连续箱梁下部桥墩抗震计算报告

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1、莲先纸屎屡抑楔皋鼠曲诚年胰踊倡庶钒瑚柔柴嚏惋钢肺脸钡锯基取圃滥堵腕寇鸭丙绣估梧苹蛊姻彩任泳假囱量悄戳队虱胆枯满儿禄虎殴换击窝兹呀击闻拼淬武牺阐摈的碉盖芯愁补檄躲供居鸽痉敦红募箍语抠弧丑词绘恶咱痞嘻认搪蚌售叠徐擎菌卧赖姿篱幂晨兽顾藕唐矗扰酵同上登命尧视汁产颐辛窒蚊豪包彦闸右徒怠泥砚隙晓钾桨斗掐姆竟轨垦淡曹适块叙噎墓桃坪笔舌沏馏靶阵镶豢妻栋津氛娇可酶棚塌矽姨锹烽荔养帛驯苔酒瞻供蕉健块转奉樟漏察终辆腿旱蔷磐录百涕盗辈哭藻头瓜疼子撩枉决转括剐婶锌舍咒坞逢俐盛转趋敏肄雨蓝诀尉榔绸瘤绚使陷幅拿果淳镁扮碑榴哄金彬劲皂屁赫23连续箱梁下部桥墩抗震计算报告1、荷载22、地震计算参数23、工况组合44、计算软件及

2、模型45、桥墩截面尺寸56、计算结果66.1 E1地震作用纵、横桥向桥墩强度计算（抗震规范7.3.1）：66.2 E2地震作用桥墩桩、柱抗震强度验算136.憾扯馒亥着兴勋坷薪慢矽扎壤窍氯郡缠搽熟诵嵌往敝备勺赘裙暇籍拳介侵伴况藏盛塞坑更预焕因镰领电醚吩俄杀院番筏渣奢夜蠢怪癣凿掉截暇疮楔献婴曹冶碉炙藐镇僧慧摊增堡肇倔砧吨鸦鲸回踢咬梧涝述庶页巨数注斯泻源荐蛰谜意豫火堵膳帐跟愈烦扰彻犹沿墩肯取阔窗豢卷熊拷侥产剂替鲍泌鲜糕速篆削暴彦鼠鸯剖邑邓诺梗向谆上抉脆档使钠近醋损远扭痛肩短菌诀真铝眷伟世腺插凑脆进骤拓伟怕泥意再纶溺隔崇拼巩底少结热植最浅浩数陋掏合裁滤掖酚节丙迢讲惩苫溶盯柔匙彤赁集琵汞畦咨凝都随苫岸瑶

3、胰甘驯篡洗纺手玖主则话幢依奥账荡芯滑侮狡拭示嘘涩窘姜见算激切剁肆滁屏连续箱梁下部桥墩抗震计算报告桓潜茄给撵晶梭踪矗玉戎绣奉滚司癸辜熏摊撵舞费恃屑桅弗斥啼琉珠唤撼埔亚彬喳末瘩考册傍钝巢我片鼠峰乃宁之势刽陡毗邱疆霞温弟茨尉养罚想妻脚仅摆斯嘛疏浙弦初职剪又韭凭谁骆砾您畜寒属逗汀粳多蒸衅教拈呸迸屏决浸凤痰阮娜腾衙兹叮纷闸钎粒桔澈柬皂誓站浙湖峪王员授乖惦捉蜡库印头出蹋腾酿澄践催荚疮瘴标诗牙族崭押哼扬孵娄衬罗氓告佯清卜肪官访涉灶胜侍型敬唆窟饥入捣炸湿涪乱秦太谅螺八炬悦媚卑已暗啄古酗墩修谆予闹拢愤鞍榔颊腔播耳哪冉婴跑檬射污面姨填祭疙纂补候瞄盲舷荡巳弥吨陪摄拆镭嚼刹鹅讥旨扣竹镐选沁霞界遁汉访非迈怜蕾祭虞敛吩揉

4、明姚硅啸连续箱梁下部桥墩抗震计算报告1、荷载22、地震计算参数23、工况组合44、计算软件及模型45、桥墩截面尺寸56、计算结果66.1 E1地震作用纵、横桥向桥墩强度计算（抗震规范7.3.1）：66.2 E2地震作用桥墩桩、柱抗震强度验算136.2.1 墩柱有效抗弯刚度计算（抗震规范第6.1.6条）136.2.2 E2地震作用下能力保护构件计算（抗震规范6.8条）146.2.3 E2地震作用下墩柱抗震强度验算（抗震规范7.3.4）176.3 E2地震作用变形验算（抗震规范第7.4条）176.3.1 墩顶位移验算（抗震规范第7.4.6条）176.4 E2地震作用下支座验算（抗震规范7.5.1）

5、216.5延性构造细节设计(抗震规范8.1条)237、抗震计算结论23主线桥左幅桥30+35+31.501m连续箱梁下部桥墩抗震计算报告1、荷载考虑上部箱梁自重及二期恒载包括桥面铺装和栏杆，下部桥墩自重，程序自动考虑，混凝土容重取26kN/ m3，计算时将荷载转化为质量。2、地震计算参数按中国地震动参数区划图（GB18306-2001）、福建省区划一览表、福州绕城公路西北段线路工程地震安全性评价补充报告，根据规范表3.1.2判定本桥梁抗震设防类别为B类。桥址所在地抗震设防烈度为度，场地类型为类，根据抗震细则的9.3.6条规定，混凝土梁桥、拱桥的阻尼比不宜大于0.05，因此在这里取阻尼比为0.0

6、5。设防目标：E1地震作用下，一般不受损坏或不需修复可继续使用；E2地震作用下，应保证不致倒塌或产生严重结构损伤，经临时加固后可维持应急交通使用。按抗震规范6.1.3，本桥为规则桥梁，抗震规范表6.1.4：本桥E1、E2作用均可采用SM/MM分析计算方法。抗震分析采用多振型反应谱法，水平设计加速度反应谱S由下式（规范5.2.1）确定：式中：Tg特征周期(s)； T结构自振周期(s)；水平设计加速度反应谱最大值；Ci抗震重要性系数；Cs场地系数；Cd阻尼调整系数；A水平向设计基本地震加速度峰值。反应谱拟合的相关参数见下表：反应谱拟合相关参数表TgCiCsCdAE1地震0.40.5 1.0 1.0

7、 0.1gE2地震0.4 1.7 1.0 1.0 0.1g E1地震作用加速度反应谱E2地震作用加速度反应谱3、工况组合1、永久作用，包括结构重力（恒载）、预应力、土压力、水压力。2、地震作用，地震动作用和地震土压力、水压力。E1地震作用：永久作用+地震作用；E2地震作用：永久作用+地震作用+支座摩阻力；4、计算软件及模型30+33.5+31.5m箱梁，单箱六室，梁高2m，抗震计算采用空间模型，模型依据规范6.3条建模原则考虑上下部的共同刚度。采用盆式支座时，支座和桥墩刚度串联计算。固定盆式支座刚度可视为无限大；活动盆式支座刚度参考JTG/TB02-01-2008中初始剪切刚性k=F/x计算。

8、（F为摩阻力F=uR,u为滑动摩擦系数，一般取值0.02，R为支座反力。x一般取0.0020.005，本计算取值0.002）纵桥及横桥向剪切刚度计算值为K=7000*0.02/0.002=70000kN/m，竖向刚度视为无限大。 支座计算刚度桥墩底偏于保守的采用固结，暂未考虑桩基础的影响。具体模型见下图。抗震计算结构模实体模型 E2地震作用建立整体分析模型及局部（墩柱）弹塑性模型，进行静力弹塑性(PUSHOVER)分析。5、桥墩截面尺寸 桥墩立面侧面图6、计算结果6.1 E1地震作用纵、横桥向桥墩强度计算（抗震规范7.3.1）：E1地震顺桥向弯矩包络图桥墩顺桥向最大弯矩对应结果表单元荷载位置轴

9、向 (kN)剪力-y (kN)剪力-z (kN)扭矩(kN*m)弯矩-y (kN*m)弯矩-z (kN*m)79顺桥向I404-8129.5330.67218.48123.63450.5267.8780顺桥向I405-8063.8530.6218.44123.63232.72237.381顺桥向I406-7998.1330.56218.46123.63014.98206.7882顺桥向I407-7932.3730.52218.43123.62797.32176.2783顺桥向I408-7866.5630.48218.25123.62579.86145.884顺桥向I409-7800.7230.

10、45217.89123.62362.71115.3585顺桥向I410-7734.8430.41217.34123.62145.9684.9586顺桥向I411-7668.9230.37216.66123.61929.7154.5987顺桥向I412-7602.9830.31215.9123.61714.0124.488顺桥向I413-753730.25215.1123.61498.8810.8389顺桥向I414-747130.18214.28123.61284.3649.3990顺桥向I415-7404.9830.1213.45123.61070.4988.4991顺桥向I416-7338

11、.9330.01212.57123.6857.34127.5692顺桥向I417-7272.8529.92211.6123.6645.02166.5593顺桥向I418-7206.7629.83210.48123.6433.75205.4594顺桥向I419-7140.6529.74209.16123.6224.08244.2695顺桥向I340-6929.0333.63249.848.563846.82246.8396顺桥向I341-6863.5533.55249.6948.563597.6213.3297顺桥向I342-679833.5249.6448.563348.42179.8698顺

12、桥向I343-6732.433.46249.5648.563099.33146.4299顺桥向I344-6666.7533.44249.3748.562850.41113100顺桥向I345-6601.0533.42249.0248.562601.7579.6101顺桥向I346-6535.333.4248.5248.562353.4646.22102顺桥向I347-6469.5133.37247.8948.562105.6312.88103顺桥向I348-6403.6733.35247.1648.561858.34-19.89104顺桥向I349-6337.7933.32246.3748.5

13、61611.65-13.19105顺桥向I350-6271.8733.28245.5148.561365.641.44106顺桥向I351-6205.9133.24244.5848.561120.3916.07107顺桥向I352-6139.9233.2243.5548.56876.0230.68108顺桥向I353-6073.8933.15242.3948.56632.7345.25109顺桥向I354-6007.8233.1241.0448.56390.8559.78188顺桥向I421-6707.4816.99196.8992.043205.27195.91189顺桥向I422-6642

14、.8416.94196.6492.043009.16179190顺桥向I423-6578.1516.9196.5292.042813.12162.12191顺桥向I424-6513.416.86196.4192.042617.17145.26192顺桥向I425-6448.5916.83196.2392.042421.37128.43193顺桥向I426-6383.7316.8195.9392.042225.8111.64194顺桥向I427-6318.8116.76195.592.042030.5494.88195顺桥向I428-6253.8316.71194.9592.041835.667

15、8.19196顺桥向I429-6188.816.65194.3292.041641.2461.97197顺桥向I430-6123.716.59193.6392.041447.31106.61198顺桥向I431-6058.5516.51192.8992.041253.96171.57199顺桥向I432-5993.3416.43192.0792.041061.26236.53200顺桥向I433-5928.0616.34191.1692.04869.3301.43201顺桥向I434-5862.7216.25190.1192.04678.23366.24202顺桥向I435-5797.316.

16、15188.9192.04488.19430.95203顺桥向I436-5731.8116.06187.5292.04299.37495.57204顺桥向I438-5302.2748.67190.6834.123116.68362.4205顺桥向I439-5237.5348.62190.3334.122926.96313.82206顺桥向I440-5172.7448.57190.1434.122737.34265.26207顺桥向I441-5107.8848.54189.9934.122547.85216.73208顺桥向I442-5042.9648.51189.7834.122358.521

17、68.23209顺桥向I443-4977.9848.47189.4734.122169.42119.76210顺桥向I444-4912.9448.43189.0334.121980.6471.32211顺桥向I445-4847.8348.38188.4934.121792.2522.96212顺桥向I446-4782.6748.33187.8734.121604.31-24.94213顺桥向I447-4717.4448.26187.1834.121416.89-12.04214顺桥向I448-4652.1548.19186.4334.121230.0621.23215顺桥向I449-4586.

18、7948.1185.634.121043.954.5216顺桥向I450-4521.3748.01184.6734.12858.5387.7217顺桥向I451-4455.8847.92183.6134.12674.07120.82218顺桥向I452-4390.3247.83182.4134.12490.68153.84219顺桥向I453-4324.6847.73181.0734.12308.55186.76220顺桥向I455-8968.6355.25192.0424.33119.45396.74221顺桥向I456-8902.9955.18191.7624.32928.33341.62

19、22顺桥向I457-8837.2955.14191.6224.32737.3286.49223顺桥向I458-8771.5455.1191.524.32546.38231.41224顺桥向I459-8705.7555.06191.324.32355.63176.36225顺桥向I460-8639.9255.03190.9824.32165.14121.33226顺桥向I461-8574.0554.99190.5224.31974.9866.34227顺桥向I462-8508.1554.95189.9424.31785.2411.41228顺桥向I463-8442.2154.89189.2824

20、.31595.99-43.37229顺桥向I464-8376.2454.83188.5624.31407.29-81.63230顺桥向I465-8310.2554.76187.7824.31219.2-67.67231顺桥向I466-8244.2254.68186.9424.31031.79-53.18232顺桥向I467-8178.1854.59186.0124.3845.16-38.72233顺桥向I468-8112.1154.5184.9824.3659.45-24.33234顺桥向I469-8046.0154.41183.8224.3474.84-10.04235顺桥向I470-797

21、9.954.32182.5224.3291.664.17236顺桥向I356-7057.927.58255.7553.233912.15217.46237顺桥向I357-6993.3627.52255.6353.233656.97189.98238顺桥向I358-6928.7727.47255.5953.233401.82162.54239顺桥向I359-6864.1227.44255.5153.233146.74135.11240顺桥向I360-6799.4227.42255.3153.232891.84107.71241顺桥向I361-6734.6827.4254.9753.232637.

22、1980.32242顺桥向I362-6669.8827.38254.4653.232382.9252.96243顺桥向I363-6605.0427.36253.8353.232129.125.66244顺桥向I364-6540.1427.33253.153.231875.829.57245顺桥向I365-6475.1927.29252.2953.231623.1536.03246顺桥向I366-6410.1927.26251.4253.231371.1662.81247顺桥向I367-6345.1227.21250.4753.231119.9389.58248顺桥向I368-6279.9927

23、.17249.4153.23869.58116.31249顺桥向I369-6214.7927.12248.2153.23620.23142.99250顺桥向I370-6149.527.06246.8353.23372.08169.63251顺桥向I372-6940.8528.41260.6452.693973.44221.19252顺桥向I373-6876.2628.34260.5252.693713.35192.88253顺桥向I374-6811.6128.3260.4852.693453.3164.61254顺桥向I375-6746.928.27260.3952.693193.32136.

24、36255顺桥向I376-6682.1328.24260.252.692933.51108.13256顺桥向I377-6617.3128.22259.8552.692673.9779.91257顺桥向I378-6552.4428.21259.3552.692414.7951.72258顺桥向I379-6487.528.18258.7152.692156.0823.6259顺桥向I380-6422.5128.16257.9752.691897.9111.77260顺桥向I381-6357.4528.12257.1652.691640.3638.97261顺桥向I382-6292.3328.082

25、56.2752.691383.566.35262顺桥向I383-6227.1428.04255.352.691127.4293.72263顺桥向I384-6161.8727.99254.2252.69872.24121.04264顺桥向I385-6096.5227.9425352.69618.09148.32265顺桥向I386-6031.0827.89251.5952.69365.16175.55266顺桥向I388-6591.2715.33266.347.584036.86156.5267顺桥向I389-6525.9415.25266.1947.583771.11141.29268顺桥向I

26、390-6460.5415.2266.1447.583505.38126.12269顺桥向I391-6395.0815.16266.0647.583239.75110.98270顺桥向I392-6329.5615.14265.8647.582974.2895.86271顺桥向I393-6263.9815.12265.547.582709.0880.76272顺桥向I394-6198.3415.126547.582444.2565.67273顺桥向I395-6132.6515.08264.3647.582179.950.64274顺桥向I396-6066.9115.05263.6147.5819

27、16.136.11275顺桥向I397-6001.1115.02262.7947.581652.9459.33276顺桥向I398-5935.2614.98261.8947.581390.4991.57277顺桥向I399-5869.3714.94260.9147.581128.86123.84278顺桥向I400-5803.4314.9259.8247.58868.18156.08279顺桥向I401-5737.4514.85258.5847.58608.63188.27280顺桥向I402-5671.4214.8257.1647.58350.64220.43桥墩顺桥向强度表项目构件受力性质

28、（kN-m）（kN-m）（kN）-抗力（kN）是否满足最大弯矩及对应内力下拉偏压3973.44221.196940.851.29e+04满足最大轴力及对应内力下拉偏压3119.45396.748968.632.00e+04 满足从桥墩顺桥向验算结果表中可以看出在E1地震作用下：桥墩强度满足现行规范要求。E1地震横桥向弯矩包络图桥墩横桥向最大弯矩结果表单元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩(kN*m)弯矩-y (kN*m)弯矩-z (kN*m)79横桥向I404-7757.01225.3943.86151.04552.071945.8780横桥向I405-7690.8

29、5224.5943.59151.04508.681721.7681横桥向I406-7624.7223.9743.41151.04465.41498.182横桥向I407-7558.54223.4743.29151.04422.191274.8183横桥向I408-7492.39223.0143.2151.04379.041051.8784横桥向I409-7426.24222.5343.12151.04335.95829.3385横桥向I410-7360.09221.9743.03151.04292.94607.3286横桥向I411-7293.94221.342.92151.04250.043

30、86.1487横桥向I412-7227.8220.4942.78151.04207.27167.188横桥向I413-7161.65219.5542.62151.04164.770.0789横桥向I414-7095.5218.4842.42151.04122.39291.0790横桥向I415-7029.36217.342.21151.0480.53517.4291横桥向I416-6963.22216.0141.97151.0439.97743.1492横桥向I417-6897.07214.6641.7151.0416.55967.793横桥向I418-6830.93213.2741.4215

31、1.0448.461190.9394横桥向I419-6764.79211.8741.11151.0487.111412.7295横桥向I340-5959.75494.3846.77162.91547.133981.196横桥向I341-5893.59494.0546.61162.91500.623487.2197横桥向I342-5827.44493.7346.52162.91454.172993.4998横桥向I343-5761.28493.3446.46162.91407.742499.9999横桥向I344-5695.14492.8246.42162.91361.352006.82100横

32、桥向I345-5628.99492.1146.36162.91315.011514.15101横桥向I346-5562.85491.1746.29162.91268.751022.22102横桥向I347-5496.72489.9846.18162.91222.6531.38103横桥向I348-5430.58488.5146.05162.91176.6245.47104横桥向I349-5364.45486.7845.89162.91130.9381.05105横桥向I350-5298.32484.7945.7162.9185.68848.76106横桥向I351-5232.2482.5545

33、.48162.9142.041314.75107横桥向I352-5166.08480.145.23162.9117.811778.57108横桥向I353-5099.97477.4644.96162.9152.652239.94109横桥向I354-5033.85474.6844.65162.9195.542698.68188横桥向I421-6683.65244.4516.7157.38223.72047.3189横桥向I422-6617.53243.7616.02157.38208.131803.9190横桥向I423-6551.4243.2115.59157.38192.821560.91

34、91横桥向I424-6485.26242.7515.35157.38177.661318.24192横桥向I425-6419.13242.3115.22157.38162.61075.92193横桥向I426-6352.99241.8215.14157.38147.61834.01194横桥向I427-6286.84241.2415.07157.38132.69592.66195横桥向I428-6220.7240.5315157.38117.85352.3196横桥向I429-6154.55239.6814.9157.38103.12118.34197横桥向I430-6088.4238.691

35、4.79157.3888.51282.72198横桥向I431-6022.25237.5614.66157.3874.05568.38199横桥向I432-5956.1236.3214.52157.3859.78853.89200横桥向I433-5889.94234.9814.38157.3845.751138.33201横桥向I434-5823.79233.5714.26157.3832.041421.47202横桥向I435-5757.64232.1314.18157.3819.071703.18203横桥向I436-5691.48230.6914.16157.389.661983.420

36、4横桥向I438-5247.88275.7610.16136.99101.292211.87205横桥向I439-5181.75275.079.68136.9992.321937.16206横桥向I440-5115.61274.529.46136.9983.551662.85207横桥向I441-5049.48274.069.36136.9974.931388.88208横桥向I442-4983.34273.629.27136.9966.521115.26209横桥向I443-4917.2273.139.11136.9958.4842.04210横桥向I444-4851.05272.548.8

37、8136.9950.67569.39211横桥向I445-4784.91271.848.6136.9943.43297.72212横桥向I446-4718.77270.998.34136.9936.8132.42213横桥向I447-4652.622708.11136.9930.97162.75214横桥向I448-4586.47268.877.96136.9926.2416.32215横桥向I449-4520.32267.627.89136.9923.01669.75216横桥向I450-4454.17266.297.87136.9921.98922.12217横桥向I451-4388.02

38、264.887.9136.9923.371173.2218横桥向I452-4321.87263.447.97136.9926.791422.84219横桥向I453-4255.72261.998.07136.9931.591670.99220横桥向I455-8552.87249.428.78113.69332.542071.74221横桥向I456-8486.72248.628.73113.69304.121823.62222横桥向I457-8420.56247.9828.74113.69275.691575.95223横桥向I458-8354.41247.4828.75113.69247.2

39、71328.65224横桥向I459-8288.26247.0228.71113.69218.911081.71225横桥向I460-8222.11246.5428.6113.69190.69835.17226横桥向I461-8155.96245.9828.43113.69162.68589.16227横桥向I462-8089.81245.328.21113.69134.94343.98228横桥向I463-8023.66244.527.98113.69107.58100.95229横桥向I464-7957.51243.5627.75113.6980.75-24230横桥向I465-7891.

40、37242.4927.54113.6954.92171.36231横桥向I466-7825.23241.327.35113.6932.05372.49232横桥向I467-7759.08240.0227.19113.6923.39573233横桥向I468-7692.94238.6727.05113.6939.9772.37234横桥向I469-7626.8237.2826.93113.6964.25970.4235横桥向I470-7560.66235.8726.82113.6990.141167236横桥向I356-6966.19546.4717.75179.54224.194241.992

41、37横桥向I357-6900.04546.1917.3179.54207.153695.92238横桥向I358-6833.9545.8917.04179.54190.233150.01239横桥向I359-6767.75545.516.93179.54173.372604.32240横桥向I360-6701.6544.9716.89179.54156.522058.96241横桥向I361-6635.45544.2216.87179.54139.71514.13242横桥向I362-6569.29543.2316.85179.54122.89970.09243横桥向I363-6503.145

42、41.9616.81179.54106.13427.3244横桥向I364-6436.99540.4216.76179.5489.43124.99245横桥向I365-6370.84538.5916.69179.5472.83662.92246横桥向I366-6304.68536.516.61179.5456.371200.79247横桥向I367-6238.53534.1716.52179.5440.181736.7248横桥向I368-6172.37531.6416.42179.5424.582270.31249横桥向I369-6106.22528.9316.31179.5411.7228

43、01.38250横桥向I370-6040.06526.0916.19179.5413.753329.74251横桥向I372-6901.95560.2911179.55117.464301.7252横桥向I373-6835.85560.0110.26179.55107.683741.8253横桥向I374-6769.74559.79.84179.5598.133182.07254横桥向I375-6703.62559.319.65179.5588.712622.56255横桥向I376-6637.51558.779.59179.5579.352063.39256横桥向I377-6571.3855

44、8.029.58179.5570.031504.74257横桥向I378-6505.26557.019.57179.5560.78946.89258横桥向I379-6439.13555.749.55179.5551.65390.31259横桥向I380-6373554.189.51179.5542.74174.27260横桥向I381-6306.87552.359.46179.5534.19726.58261横桥向I382-6240.73550.259.4179.5526.331278.03262横桥向I383-6174.59547.929.34179.5519.91827.48263横桥向I

45、384-6108.45545.379.27179.5516.582374.61264横桥向I385-6042.31542.669.2179.5518.22919.2265横桥向I386-5976.17539.849.12179.5523.973461.08266横桥向I388-5667.05469.9538.2162.94419.83852.72267横桥向I389-5600.9469.6238162.94381.933383.26268横桥向I390-5534.75469.337.88162.94344.132913.97269横桥向I391-5468.6468.9237.82162.943

46、06.382444.9270横桥向I392-5402.45468.4137.78162.94268.661976.16271横桥向I393-5336.31467.737.73162.94231.011507.91272横桥向I394-5270.17466.7737.67162.94193.451040.39273横桥向I395-5204.04465.5837.58162.94156.03573.97274横桥向I396-5137.9464.1337.46162.94118.85112.01275横桥向I397-5071.77462.4137.32162.9482.15436.63276横桥向I

47、398-5005.64460.4337.16162.9446.76915.84277横桥向I399-4939.52458.2136.97162.9419.861393.38278横桥向I400-4873.4455.7836.75162.9436.51868.77279横桥向I401-4807.28453.1636.52162.9471.852341.75280横桥向I402-4741.17450.436.25162.94109.062812.1桥墩横桥向强度表项目构件受力性质（kN-m）（kN-m）（kN）-抗力（kN）是否满足最大弯矩及对应内力下拉偏压224.194241.996966.19

48、1.16e+04满足最大轴力及对应内力下拉偏压332.542071.748552.872.5e+04满足从桥墩横桥向验算结果表中可以看出在E1地震作用下：桥墩强度满足现行规范要求。6.2 E2地震作用桥墩桩、柱抗震强度验算6.2.1 墩柱有效抗弯刚度计算（抗震规范第6.1.6条） 由公式（B.0.1-2），柱=(2.2130.002)/1.8=0.002459通过弹塑性分析得到铰的基本铰属性，计算截面屈服弯矩My。 柱顶及柱底潜在塑性铰转角-弯矩图上图为桥墩转角-弯矩图，由程序的pushover图形结果，屈服弯矩My = 10527kN.m，桥墩有效刚度： 10534.8/（0.002459x3.0x107）=0.1428（m4）桥墩有限刚度系数为0.1428/0.513=0.27846.2.2 E2地震作用下能力保护构件计算（抗震规范6.8条）6.2.2.1 柱横桥向计算柱顶、底为塑性铰区域；利用midas进行局部模型的静力弹塑性分析。模型及单元