桥墩水平力计算.xls

桥墩水平力计算.xls

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h=azA1B1C1D1A2B2C2D2A3B3C3D3A4B4C4D40.000001.000000.000000.000000.000000.000001.000000.000000.000000.000000.000001.000000.000000.000000.000000.000001.000000.100001.000000.100000.005000.000170.000001.000000.100000.00500-0.00017-0.000011.000000.10000-0.00500-0.00033-0.000011.000000.200001.000000.200000.020000.00133-0.000071.000000.200000.02000-0.00133-0.000130.999990.20000-0.02000-0.00267-0.000200.999990.300000.999980.300000.045000.00450-0.000340.999960.300000.04500-0.00450-0.000670.999940.30000-0.04500-0.00900-0.001010.999920.400000.999910.399990.080000.01067-0.001070.999830.399980.08000-0.01067-0.002130.999740.39998-0.08000-0.02133-0.003200.999660.500000.999740.499960.125000.02083-0.002600.999480.499940.12499-0.02083-0.005210.999220.49991-0.12499-0.04167-0.007810.998960.600000.999350.599870.179980.03600-0.005400.998700.599810.17998-0.03600-0.010800.998060.59974-0.17997-0.07199-0.016200.997410.700000.998600.699670.244950.05716-0.010000.997200.699510.24494-0.05716-0.020010.995800.69935-0.24490-0.11433-0.030010.994400.800000.997270.799270.319880.08532-0.017070.994540.798910.31983-0.08532-0.034120.991810.79854-0.31975-0.17060-0.051200.989080.900000.995080.898520.404720.12146-0.027330.990160.897790.40462-0.12144-0.054660.985240.89705-0.40443-0.24284-0.081980.980321.000000.991670.997220.499410.16657-0.041670.983330.995830.49921-0.16652-0.083290.975010.99445-0.49881-0.33298-0.124930.966671.100000.986581.095080.603840.22163-0.060960.973171.092620.60346-0.22152-0.121920.959751.09016-0.60268-0.44292-0.182850.946341.200000.979271.191710.717870.28758-0.086320.958551.187560.71716-0.28737-0.172600.937831.18342-0.71573-0.57450-0.258860.917121.300000.969081.286600.841270.36536-0.118830.938171.279900.84002-0.36496-0.237600.907271.27320-0.83753-0.72950-0.356310.876381.400000.955231.379100.973730.45588-0.159730.910471.368650.97163-0.45515-0.319330.865731.35821-0.96746-0.90754-0.478830.821021.500000.936811.468391.114840.55997-0.210300.873651.452591.11145-0.55870-0.420390.810541.43680-1.10468-1.11609-0.630270.747451.600000.912801.553461.264030.67842-0.271940.825651.530201.25872-0.67629-0.543480.738591.50695-1.24808-1.35042-0.814660.651561.700000.882011.633071.420610.81193-0.346040.764131.599631.41247-0.80848-0.691440.646371.56621-1.39623-1.61340-1.036160.528711.800000.843131.705751.583620.96109-0.434120.686451.658671.57150-0.95564-0.867150.529971.61162-1.54728-1.90577-1.299090.373681.900000.794671.769721.750901.12637-0.537680.589671.704681.73422-1.11796-1.073570.385031.63969-1.69889-2.22745-1.607700.180712.000000.735021.822941.924021.30801-0.658220.470611.734571.89872-1.29535-1.313610.206761.64628-1.84818-2.57798-1.96620-0.056522.200000.574911.887092.272171.72042-0.956160.151271.731102.22299-1.69334-1.90567-0.270871.57538-2.12481-3.35952-2.84858-0.691582.400000.346911.874502.608822.19535-1.33889-0.302731.612862.51874-2.14117-2.66329-0.948851.35201-2.33901-4.22811-3.97323-1.591512.600000.033151.754732.906702.72365-1.81479-0.926021.334852.74972-2.62126-3.59987-1.877340.91679-2.43695-5.14023-5.35541-2.821062.80000-0.385481.490373.128433.28769-2.38756-1.175480.841772.86653-3.10341-4.71748-3.107910.19729-2.34558-6.02299-6.99007-4.444913.00000-0.928091.036793.224713.85838-3.05319-2.824100.068372.80406-3.54058-5.99979-4.68788-0.89126-1.96928-6.76460-8.84029-6.519723.50000-2.92799-1.271722.463044.97982-4.98062-6.70806-3.586471.27018-3.91921-9.54367-10.34040-5.854021.07408-6.78895-13.69240-13.826104.00000-5.85333-5.94097-0.926774.54780-6.53316-12.15810-10.60840-3.76647-1.61428-11.73066-17.91860-15.075509.24368-0.35762-15.61050-23.14040都新线里旺2号大桥桥墩计算里旺2号桥第二联桥墩墩柱计算1.桥墩墩顶的抗推刚度墩顶抗推刚度按下式计算：

式中:

i号墩墩顶刚度n:

一个单排桩桥墩墩柱数0.8Eh1Ih1：

墩柱砼弹性模量与柱毛截面惯性矩乘积的0.8倍本桥采用支座：

GJZ35055067横排支座数=5一排支座支座抗推刚度Kz=nAG/t=20233.34KN/m桥墩布置本联共7跨跨径25m墩号123456墩高h（m）4.62.58913.516.6墩径d（m）1.41.41.41.41.41.4桩长hz（m）桩径dz（m）Eh13.00E+043.00E+043.00E+043.00E+043.00E+043.00E+04Ih10.1885740.18857410.18857410.18857410.18857410.1885741n2222222.79E+051.74E+065.30E+043.72E+041.10E+045.94E+03支座抗推刚度Kz20233.3420233.3420233.3420233.3420233.3420233.3403墩顶与支座的集成刚度18865.1220000.48614645.93613111.3867141.36064589.75071总刚度K78354.0392、均匀温度影响力在各墩上的分配结构有效温度标准值：

最高34，最低-3，结构合拢温度按1525考虑计算温度上升=34-1519，计算温度下降=25-（-3）28,线膨胀系数0.00001温升时：

C=0.0000119=0.00019温降时：

C=0.0000128=0.00028结构为对称结构，所以上部结构不动点位于一联中间点，即7跨一联时x0=75.77m温升影响力只与制动力组合，而温降影响力与制动力、混凝土收缩徐变影响力共同作用，故只计算温降影响力。

温降影响力在各墩上的分配如下：

一个桥墩温降影响力表墩号123456x50.7725.770.77-24.23-49.23-74.23P温降268.19144.323.16-88.95-98.44-95.391138.03/hhiIEhnKiKiK都新线里旺2号大桥桥墩计算3、汽车制动力在各墩上的分配制动力按一个桥墩的抗推刚度与总抗推刚度的比值分配，联端上为活动支座，不考虑承受制动力。

1）汽车制动力

（1）车道荷载标准值的10%；一联长按725m计算：

一个车道产生制动力=209.75KN

（2）公路级汽车荷载制动力标准值限值：

一个车道产生制动力165KN一联汽车荷载制动力FF=209.752=419.5KN制动力分配：

Fi=FzKi/K=165KN墩号123456Fi101.00107.0878.4170.2038.2324.574、混凝土收缩、徐变影响力在各墩上的分配1）收缩应变cs（t,t0）=csos（t-ts）-s（t0-ts）cso=s（fcm）RHfck=32.4MPats=7dt=3655=3650d（按10年计算）t0=28dt1=1dRH0=100%环境年平均相对湿度RH按80%取，构件截面面积A=3873000mm2，构件与大气接触的周边长度u=30768mm，构件理论厚度h=2A/u=251.76mm,h0=100mm查规范附录F表F.1.2:

cso=0.00031=0.00031s（t-ts）=0.5=0.78837313s（t0-ts）=0.5=0.09683925cs（t,t0）=csos（t-ts）-s（t0-ts）0.00021442）徐变应变（t,t0）=0c（t-t0）c（t-t0）=0.9415276式中H=1501+（1.2RH/RH0）18h/h0+250=808.746461500加载龄期t0=14d，查规范附录F表F.2.2得01.9562=1.9562（t,t0）=0c（t-t0）1.95620.9415276=1.84181633由上部结构计算可得，上部结构施加预应力后的初始应变s=pc/Ecs=0.00023徐变应变cr（t,t0）s=0.00042363）混凝土收缩、徐变影响力在各墩上的分配Ti=（cs+cr）xK墩号123456Ti611.07328.857.21-202.67-224.29-217.365、单根墩柱墩顶水平力汇总单根墩柱墩顶水平力=一个桥墩墩顶水平力/n5.01201/）（）/（350/）（ttthhtttttssss5.01020100/）（）/（350/）（ttthhtttttssssckf4.321s201st/）tt（）h/h（350t/）tt（3.01010/）（/）（ttttttH102010/）（）/（350/）（ttthhtttssckf4.32都新线里旺2号大桥桥墩计算墩号123456温降影响力134.0972.161.58-44.47-49.22-47.70混凝土收缩、徐变影响力305.54164.423.60-101.34-112.15-108.68制动力50.5053.5439.2135.1019.1212.29纵向水平力对墩柱底偏心矩计入10cm支座垫石、6.7cm支座厚度及1.5cm梁底钢板厚，即hi（H+0.182）m。

二二、竖竖直直力力计计算算1.上部结构恒载上部结构恒载为1340213403=6700KN边梁中梁2.下部结构恒载一个盖梁自重：

P盖=2825=700KN单根墩柱自重：

P柱=D2/4（H墩）25（KN）墩号123456P柱177.0396.21307.88346.36519.54638.84单根墩柱恒载竖向力P恒=（P上恒/22+P盖）/n+P柱墩号123456P恒3877.033796.214007.884046.364219.544338.843.汽车活载1）活载合力计算上构传来一列汽车活载反力628KN（未计冲击）,则2列汽车活载反力1256KN。

2）墩柱反力横向分布计算对称布置时：

1=2=0.53=不对称布置时：

2车道情况1=1.7868，2=0.21324）单根墩柱活载对称布置P左=P右=628KN不对称布置P左=2244.2208KNP右=267.7792KN三三、荷荷载载组组合合1、基本组合（用于承载能力极限状态计算）,按规范JTGD60-2004第4.1.6条规定计算：

1.01.2恒载+1.0混凝土收缩、徐变影响力+1.4汽车（含冲击力）+0.7（1.4制动力+1.4温降影响力）（冲击系数0.45）2、短期组合（用于正常使用极限状态计算），按规范JTGD63-2007第1.0.8条规定计算：

1.0恒载+1.0混凝土收缩、徐变影响力+1.0汽车（含冲击力）+1.0制动力+1.0温降影响力墩柱底荷载计算：

竖向力P=Pi纵向水平力H=Hi弯矩M=Piei+Hihi单根墩柱底荷载组合见下表。

都新线里旺2号大桥桥墩计算基本组合墩号123456对称布置左右柱竖向力P（KN）5927.275830.296084.296130.476338.296481.45纵向水平力V（KN）486.44287.6143.58179.32179.12167.46弯矩M（KN/m）2326.15771.37356.541646.492450.652810.36不对称布置左柱竖向力P（KN）9208.209111.229365.229411.409619.229762.38纵向水平力V（KN）486.44287.6143.58179.32179.12167.46弯矩M（KN/m）2326.15771.37356.541646.492450.652810.36右柱竖向力P（KN）5196.035099.055353.045399.225607.045750.20纵向水平力V（KN）486.44287.6143.58179.32179.12167.46弯矩M（KN/m）2326.15771.37356.541646.492450.652810.36短期效应组合墩号123456对称布置左右柱竖向力P（KN）4787.634706.814918.484956.965130.145249.44纵向水平力V（KN）490.13290.1344.39180.91180.48168.66弯矩M（KN/m）2343.81778.12363.211661.102469.352830.50不对称布置左柱竖向力P（KN）7131.157050.337262.007300.487473.667592.96纵向水平力V（KN）490.13290.1344.39180.91180.48168.66弯矩M（KN/m）2343.81778.12363.211661.102469.352830.50右柱竖向力P（KN）4265.314184.494396.164434.644607.824727.12纵向水平力V（KN）490.13290.1344.39180.91180.48168.66弯矩M（KN/m）2343.81778.12363.211661.102469.352830.50