长安大学拱桥课程设计

..桥梁工程拱桥课程设计学院：公路学院班级：桥梁工程学号：：指导教师：2014计算书用office2010编写，如需利用里面的表格和公式，请安装office2010。等截面悬链线混凝土空腹式箱形拱桥设计一、设计资料与根本数据1.1设计标准(1)设计荷载：公路—Ⅰ级，人群荷载(2)桥梁宽度：1.5m人行道+8m行车道+1.5m人行道=11m(3)净跨径：(4)净矢跨比：，即净矢高(5)合拢温度，最高月平均温度，最低月平均温度1.2主要构件材料及其参数(1)桥面铺装为8cm钢筋混凝土〔〕+6cm沥青混凝土〔〕(2)拱顶填土材料容重(3)拱上简支梁为C30钢筋混凝土，(4)拱上桥墩为C30钢筋混凝土矩形截面墩，(5)拱顶填土包括桥面的平均高度(6)主拱圈为C40钢筋混凝土箱形截面，1.3设计依据1.交通部部标准"公路桥涵设计通用规〔JTGD60－2004〕"；2.交通部部标准"url=j-NTGJqjJ4zBBpC8yDF8xDh8vibi1VViXDxBcokQ2cDy4-YoHzF-qckjRHamjGKNN6C"公路圬工桥涵设计规—JTGD61--2005"；3.交通部部标准"公路钢筋混凝土及预应力混凝土桥涵设计规〔JTGD60－2004"；4."公路设计手册－拱桥"〔上、下册〕简称"拱桥〞。二、主拱圈截面的几何要素计算2.1主拱圈横截面设计〔1〕拱圈截面高度按经历公式估算：〔2〕拱圈拟采用7个1.4m的拱箱组成，全宽，拱圈横断面的尺寸构造〔取一半〕如下列图所示：图2.1主拱圈横断面尺寸〔cm〕〔3〕箱形拱圈截面几何性质：整个主拱截面的面积为：绕箱底边的面积矩为：主拱圈截面重心轴为：主拱圈截面对重心轴的惯性矩：主拱圈截面绕中心轴的回转半径：三、确定拱轴系数3.1上部构造构造布置上部构造构造布置如下列图所示：图3.1上部构造构造尺寸〔单位：cm〕3.1.1主拱圈假定，相应的，查"拱桥"〔上册〕表〔Ⅲ〕-20〔1〕得：主拱圈的计算跨径和计算矢高：拱脚截面的水平投影和竖向投影：将拱轴沿跨径24等分，每等分长，每等分点拱轴线的纵坐标(其中由(Ⅲ)-1查得),相应的拱背曲面坐标，拱腹曲面坐标。具体数值见下表：表3.1主拱圈几何性质表截面号035.3796110.10310.862480.86960.86969.233610.9727132.43130.8366768.45310.882340.85000.85007.60309.3031229.48300.6887596.95860.901130.83230.83236.12637.7909326.53470.5559155.61650.918680.81640.81644.80016.4329423.58640.4378464.42360.934850.80230.80233.62145.2259520.63810.3342863.37730.949500.78990.78992.58744.1672617.68980.2450002.47530.962500.77920.77921.69603.2545714.74150.1697881.71540.973710.77020.77020.94512.4856811.79320.1084811.09600.983050.76290.76290.33311.858998.84490.0609410.61570.990410.75730.7573-0.14161.3730105.89660.0270590.27340.995720.75320.7532-0.47981.0266112.94830.0067610.06830.998930.75080.7508-0.68250.81911200010.75000.7500-0.750.753.1.2拱上腹孔布置从主拱圈两端起拱线起向外延伸2.5m后向跨中对称布置五孔简支梁，简支梁桥面板厚为41cm，座落在宽为50cm的混凝土排架式腹孔墩支撑的宽为60cm的钢筋混凝土盖梁上，腹孔墩盖梁顶部与主拱拱顶拱背在同一标高，腹孔墩墩中线的横坐标以及各墩中线自主拱拱背到腹孔墩盖梁顶部的高度，分别计算如下表：表3.2腹孔墩高度计算表工程1号立柱32.50.918610.52388.48970.53431.13388.02932号立柱27.50.777280.44326.03920.44641.09515.57893号立柱22.50.635960.36264.02100.36131.06333.56074号立柱17.50.494640.28202.42200.27861.03811.9616空实腹段分界限12.50.353310.20141.23170.19771.01940.77143.2上部构造恒载计算恒载计算，首先把桥面系换算成填料厚度，然后按主拱圈、横隔板、拱上空腹段、拱上实腹端共四个局部进展。3.2.1桥面系桥面系各项集度：故换算成填料的平均厚度为：3.2.2主拱圈3.2.3横隔板横隔板的设置受箱肋接头位置的控制，必须先确定接头位置后再按箱肋轴线等弧长布置横隔板。1、确定箱肋接头、设置横隔板a．确定接头位置箱肋分三段吊装合拢，接头宜选在箱肋自重作用下弯矩值最小的反弯点附近，即之间，此处相应的弧长为：上式中的值根据值从附表差算得。b.布置横隔板横隔板沿箱肋中轴线均匀设置，取板间间距，中段箱肋设11道横隔板，端横隔板到接头中线的距离为0.3m，那么中段箱肋弧长之半为：那么接头位置刚好在处。端段箱肋弧长：端段箱肋设置10道横隔板，那么端横隔板距起拱面的长度为：2、横隔板与接头加强局部的重力横隔板厚均为0.06m。靠拱脚的一块为实心板，其余均为空心板。接头处两相邻横隔板之间以及拱脚截面至第一块横隔板之间的箱底板和两侧板均加厚10cm。横隔板重力通过CAD对横隔板面积及体积的计算再乘以其容重可得：空心板：实心板：中间头加强局部拱脚加强段d.各集中力作用线的横坐标各集中力作用线的横坐标，可以根据值从附表查得值，再由求得。的值和各集中力分别对和拱脚截面的力臂见下表所示：表3.3横隔板的横坐标与力臂计算表集中力编号力臂1号2.580.0729234470.07292.579015.110832.80062号5.160.1458468930.14575.154412.535430.22523号7.740.218770340.21827.72039.969427.65924号10.320.2916937860.290410.27487.415025.10485号12.90.3646172330.362112.81214.877722.56756号13.50.3815761740.378713.39934.290521.98037号16.080.454499620.449815.91321.776619.46638号18.660.527423070.520118.400416.97929号21.240.600346510.589720.862314.517310号23.820.673269960.658423.293912.085711号26.40.746193410.726225.69209.687612号28.980.819116850.793128.05827.321313号31.560.89204030.858930.38664.993014号34.140.964963750.923632.67672.702915号36.721.037887190.987334.92990.44960号000.00000.000017.689835.3796中接头13.20.373096700.378713.39934.290521.9803拱脚加强段36.981.04520360.993635.15480.22483.2.4拱上空腹段1、填料及桥面系的重力：2、盖梁、底梁及各立柱重力各腹孔排式墩的横截面如下列图所示：图3.2腹孔排式墩的横截面图〔单位：cm〕采用CAD进展面积及体积计算再乘以腹孔墩的容重得到：盖梁自重：底梁自重：1号立柱自重：2号立柱自重：3号立柱自重：4号立柱自重：3、各立柱底部传递的力通过对各自重进展相应的叠加得到各立柱处以及空实腹端接头处传递到集中荷载为：1号立柱：2号立柱：3号立柱：4号立柱:空实腹端接头处:3.2.5拱上实腹段1、拱顶填料及桥面系重2、悬链线曲边三角形式中其重心距原点〔拱顶〕的水平距离:3.2.6验算拱轴系数恒载对截面和拱脚截面的力矩如下表所示：表3.4半拱恒载对截面和拱脚截面产生的弯矩工程集中力编号重力〔kN〕截面拱脚截面力臂力矩力臂力矩主拱圈6812.1528808.57117480.63横隔板及加强段空心板14×7.056399.09291778.89实心板11.1092.295625.50中接头26.2714.5841120.428522.2739585.16拱脚段23.7270.485411.523.52817.689862.4135.3796124.82拱上空腹段1097.36582.87963159.941029.97847.87968115.78974.478312.879612550.86930.50470.1898176.594717.879616637.02363.4755.18981886.35722.87968316.15实腹段1817.37511.439820790.3829.129652939.351144.06958.31279510.27426.002529748.6261742.26251411.47由上表可知：，该值与0.245之差小于半级即0.0025，所以可以确定上面拟定的桥跨构造形式的设计共轴系数为四、拱圈弹性中心及弹性压缩系数4.1弹性中心4.2弹性压缩系数五、主拱圈截面力计算大跨径钢筋混凝土拱桥应验算拱顶、拱脚、拱跨、、等截面的力。本设计因跨径较小，只验算拱顶、拱脚、截面。5.1构造自重力的计算在确定m系数时，其实算值很难与选定的拱轴系数在"五点〞重合，对于大跨径桥梁用"假载法〞计入"五点〞存在的偏离的影响。当用"假载法〞计入五点的偏离之后，相应三铰拱的恒载压力线在五点以外与选定的拱轴线有偏离。对于大跨径无铰拱，这种偏离的影响很大，不可忽略。下面分别计算这两种偏离的影响。用假载法计算确定m系数时在"五点〞存在的偏差(1)假载力a．求假载由式得：b．假载力假载产生的力可以将其直接布置在力影响线上求得。不考虑弹性压缩的假载力见表下表：表5.1不计弹性压缩的假载力工程影响线面积力矩表Ⅲ-14〔5〕值合计乘数拱顶截面0.0057-0.005370.000331.6523-77.67730.060680.064770.1254562.1698-2922.7684截面0.00905-0.00923-0.00018-0.901242.36940.040310.085130.1254462.1648-2922.5355拱脚截面0.01724-0.016460.000783.9053-183.60090.086190.039250.1254462.1648-2922.5355c．计入弹性压缩的假载力计入弹性压缩的假载力见下表：表5.2计算弹性压缩的假载力工程拱顶截面截面拱脚截面10.96250.8624800.271320.50609-2922.768435-2922.535452-2922.535452-1663.28857-86.68508152-86.67817159-86.67817159-2836.083353-2946.345226-3287.643899-77.6772878942.36942976-183.60086233.46670.9914-6.6365-378.1867545-43.56426519391.6353282〔2〕"拱轴线恒载〞力a．推力b．考虑弹性压缩的力考虑弹性压缩的"拱轴线恒载〞力见下表：表5.3考虑弹性要锁的拱轴线恒载力工程拱顶截面截面拱脚截面10.96250.8624821962.6854321962.6854321962.6854321311.3039721311.3039721311.3039721962.6854322818.3744725464.57359651.3814623626.9546574561.803483621311.3039722191.4198124902.770113.46670.9914-6.63652258.131299645.7867632-4322.866807〔3〕考虑确定m系数偏差影响的恒载力考虑m系数偏差影响的恒载力等于"拱轴线m的恒载〞力减去"假载〞的力，计算截面如下表：表5.4考虑"五点〞偏差的恒载力截面工程拱顶截面截面拱脚截面拱轴线恒载假载合计拱轴线恒载假载合计拱轴线恒载假载合计水平力21962.69-2836.0824798.7721962.69-2835.8624798.5421962.69-2835.8624798.54轴力21311.30-2836.0824147.3922191.42-2946.3525137.7724902.77-3287.6428190.41弯矩2258.13-378.192636.32645.79-43.56689.35-4322.87391.64-4714.50恒载压力线偏离的影响〔1〕"恒载压力线〞偏离拱轴线的偏离弯矩计算恒载偏离弯矩，首先要计算出桥跨构造沿跨径各等分段的分块对各截面的力矩，再计算各截面压力线的纵坐标，然后才能求得。下面按主拱圈。拱上实腹段、和各集中力三局部计算个分块恒载对各截面的力矩。a．主拱圈自重对各截面产生的力矩式中：均可由附表查得主拱圈对各截面的力矩的值见下表：表5.5主拱圈自重对各截面产生的弯矩截面号011.052520.539470.5131117480.634610.9166666670.956570.4459033330.431098681.557720.8333333330.863630.366510.353280873.221630.750.771980.293630.285465341.948140.6666666670.682130.2302666670.224551404.027050.5833333330.5936833330.174970.171339235.458560.50.506470.127430.125828807.428670.4166666670.4204466670.0882733330.086919901.702280.3333333330.3352766670.0563233330.055412693.897890.250.250810.03140.03137167.7957100.1666666670.1669166670.01420.01363118.6453110.0833333330.083370.003750.0032732．拱上实腹段恒载对各截面产生的弯矩计算拱上实腹段的恒载时，必须将拱顶填料及面层的矩形板块和其下面的悬链线曲边三角形块分开计算才能准确。矩形板块从拱顶到每个截面的矩形板块的重力对实腹段里每个截面的力矩对空腹段里每个截面的力矩式中k表示空、实腹段的分界点，取b．悬链线曲边三角形块从拱顶到任意截面的重力每一块的重心坐标为：在实腹段里，截面重心到任意截面的力臂，在空腹段力，整块曲边三角形面积的重心到每个截面的力臂为。各截面的力矩见下表：表5.6拱上实腹段恒载对各截面产生的力矩区间截面号悬链线曲边三角形矩形块空腹段011157.77350.750226.002530104.95240.290952939.347783044.3001310.91671157.77350.750223.054226691.49200.261547581.185974272.6779920.83331157.77350.750220.105923278.03170.232042223.024265501.0558430.751157.77350.750217.157619864.57130.202636864.862456729.433740.66671157.77350.750214.209316451.11100.173131506.700647957.8115550.58331157.77350.750211.261013037.65060.143726148.538839186.1894160.51157.77350.75028.31279624.19030.114220790.377030414.5672770.41671157.77350.75025.36446210.72990.084815432.215221642.94512分界点0.35330.20141157.77350.7502实腹段80.33330.1901972.05430.75022.94652864.18050.055610110.370512974.5510190.250.1425409.76150.75012.2105905.76730.03135687.08346592.850723100.16670.0950121.34230.75001.4739178.84970.01392527.59262706.442314110.08330.047515.16270.75000.737011.17560.0035631.8982643.07373821200000000c．各集中力对各截面的力矩拱上空腹段的腹孔和横隔板等各集中力及其相应的横坐标在前面已经求出，各竖向力集中力到各截面的力臂〔取，产生的力矩，具体计算见下表：表5.7拱上集中力对各截面产生的力矩截面竖向力P5(立柱)中接头3.5287.0567.0567.0567.056363.4757.05626.27102.57905.15447.720310.274812.512.812113.399301124.8191231.4408213.2691195.1635177.13958316.1508159.2361577.443610.9167114.4175210.6376192.4659174.3603156.33647244.5184138.4329499.988920.8333104.0159189.8344171.6628153.5571135.53326172.8861117.6297422.534230.7593.6143169.0313150.8596132.7540114.73005101.253796.8265345.079540.666783.2127148.2281130.0564111.950893.92684029.621476.0233267.624850.583372.8111127.4249109.253291.147673.12362957.989055.2201190.170060.562.4096106.621788.450070.344452.32041886.356634.4169112.715370.416752.008085.818567.646849.541231.5172814.724313.613835.260680.333341.606465.015346.843628.738010.714190.2531.204844.212126.04057.9348100.166720.803223.40905.2373110.083310.40162.60581200续上表截面P4〔立柱〕P3〔立柱〕P2(立柱)7.056930.50477.0567.056974.47837.0567.0561029.97847.05615.913217.500018.400420.862322.523.293925.692027.528.05820137.354516637.0221119.8050102.434212550.858685.276868.35578115.784551.65941116.551313893.617599.001981.63109677.807064.473647.55255079.101930.8562295.748211150.212978.198760.82786804.755343.670426.74942042.419310.0530374.94508406.808457.395540.02463931.703722.867215.9462454.14185663.403836.592319.22141058.65212.064021533.33862919.999215.7891612.5354176.5947789101112续上表截面P1〔立柱〕拱脚加强段合计7.0561097.3667.05611.10923.726730.386632.532.676734.9299435.15475035.23033159.93919.071454.9949245.334151087.78114.427137836.18227780.29318743.84411774.7256646.26762602.76571150.138192.91749109.39221049.44941113.0074120计算偏离弯矩上部构造恒载对拱圈各截面重心的弯矩为：压力线的纵坐标为：式中为不计弹性压缩的恒载水平推力各截面上的"恒载压力线〞偏离拱轴线的值：偏离弯矩为：具体数值见下表：表5.8偏离弯矩截面号主拱圈拱上实腹段集中力合计恒载压力线拱轴线偏心偏离弯矩0117480.6383044.3051087.78251612.7210.115110.103-0.0120-297.42198681.5674272.6837836.18210790.418.47408.4531-0.0209-520.93280873.2265501.0627780.29174154.577.00126.9586-0.0426-1058.89365341.9556729.4318743.84140815.225.66095.6165-0.0444-1105.28451404.0347957.8111774.72111136.564.46784.4236-0.0442-1099.16539235.4639186.196646.2785067.913.41983.3773-0.0425-1056.73628807.4330414.572602.7761824.762.48542.4753-0.0102-252.51719901.7021642.951150.1342694.781.71641.7154-0.0010-24.46812693.9012974.55192.9225861.371.03971.09600.05631401.5797167.806592.85109.3913870.040.55760.61570.05811445.37103118.652706.4449.455874.540.23620.27340.0372925.8011732.18643.0713.011388.260.05580.06830.0125310.881200000000〔2〕偏离弯矩在弹性中心产生的赘余力赘余力各项的计算见下表：表5.9赘余力计算表截面号0-0.01200.86250.5797-0.0069-6.63650.04601-0.02090.88231.1333-0.0237-4.98640.11832-0.04260.90111.1097-0.0472-3.49190.16503-0.04440.91871.0885-0.0484-2.14980.10404-0.04420.93491.0697-0.0473-0.95690.04525-0.04250.94951.0532-0.04470.0893-0.00406-0.01020.96251.0390-0.01050.9914-0.01057-0.00100.97371.0270-0.00101.7513-0.001880.05630.98311.01720.05732.37070.135990.05810.99041.00970.05872.85100.1673100.03720.99571.00430.03743.19330.1194110.01250.99891.00110.01253.39840.0425120.00001.00000.50000.00003.46670.0000125.9504442192.102149312.6324-0.06400.9273由上表可得：〔3〕"恒载压力线〞偏离拱轴线的附加力"恒载压力线〞偏离拱轴线在拱圈的任意截面中产生的附加力为：拱顶、截面、拱脚三个截面的附加力见下表：表5.10"压力线〞偏离拱轴线的附加力工程拱顶截面截面拱脚截面10.96250.8624800.271320.506093.46670.9914-6.6365192.1021184.8983165.6843052.121297.22100-252.5123-297.4168125.9504125.9504125.9504-540.0063-317.01401103.4118(4)空腹式无铰拱的恒载压力线空腹式无铰拱在恒载作用下考虑压力线与拱轴线的偏离以及恒载弹性压缩的影响之后，拱中任意截面存在三力：这三个力的合力作用点的偏心距为：所以空腹式无铰拱恒载压力线的纵坐标：将有关数据带入力公式中，得空腹式无铰拱恒载压力线纵坐标值见下表：表5.11空腹式无铰拱的恒载压力线表截面号010.1031-6.6365-0.0120-0.15250.862480.5608-0.271910.260818.4531-4.9864-0.0209-0.12530.882341.1140-0.11248.580526.9586-3.4919-0.0426-0.11410.901131.0900-0.10477.074835.6165-2.1498-0.0444-0.08650.918681.0684-0.08105.704644.4236-0.9569-0.0442-0.06010.934851.0492-0.05734.484953.37730.0893-0.0425-0.03550.949501.0324-0.03433.413562.47530.9914-0.01020.01670.962501.01780.01642.458371.71541.7513-0.00100.04250.973711.00560.04231.672081.09602.37070.05630.11340.983050.99570.11390.980190.61572.85100.05810.12570.990410.98800.12720.4872100.27343.19330.03720.11230.995720.98250.11430.1586110.06833.39840.01250.09210.998930.97920.0941-0.0259120.00003.46670.00000.08111.000000.47810.1697-0.0848空腹式无铰拱的实际恒载力空腹式无铰拱的实际恒载力等与计入拱轴系数m的偏差影响的力与"压力线〞及拱轴线偏离的附加力之和，其结果如下表所示：表5.12恒载力表截面工程拱顶截面截面拱脚截面表5.4表5.10合计表5.4表5.10合计表5.4表5.10合计水平力24798.769192.10224990.87124798.543192.10224990.64521962.685192.10222154.788轴力24147.387192.10224339.48925137.765184.89825322.66324902.770165.68425068.454弯矩2636.318-540.0062096.312689.351-317.014372.337-4322.8671103.412-3219.4555.2活载力计算1.车道荷载均布荷载及人群荷载力公路Ⅰ级汽车荷载加载于影响线上，其中均布荷载为;集中荷载当计算跨径为5m时,,当为50m及以上时,。本设计跨径为70m,即。拱圈宽度为10.04m,承载双向两车道公路Ⅰ级汽车荷载，考虑活载均布分布于拱圈全宽。人群荷载为：均布荷载及人群荷载的力计算如下表所示：表5.13考虑弹性压缩后的均布荷载和人群荷载力截面工程人群荷载表Ⅲ-14〔5〕值乘数均布荷载的力或力矩人群荷载的力或力矩拱顶截面2190.005728.5391599.3206256.8517相应2190.0606830.0714631.5002270.6430相应2190.4247330.0535631.1241270.4817219-0.00537-26.8868-564.6231-241.9813相应2190.0647732.0983674.0651288.8850相应2190.4533732.0801673.6814288.7206截面2190.0090545.3120951.5528407.8084相应2190.0403119.9766419.5085179.7894相应2190.2983721.1124443.3605190.0116219-0.00923-46.2133-970.4787-415.9195相应2190.0851342.1882885.9528379.6941相应2190.6146243.4900913.2896391.4098拱脚截面2190.0172486.31821812.6819776.8637相应2190.0861942.7135896.9843384.4218相应2190.1544310.9273229.474098.3460相应2190.5985442.3522889.3956381.1696219-0.01646-82.4128-1730.6696-741.7155相应2190.0392519.4513408.4770175.0616相应2190.3455724.4522513.4969220.0701相应2190.4118829.1443612.0297262.29852.集中力力计算〔1〕、不计弹性压缩的集中力力如下表所示：表5.14不计弹性压缩的集中力力工程双车道集中力查表值乘数力或力矩拱顶截面7200.048233.41272457.1534相应7200.232881.63101174.3318720-0.01288-0.9114-656.1919相应7200.118960.8332599.8734L/4截面7200.059774.22933045.0769相应7200.133280.9335672.0841720-0.01972-1.3954-1004.6665相应7200.232881.63101174.3318拱脚截面7200.031112.20131584.9480相应7200.232881.63101174.3318相应7200.5360720-0.06533-4.6227-3328.3399相应7200.059860.4192301.8529相应7200.94047677.1384〔2〕考虑弹性压缩后集中力力如下表所示：表5.15考虑弹性压缩后集中力力工程拱顶截面截面拱脚截面10.96250.8624800.271320.50609与相应的1174.3318599.8734672.08411174.33181174.3318301.8529与相应的360.0000677.13841174.3318599.8734646.88101130.29441195.0301603.0351-34.8290-17.7914-19.9330-34.8290-34.8290-8.9525-34.8290-17.7914-19.1856-33.5229-30.0393-7.72141139.5028582.0820627.69541096.77151164.9908595.31372457.1534-656.19193045.0769-1004.66651584.9480-3328.33993.46675.941913.5698-120.7409-61.6770-118.4411-206.9521-472.6230-121.48412336.4125-717.86892926.6358-1211.61861112.3250-3449.82405.3温度变化、混凝土收缩、徐变力的计算温度变化为其他可变荷载、混凝土收缩、徐变为永久荷载，似乎要分项计算，但是考虑到习惯和可能，还是将三者一起计算。主拱圈度，最高月平均温度，最低月平均温度，主拱圈材料弹性模量，主拱圈材料线膨胀系数。收缩作用按下降温度的影响计入。混凝土徐变作用的影响，当计算温度力时以；当计算混凝土收缩力时以的系数计入，于是：降低温度时：升高温度时：温度变化、混凝土徐变和收缩的力如下表所示：表5.16温度变化、混凝土徐变和收缩的力工程温度上升温度下降拱顶截面1/4L截面拱脚截面拱顶截面1/4L截面拱脚截面9.5-11.5308.5546-373.513510.96250.8624810.96250.862483.46670.9914-6.63653.46670.9914-6.6365308.5546296.9838266.1222-373.5135-359.5067-322.1479-1069.6602-305.90442047.71021294.8518370.3054-2478.8071现将恒载和活载力进展汇总如下表：表5.17力汇总表工程拱顶截面截面拱脚截面恒载2096.311824339.4895372.337025322.6634-3219.455025068.4544均布力〔〕599.3206631.1241951.5528443.36051812.6819889.3956均布力〔〕-564.6231673.6814-970.4787913.2896-1730.6696612.0297人群荷载〔〕256.8517270.4817407.8084190.0116776.8637381.1696人群荷载〔〕-241.9813288.7206-415.9195391.4098-741.7155262.2985集中力〔〕2336.41251139.50282926.6358627.69541112.32501164.9908集中力〔〕-717.8689582.0820-1211.61861096.7715-3449.8240595.3137温升-1069.6602308.5546-305.9044296.98382047.7102266.1222温降12