云阳县南溪镇青山小学滑坡治理工程施工图设计计算书

重庆市云阳县南溪镇青山小学滑坡治理工程施工图设计（定审稿）计算书重庆市云阳县南溪镇青山小学滑坡治理工程施工图设计计算书目录1、工程概况 、工程概况云阳县南溪镇青山小学滑坡位于重庆市云阳县，行政上属南溪镇青山村，滑坡呈扇形，2000坐标系大地范围：X=3450731～3450912，Y=36580796～36580972。横宽约180m，纵长约170m，平均厚约16m，主滑方向约86°，面积约2.48×104m2，体积约39.68×104m3，属中型土质滑坡，地形坡度约2°～16°，高程547m～589m，最大高差42m。2、计算依据及规范0.2.1设计依据①《重庆市云阳县南溪镇青山小学滑坡勘查报告》（重庆一零七市政建设工程有限公司2019.11.21）、《重庆市规划和自然资源局关于重庆市云阳县南溪镇青山小学滑坡勘查报告的批复》（渝规资〔2019〕1277号）；②《重庆市云阳县南溪镇青山小学滑坡治理工程初步设计报告》（重庆一零七市政建设工程有限公司2020.3.16）0.2.2执行规范①重庆市地方标准《地质灾害防治工程勘查规范》（DB50/143-2018）；②重庆市地方标准《地质灾害防治工程设计标准》（DBJ50/T-029-2019）；③《建筑地基基础设计规范》（GB50007－2011）；④《混凝土结构设计规范》（GB50010－2010）（2015年版）；⑤《砌体结构设计规范》（GB50003-2011）；⑥《建筑抗震设计规范》(GB50011-2010)（2016年版）；⑦《建筑边坡工程技术规范》（GB50330-2013）3、防治工程设计参数表3-1防治工程岩体设计参数值岩体类型粉砂质泥岩砂岩粉质粘土块石土强风化岩体中风化岩体强风化岩体中风化岩体天然重度（kN/m3）24.7924.21天然抗拉强度(MPa)0.140.54弹性模量(104MPa)0.1440.464泊松比0.300.17承载力特征值（kPa）250*1837300*7885180粘结强度（kPa）360760岩体水平抗力系数MN/m36012034020*摩擦系数（μ）0.400.500.30*0.50*抗压强度(MPa)天然饱和天然饱和7.404.7326.4620.27抗剪强度指标φ（°）C(MPa)φ（°）φ（°）C（MPa）φ（°）100.3630.51151.1434.65备注：*为经验值。天然重度取岩石（土）重度的实验值以及综合取值；岩体抗拉强度由岩石抗拉强度乘以0.40的折减系数确定；岩体弹性模量由岩石弹性模量标准值根据裂隙发育程度乘以0.80的折减系数确定；岩体泊松比取岩石实验平均值；岩体地基承载力特征值按饱和单轴抗压强度标准乘以0.35的折减系数确定；岩体抗压强度由岩石裂隙影响系数确定，裂隙较发育取0.9。抗剪强度指标C值按0.27的折减系数确定，φ值按0.85的折减系数确定表3-2防治工程土体设计参数值项目单位滑坡体滑体天然容重KN/m3上滑面：17.67下滑面：19.15滑体饱和容重KN/m3上滑面：17.93下滑面：19.30土的水平抗力比例系数MN/m410滑带土（天然）CKPa上滑面：16.78下滑面：17.52φ（°）上滑面：14.33下滑面：15.79滑带土（饱和）CKPa上滑面：10.08下滑面：13.18φ（°）上滑面：8.85下滑面：11.56滑体土（天然）CKPa17.98φ（°）16.06滑体土（饱和）CKPa14φ（°）12.57（1）C30混凝土：轴心抗压设计强度：fc=14.3MPa；轴心抗拉设计强度：ft=1.43MPa；弹性模量Ec=30000MPa；（2）、Ⅲ级普通热轧钢筋（d=32mm）:抗拉设计强度fy=360MPa抗压设计强度fy＇=360MPa4、安全等级确定按根据《地质灾害防治工程设计标准》（DBJ50/T-029-2019））规定，滑坡危害对象重要，可能造成的损失大，综合判断该滑坡防治工程等级为二级，稳定安全系数取1.15。5、设计工况及标准稳定性计算工况、荷载组合滑坡涉水状态工况组合荷载组合内容抗滑稳定安全系数地质灾害危害性分级II不涉水滑坡暴雨工况自重+地表荷载+地下水压力1.156、稳定性及下滑力计算6.1稳定性验算本次稳定性计算选取1-1′～4-4′剖面为计算模型对滑坡体整体、次级滑面（EC、DC滑面）进行稳定计算。滑体上覆建筑物主要为砖房、操场、公路，根据重庆市《地质灾害防治工程勘查规范》（DB50/T143－2018）第13.2.6：地面建筑载荷可按假定建筑物分布内建筑载荷均布、每层载荷取20KN/m，将每层载荷加上人群荷载载取5KN/m，本次计算取25KN/m计算，然后与层数相乘的方法计算公路荷载取20KN/m、操场荷载取5KN/m。稳定性计算剖面（详见计算剖面图）及成果见附件册。本次勘查对象，青山小学滑坡地质灾害危害性为II级，根据计算结果对滑坡稳定性分析评价，稳定性系数Fs＞Fst为稳定，1.05＜Fs≤Fst为基本稳定，1.00＜Fs≤1.05为欠稳定，Fs＜1.00为不稳定。采用前述滑坡稳定验算方法及稳定性验算模型，利用综合分析选取的参数按前述工况进行了稳定性计算，验算成果见表6-1～表6-4。表6-11-1′剖面稳定性及推力计算成果表工况滑面稳定系数Fs稳定状态剩余下滑力（KN/m）暴雨工况ABD（上滑面）1.016欠稳定683.55ABC（下滑面）1.096基本稳定338.21EBC滑面1.216稳定0EBD滑面1.104基本稳定151.77表6-22-2′剖面稳定性及推力计算成果表工况滑面稳定系数稳定状态剩余下滑力（KN/m）暴雨工况ABD（上滑面）1.033欠稳定597.95ABC（下滑面）1.093基本稳定390.31EBC滑面1.182稳定0EBD滑面1.196稳定0表6-33-3′剖面稳定性及推力计算成果表工况滑面稳定系数稳定状态剩余下滑力（KN/m）暴雨工况ABD（上滑面）1.019基本稳定687.65ABC（下滑面）1.076基本稳定484.55EBC滑面1.185稳定0EBD滑面1.096基本稳定194.26表6-4-4′剖面稳定性及推力计算成果表工况滑面稳定系数稳定状态剩余下滑力（KN/m）暴雨工况DC滑面1.046欠稳定379.18ABC滑面1.429稳定0DBC滑面1.421稳定06.2抗滑桩下滑力取值1-1剖面抗滑桩不考虑桩前抗力，故计算时抗滑桩设桩位置所承受的荷载取设计剩余下滑力。2-2剖面、3-3剖面、4-4剖面抗滑桩计算时考虑桩前土体抗力，抗滑桩设桩位置所承受的荷载，取该处抗滑桩后滑坡推力与桩前滑体抗力之差，桩前滑体抗力取极限平衡时滑坡推力与被动土压力二者之小值，且取折减系数0.7-0.8。2-2剖面设桩处设计推力计算（考虑桩前滑体抗力）①极限平衡时滑坡推力条块号极限平衡时滑坡推力设计滑坡推力E174.390.21E2215.07262.14E3402.06518.29E4563.98728.34E5787.881027.35E61101.881441.13E71140.01555.15E8808.861220.74E9655.961084.93E10561.711063.59E11428.651001.95E12192.39781.25E130597.95②被动土压力：Ep=0.5×γ1×h12×tan（45°+φ/2）=0.5×17.93×6.9^2×tan（45°+8.85/2）=498.39表6.2.1-12-2剖面抗滑桩设桩处推力表计算剖面编号设桩位置编号Ep被动土压力(kN／m)P极限平衡时滑坡推力（KN/m）K设计滑坡推力（KN/m）T作用于桩上的滑坡推力（KN/m）2-2条块E11498.39428.411001.951001.95-428.41*0.8=659.223-3剖面设桩处设计推力计算（考虑桩前滑体抗力）①极限平衡时滑坡推力条块号极限平衡时滑坡推力设计滑坡推力E195.95118.23E2190.7240.01E3443.3584.78E4618.19838.77E5939.781286.25E61110.161531.23E71146.731601.1E8386.06883.4E9377.32925.18E10388.09980.56E11385.481053.14E12255.83924.94E13116.5798.41E140687.65②被动土压力：Ep=0.5×γ1×h12×tan（45°+φ/2）=0.5×17.93×8.05^2×tan（45°+8.85/2）=677.97表6.2.1-13-3剖面抗滑桩设桩处推力表计算剖面编号设桩位置编号Ep被动土压力(kN／m)P极限平衡时滑坡推力（KN/m）K设计滑坡推力（KN/m）T作用于桩上的滑坡推力（KN/m）3-3条块E11677.97385.481053.141053.14-385.48*0.8=744.764-4剖面设桩处设计推力计算（考虑桩前滑体抗力）①极限平衡时滑坡推力条块号极限平衡时滑坡推力设计滑坡推力E135.1944.50E2145.98182.73E3176.31232.79E4164.7232.28E5143.13266.31E6186.06387.83E7317.82592.54E8456.86811.10E9272.35634.64E100379.18②被动土压力：Ep=0.5×γ1×h12×tan（45°+φ/2）=0.5×17.93×8^2×tan（45°+8.85/2）=669.58表6.2.1-14-4剖面抗滑桩设桩处推力表计算剖面编号设桩位置编号Ep被动土压力(kN／m)P极限平衡时滑坡推力（KN/m）K设计滑坡推力（KN/m）T作用于桩上的滑坡推力（KN/m）4-4条块E8669.58456.86811.10811.1-456.86*0.7=491.2987、抗滑桩设计计算7.1抗滑动桩验算7.1.11-1剖面抗滑动桩验算抗滑动桩验算抗滑动桩验算计算项目：青山1-1原始条件:墙身尺寸:桩总长:18.000(m)嵌入深度:8.900(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: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12.90024.21015.00120.00120.0001.00026.00024.21034.65120.00340.0001.000桩前滑动土层厚:8.500(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:150(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:17.930(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:6折线序号水平投影长(m)竖向投影长(m)175.89016.58020.8603.280318.5400.000432.6009.30050.0003.890626.0000.000地面横坡角度:9.000(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861.410(kN/m)桩后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=1.000、库仑土压力分项(安全)系数=1.350==================================================================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=473.302(kN/m)下部=473.302(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=8.500(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=23073.598(kN-m)距离桩顶10.954(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=5149.056(kN)距离桩顶14.292(m)最大位移=38(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-38.15-0.00020.36431.355-172.282-36.92-0.00030.728125.421-344.564-35.69-0.00041.092282.198-516.846-34.45-0.00051.456501.685-689.128-33.22-0.00061.820783.883-861.410-31.99-0.00072.1841128.792-1033.692-30.76-0.00082.5481536.411-1205.974-29.53-0.00092.9122006.741-1378.256-28.30-0.000103.2762539.781-1550.538-27.08-0.000113.6403135.533-1722.820-25.87-0.000124.0043793.994-1895.102-24.65-0.000134.3684515.167-2067.384-23.45-0.000144.7325299.050-2239.666-22.26-0.000155.0966145.644-2411.948-21.07-0.000165.4607054.949-2584.230-19.90-0.000175.8248026.963-2756.512-18.74-0.000186.1889061.688-2928.794-17.59-0.000196.55210159.126-3101.076-16.46-0.000206.91611319.272-3273.358-15.36-0.000217.28012542.131-3445.640-14.27-0.000227.64413827.698-3617.922-13.20-0.000238.00815175.977-3790.204-12.17-0.000248.37216586.967-3962.486-11.16-0.000258.73618060.666-4134.768-10.18-0.000269.10019597.078-4307.050-9.24-559.281279.47120980.908-3213.854-8.31-997.419289.84221980.686-2233.195-7.43-891.4902910.21322637.195-1359.854-6.59-790.7073010.58322989.244-588.409-5.79-695.2243110.95423073.59886.690-5.04-605.1273211.32522924.949671.044-4.34-520.4363311.69622575.9081170.251-3.68-441.1183412.06722057.0141939.245-3.06-1040.0913512.43821137.6352917.906-2.49-844.9713612.80819892.8983701.248-1.95-663.8723713.17918392.5414303.400-1.46-495.9723813.55016701.2114737.555-1.00-340.2823913.92114878.8545015.811-0.58-195.6834014.29212981.1505149.056-0.18-60.9704114.66311059.9715146.9040.1965.1144215.0339163.8675017.6550.54183.8404315.4047338.5474768.2970.87296.4654415.7755627.3804404.5371.19404.1974516.1464071.8443930.8661.49508.1704616.5172711.9873350.6531.79609.4144716.8881586.7772666.2662.08708.8284817.258734.5051879.2192.37807.1564917.629193.026990.3452.66904.9625018.0000.000260.2592.951002.601(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)1-0.0009000900034320.3649000900034330.7289000900034341.0929000900034351.4569000900034361.8209000900034372.1849000900034382.5489000900034392.91290009000343103.27690009000343113.64090009000343124.00490009000343134.36890009000343144.73290009000343155.09690009000343165.46090009000343175.824900010066343186.188900011301343196.552900012622343206.916900014029343217.280900015526343227.644900017115343238.008900018799343248.372900020580343258.736900022462343269.100900024449343279.471900026261343289.8429000275843432910.2139000284593433010.5839000289313433110.9549000290443433211.3259000288443433311.6969000283773433412.0679000276863433512.4389000264683433612.8089000248353433713.1799000228893433813.5509000207253433913.9219000184263434014.2929000160673434114.6639000137143434215.0339000114243434315.404900092493434415.775900090003434516.146900090003434616.517900090003434716.888900090003434817.258900090003434917.629900090003435018.00090009000343=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为9.100(m)处的库仑主动土压力第1破裂角：36.936(度)Ea=264.238Ex=255.235Ey=68.390(kN)作用点高度Zy=3.033(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=5143.348(kN-m)距离桩顶11.325(m)面侧最大弯矩=0.000(kN-m)距离桩顶-0.000(m)最大剪力=1276.174(kN)距离桩顶9.100(m)最大位移=9(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-8.66-0.00020.3640.248-2.042-8.40-0.00030.7281.982-8.168-8.14-0.00041.0926.689-18.377-7.87-0.00051.45615.856-32.670-7.61-0.00061.82030.968-51.047-7.34-0.00072.18453.514-73.508-7.08-0.00082.54884.978-100.052-6.82-0.00092.912126.847-130.680-6.55-0.000103.276180.608-165.392-6.29-0.000113.640247.748-204.188-6.03-0.000124.004329.752-247.067-5.76-0.000134.368428.108-294.030-5.50-0.000144.732544.302-345.077-5.24-0.000155.096679.820-400.208-4.98-0.000165.460836.149-459.423-4.72-0.000175.8241014.776-522.721-4.46-0.000186.1881217.185-590.103-4.21-0.000196.5521444.866-661.569-3.96-0.000206.9161699.303-737.118-3.71-0.000217.2801981.984-816.751-3.46-0.000227.6442294.394-900.468-3.22-0.000238.0082638.020-988.269-2.98-0.000248.3723014.349-1080.154-2.74-0.000258.7363424.867-1176.122-2.51-0.000269.1003871.061-1276.174-2.29-138.824279.4714291.347-1004.156-2.07-248.860289.8424615.811-758.854-1.86-223.6322910.2134854.164-539.186-1.66-199.4843010.5835015.707-344.001-1.47-176.4733110.9545109.298-172.101-1.29-154.6363211.3255143.348-22.253-1.12-133.9963311.6965125.802106.790-0.95-114.5613412.0675064.146307.960-0.80-272.9273512.4384897.398566.270-0.66-224.6203612.8084644.162776.108-0.53-179.5613713.1794321.785940.758-0.40-137.5823813.5503946.4321063.309-0.29-98.4713913.9213533.1641146.611-0.18-61.9814014.2923096.0291193.241-0.08-27.8374114.6632648.1771205.4860.014.2504215.0332201.9611185.3300.1034.5754315.4041769.0581134.4470.1963.4344415.7751360.5801054.2100.2791.1154516.146987.184945.7040.35117.8874616.517659.183809.7420.42143.9974716.888386.625646.9010.50169.6634817.258179.398457.5470.57195.0644917.62947.279241.8850.65220.3385018.0000.00063.7460.72245.571(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)1-0.0009000900034320.3649000900034330.7289000900034341.0929000900034351.4569000900034361.8209000900034372.1849000900034382.5489000900034392.91290009000343103.27690009000343113.64090009000343124.00490009000343134.36890009000343144.73290009000343155.09690009000343165.46090009000343175.82490009000343186.18890009000343196.55290009000343206.91690009000343217.28090009000343227.64490009000343238.00890009000343248.37290009000343258.73690009000343269.10090009000343279.47190009000343289.842900090003432910.213900090003433010.583900090003433110.954900090003433211.325900090003433311.696900090003433412.067900090003433512.438900090003433612.808900090003433713.179900090003433813.550900090003433913.921900090003434014.292900090003434114.663900090003434215.033900090003434315.404900090003434415.775900090003434516.146900090003434616.517900090003434716.888900090003434817.258900090003434917.629900090003435018.000900090003437.1.22-2剖面抗滑动桩验算抗滑动桩验算计算项目：2-2剖面原始条件:墙身尺寸:桩总长:20.000(m)嵌入深度:10.000(m)截面形状:方桩桩宽:2.000(m)桩高:3.000(m)桩间距:5.000(m)嵌入段土层数:3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12.50019.30011.56120.0020.0001.00022.40024.21034.65120.00120.0001.00035.10024.21034.65120.00340.0001.000桩前滑动土层厚:9.400(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:150(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:200(mm)挡土墙类型:一般挡土墙墙后填土内摩擦角:30.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:17.930(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:6折线序号水平投影长(m)竖向投影长(m)175.89016.58020.8603.280318.5400.000432.6009.30050.0003.890626.0000.000地面横坡角度:9.000(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1001.950(kN/m)桩后剩余抗滑力水平分力342.400(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=1.000、库仑土压力分项(安全)系数=1.350==================================================================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=500.975(kN/m)下部=500.975(kN/m)桩前:上部=182.128(kN/m)下部=182.128(kN/m)桩前分布长度=9.400(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=23898.475(kN-m)距离桩顶13.200(m)面侧最大弯矩=0.000(kN-m)距离桩顶20.000(m)最大剪力=5783.419(kN)距离桩顶17.200(m)最大位移=41(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-40.72-0.00020.40040.078-200.390-39.57-0.00030.800155.455-364.354-38.43-0.00041.200326.705-491.893-37.29-0.00051.600548.970-619.432-36.14-0.00062.000822.251-746.971-35.00-0.00072.4001146.547-874.510-33.86-0.00082.8001521.859-1002.049-32.72-0.00093.2001948.186-1129.588-31.58-0.000103.6002425.530-1257.127-30.45-0.000114.0002953.888-1384.666-29.31-0.000124.4003533.262-1512.205-28.18-0.000134.8004163.652-1639.744-27.06-0.000145.2004845.058-1767.283-25.94-0.000155.6005577.478-1894.822-24.82-0.000166.0006360.915-2022.361-23.72-0.000176.4007195.367-2149.900-22.62-0.000186.8008080.834-2277.438-21.52-0.000197.2009017.318-2404.978-20.44-0.000207.60010004.815-2532.516-19.37-0.000218.00011043.330-2660.055-18.31-0.000228.40012132.861-2787.594-17.26-0.000238.80013273.406-2915.133-16.23-0.000249.20014464.966-3042.672-15.22-0.000259.60015707.545-3170.211-14.22-0.0002610.00017001.135-3297.750-13.24-132.3542710.40018256.705-2991.625-12.27-245.4992810.80019394.436-2708.294-11.34-226.7202911.20020423.340-2447.221-10.42-208.4023011.60021352.213-2207.840-9.53-190.5673112.00022189.613-1989.557-8.66-173.2373212.40022943.857-1791.755-7.82-156.4343312.80023623.018-1193.270-7.01-841.0423413.20023898.475-240.546-6.22-746.8313513.60023815.453601.160-5.47-656.0113614.00023417.5471335.909-4.74-568.5713714.40022746.7271967.725-4.04-484.4553814.80021843.3652500.538-3.36-403.5683915.20020746.2953296.511-2.71-923.0534015.60019206.1564276.939-2.09-710.9934116.00017324.7445007.524-1.49-506.6504216.40015200.1415497.076-0.91-309.2714316.80012927.0875753.444-0.35-118.0084417.20010597.3795783.4190.2068.0504517.6008300.3465592.6880.73249.8364618.0006123.2335185.8261.26428.2684718.4004151.6894566.3341.78604.2194818.8002470.1693736.7152.29778.4784919.2001162.3132698.5972.80951.7175019.600311.2881452.8933.311124.4565120.0000.000389.1103.811297.034(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)1-0.000120001200038120.400120001200038130.800120001200038141.200120001200038151.600120001200038162.000120001200038172.400120001200038182.800120001200038193.2001200012000381103.6001200012000381114.0001200012000381124.4001200012000381134.8001200012000381145.2001200012000381155.6001200012000381166.0001200012000381176.4001200012000381186.8001200012000381197.2001200012000381207.6001200012000381218.0001200012000381228.4001200012457381238.8001200013574381249.2001200014747381259.60012000159763812610.00012000172633812710.40012000185203812810.80012000196643812911.20012000207053813011.60012000216483813112.00012000225023813212.40012000232753813312.80012000239733813413.20012000242563813513.60012000241713813614.00012000237613813714.40012000230733813814.80012000221493813915.20012000210323814015.60012000194743814116.00012000175863814216.40012000154733814316.80012000132343814417.20012000120003814517.60012000120003814618.00012000120003814718.40012000120003814818.8001200012000