.10730004320191206.44630004800191216.78630005311191227.12530005854191237.46430006429191247.80430007038191258.14330007682191268.48230008362191278.82130009079191289.16130009836191299.500300010634191309.8413000113561913110.1823000118911913210.5233000122561913310.8643000124681913411.2053000125441913511.5453000125031913611.8863000121481913712.2273000115371913812.5683000107291913912.909300097781914013.250300087331914113.591300076381914213.932300065291914314.273300054391914414.614300043971914514.955300034261914615.295300030001914715.636300030001914815.977300030001914916.318300030001915016.659300030001915117.00030003000191C2-C2’剖面段5E2型桩计算抗滑动桩验算计算项目：抗滑桩原始条件:墙身尺寸:桩总长:25.000(m)嵌入深度:12.000(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:4.500(m)嵌入段土层数:2桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数110.00022.50030.0060.0050.0001.000250.00022.50033.00180.0050.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:9.000(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:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:180(mm)场地环境:一般地区墙后填土内摩擦角:5.500(度)墙背与墙后填土摩擦角:1.900(度)墙后填土容重:25.900(kN/m3)横坡角以上填土的土摩阻力(kPa):80.00横坡角以下填土的土摩阻力(kPa):360.00坡线与滑坡推力:坡面线段数:3折线序号水平投影长(m)竖向投影长(m)112.4200.71120.0002.256312.2110.000地面横坡角度:7.300(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370.000(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=128.077(kN/m)下部=128.077(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=9.000(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=13706.183(kN-m)距离桩顶16.000(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2252.245(kN)距离桩顶20.500(m)最大位移=75(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-75.01-0.00020.50016.010-64.038-72.48-0.00031.00064.038-128.077-69.96-0.00041.500144.087-192.115-67.43-0.00052.000256.154-256.154-64.90-0.00062.500400.240-320.192-62.38-0.00073.000576.346-384.231-59.86-0.00083.500784.471-448.269-57.34-0.00094.0001024.615-512.308-54.83-0.000104.5001296.779-576.346-52.33-0.000115.0001600.962-640.385-49.84-0.000125.5001937.163-704.423-47.37-0.000136.0002305.385-768.462-44.91-0.000146.5002705.625-832.500-42.47-0.000157.0003137.885-896.538-40.05-0.000167.5003602.163-960.577-37.66-0.000178.0004098.461-1024.615-35.29-0.000188.5004626.779-1088.654-32.97-0.000199.0005187.115-1152.692-30.68-0.000209.5005779.471-1216.731-28.43-0.0002110.0006403.846-1280.769-26.23-0.0002210.5007060.240-1344.808-24.09-0.0002311.0007748.654-1408.846-22.00-0.0002411.5008469.087-1472.885-19.98-0.0002512.0009221.538-1536.923-18.03-0.0002612.50010006.010-1600.962-16.16-0.0002713.00010822.500-1665.000-14.37-0.0002813.50011655.000-1585.825-12.67-126.6812914.00012408.324-1368.336-11.07-221.3023014.50013023.336-1050.672-9.57-286.9603115.00013458.997-666.977-8.17-326.9543215.50013690.313-247.186-6.89-344.7123316.00013706.183183.075-5.73-343.7053416.50013507.237602.488-4.68-327.3563517.00013103.695993.930-3.74-298.9513617.50012513.3081344.249-2.91-261.5583718.00011759.4461643.946-2.18-217.9573818.50010869.3621886.782-1.55-170.5813919.0009872.6642069.321-1.01-121.4814019.5008800.0412190.431-0.56-72.2944120.0007682.2332250.765-0.17-24.2414220.5006549.2762252.2450.1521.8734321.0005429.9892197.5560.4165.6304421.5004351.7202089.6800.63106.9724522.0003340.3091931.4780.81146.1514622.5002420.2421725.3390.97183.6714723.0001614.9701472.9061.10220.2214823.500947.3351174.8981.22256.5924924.000440.071831.0331.33293.5935024.500116.303440.0711.44331.9455125.0000.000116.3031.55372.169(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)1-0.0006000600025720.5006000600025731.0006000600025741.5006000600025752.0006000600025762.5006000600025773.0006000600025783.5006000600025794.00060006000257104.50060006000257115.00060006000257125.50060006000257136.00060006000257146.50060006000257157.00060006000257167.50060006000257178.00060006308257188.50060007085257199.00060007915257209.500600088002572110.000600097402572210.5006000107372572311.0006000117922572411.5006000129082572512.0006000140862572612.5006000153292572713.0006000166382572813.5006000179902572914.0006000192302573014.5006000202532573115.0006000209842573215.5006000213752573316.0006000214022573416.5006000210662573517.0006000203872573617.5006000194042573718.0006000181612573818.5006000167142573919.0006000151172574019.5006000134252574120.0006000116902574220.500600099602574321.000600082772574421.500600066802574522.000600060002574622.500600060002574723.000600060002574823.500600060002574924.000600060002575024.500600060002575125.000600060002575E2型抗滑桩滑动面以下h2/3处，即13+12/3=17m处土反力为298.951kPa，地基水平承载力特征值fh为374.77kPa，即h2/3处水平压应力<地基水平承载力特征值fh，满足设计要求。5E2型抗滑桩滑动面以下h2处，即27m处土反力为372.169kPa，地基水平承载力特征值fh为593.51kPa，即h2处水平压应力<地基水平承载力特征值fh，满足设计要求。C2-C2’剖面段10E2型桩计算抗滑动桩验算计算项目：抗滑桩原始条件:墙身尺寸:桩总长:27.000(m)嵌入深度:12.000(m)截面形状:方桩桩宽:1.500(m)桩高:2.000(m)桩间距:4.500(m)嵌入段土层数:2桩底支承条件:自由计算方法:M法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数19.00022.5005.5060.0020.0001.000250.00022.50015.00120.0020.0001.000初始弹性系数A:0.000(MN/m3)初始弹性系数A1:0.000(MN/m3)桩前滑动土层厚:9.000(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:100(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:180(mm)场地环境:一般地区墙后填土内摩擦角:5.500(度)墙背与墙后填土摩擦角:1.900(度)墙后填土容重:25.900(kN/m3)横坡角以上填土的土摩阻力(kPa):80.00横坡角以下填土的土摩阻力(kPa):360.00坡线与滑坡推力:坡面线段数:3折线序号水平投影长(m)竖向投影长(m)112.4200.71120.0002.256312.2110.000地面横坡角度:7.300(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370.000(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=111.000(kN/m)下部=111.000(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=9.000(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=15254.680(kN-m)距离桩顶17.500(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=2477.874(kN)距离桩顶22.000(m)最大位移=97(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-96.66-0.00020.50013.875-55.500-93.70-0.00031.00055.500-111.000-90.74-0.00041.500124.875-166.500-87.77-0.00052.000222.000-222.000-84.81-0.00062.500346.875-277.500-81.85-0.00073.000499.500-333.000-78.90-0.00083.500679.875-388.500-75.94-0.00094.000888.000-444.000-73.00-0.000104.5001123.875-499.500-70.06-0.000115.0001387.500-555.000-67.13-0.000125.5001678.875-610.500-64.21-0.000136.0001998.000-666.000-61.30-0.000146.5002344.875-721.500-58.41-0.000157.0002719.500-777.000-55.55-0.000167.5003121.875-832.500-52.70-0.000178.0003552.000-888.000-49.88-0.000188.5004009.875-943.500-47.09-0.000199.0004495.500-999.000-44.33-0.000209.5005008.875-1054.500-41.61-0.0002110.0005550.000-1110.000-38.94-0.0002210.5006118.875-1165.500-36.30-0.0002311.0006715.500-1221.000-33.72-0.0002411.5007339.875-1276.500-31.20-0.0002512.0007992.000-1332.000-28.74-0.0002612.5008671.875-1387.500-26.34-0.0002713.0009379.500-1443.000-24.02-0.0002813.50010114.875-1498.500-21.77-0.0002914.00010878.000-1554.000-19.61-0.0003014.50011668.875-1609.500-17.54-0.0003115.00012487.500-1665.000-15.56-0.0003215.50013320.000-1579.409-13.69-136.9453316.00014066.909-1344.623-11.94-238.7133416.50014664.623-1002.417-10.29-308.8163517.00015069.326-590.057-8.77-350.9613617.50015254.680-140.099-7.38-368.9723718.00015209.425319.696-6.11-366.7003818.50014934.983766.334-4.97-347.9213919.00014443.0911181.441-3.95-316.2494019.50013753.5421550.996-3.06-275.0404120.00012892.0951864.975-2.27-227.3264220.50011888.5672116.900-1.60-175.7544321.00010775.1942303.334-1.02-122.5414421.5009585.2332423.333-0.53-69.4574522.0008351.8612477.874-0.13-17.8094622.5007107.3592469.2900.2131.5444723.0005882.5722400.7220.4978.1654823.5004706.6382275.6150.72122.0064924.0003606.9572097.2670.91163.3515024.5002609.3711868.4521.07202.7545125.0001738.5051591.1271.20240.9665225.5001018.2441266.2451.33278.8455326.000472.260893.6771.44317.2655426.500124.567472.2601.55357.0015527.0000.000124.5671.66398.616(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)1-0.0006000600025720.5006000600025731.0006000600025741.5006000600025752.0006000600025762.5006000600025773.0006000600025783.5006000600025794.00060