第五章 成桥检算二

第五章成桥检算5.1检算卡的填写成桥检算数据卡与估索卡既有联系又有区别。检算卡是在估索卡原有数据的基础上增加了与所配预应力筋及徐变等因素有关的控制信息。有以下五种荷载组合：第一种：汽车+二期恒载+第一组集中力+第一组强迫位移+第一组温度力第二种：挂车+二期恒载第三种：汽车+二期恒载+第一组集中力+第二组强迫位移+第二组温度力第四种：满人+二期恒载+第一组集中力+第一组强迫位移+第一组温度力第五种：挂车+二期恒载+第一组集中力+第一组强迫位移+第一组温度力其数据卡的填写与估索卡类似，具体填写参见附录。5.2温度力和强迫位移对结构内力的影响温度力对结构内力的影响1.温度力的计算与其他物体一样，热胀冷缩也是桥梁结构的固有属性之一。桥梁是置于大气的结构。温度毫不例外的对桥梁产生影响。温度影响包括年温差影响与局部温度影响。年温差影响指气温随季节变化对结构所起的作用，一般假定温度沿结构物截面高度方向均匀变化。对无水平约束的连续梁桥，年温差只引起结构的均匀收缩，而不产生温度次应力。局部温差一般指日照温差或混凝土水化热影响。水化热影响较为复杂，且在施工中可通过温度控制来调节。因此温度应力一般不包括此项。日照受多种因素影响，使桥面与内部因对流和热传导和热传导方式形成不均匀分布，即产生结构的温度场。温度场的确定是结构温度效应的关键。桥梁设计中通常分温度沿梁高线性变化和非线性变化。在线性温差变化情况下，梁式结构将产生挠曲变形，且梁再变形后仍然服从平截面假定。因此，在静定梁式结构中，线性变化的温度梯度只引起结构的位移而不产生次内力，在连续梁结构中，它不但引起结构的位移，且由于多余约束的影响，从而产生结构温度次内力，线性温度梯度下梁的挠曲变形时与平截面假定一致，纵向纤维几乎不受约束，因而温度次应力很小，可忽略不计。而线性变化以外的都属于非线性温度梯度形式。再此类非线性温差分布的情况下，即使静定结构因要服从平截面假定，导致纵向纤维的伸缩受到约束，从而产生纵向约束应力。这部分在截面上自相平衡的约束应力称为温度自应力。而在超静定梁式结构中除了温度字应力外，还有多余约束产生的次应力。温度应力对预应力混凝土梁桥的危害在近年来越来越受到重视。理论分析和实验研究证明温度应力对超静定结构中，温度应力可以达到甚至超出活载应力，已被认为是预应力混凝土连续梁产生裂缝的主要原因。⑴基本结构温度自应力的计算上面提到，当采用非线性温度梯度时，即使静定结构也会产生自应力。对于连续梁结构，基本结构为静定结构，因而亦存在温度自应力。设温度梯度沿梁高按任意曲线T（y）分布，取一梁段，当纵向纤维不受约束，能自由伸缩沿梁高各点自由变形为：ε（y）=αT（y）(5-1)式中：α——材料的线膨胀系数。但因梁的变形必须服从平截面假定，所以截面实际变形后，位置函数为：εa（y）=ε0+χy(5-2)式中：ε0——沿梁高y=0处的变形值；χ——单元梁段挠曲的曲率。由纵向纤维约束而产生的应变为：(5-3)由上式产生的应力称为温度次应力，其值为：（5-4）由于在单元梁段上无外荷载作用，因此自应力在截面上是自相平衡的应力，可利用截面上应力总和为零和对截面重心轴处力矩为零的条件，求出与值。（5-5）（5-6）将求得的与值代入式（5-4）即可求得温度自应力。⑵连续梁温度次内力及温度次应力计算在上式(5-6)中，求的χ值表示非线性温度梯度变化时单元梁段产生的挠曲变形的曲率。在连续梁中，这部分变形会引起次内力，可用力法求解，亦可采用有限元法求解。通过分析分析可知：温度梯度与温度附加力的计算有很大关系。如果温度梯度曲线选用不当，即使增大温度设计值，亦不能提高结构的抗裂性。因此，需今后进一步通过大量的研究与分析，找出符合我国实际情况的温度梯度曲线。⑶我国公路桥梁设计规范中温度应力计算公式我国《公路混凝土及预应力混凝土桥梁设计规范》（JTJ023-85）中规定：混凝土T形截面连续梁由于日照引起桥面板与其他部分的温度差，从而产生内力。在缺乏实测资料时，可假定温度差为5°C，并在桥面板均匀分布。因此，我国公路桥梁设计规范的温度梯度曲线，亦属非线性分布。温度自应力的计算公式为：==(5-7)(5-8)式中：——桥面板重心到截面重心轴的距离；——桥面板的横截面面积；——梁的横截面全面积；——截面重心到梁底的距离；——截面绕重心轴的惯性矩；——截面绕梁底的惯性矩。因此(5-9)(5-10)令：则上式可表达为：(5-11)温度次应力为：(5-12)连续梁内总温度应力为：(5-13)2.温度力对结构内力的影响在本设计中，还未布置预应力筋时，即估索阶段和在完全成桥计算阶段考虑顶板升温5℃一种温度力，同时升温10℃这两种温度力对桥梁结构的影响。两种温度力产生的温度应力由PRBP程序计算得到，分别于表1~2所示，图5.1～图5.4给出了两种温度力产生的结构内力图，由内力图可知，顶板升温5℃产生的结构内力比顶板升温10℃产生的结构内力大。在本设计中选用变高度箱梁，梁体整体升温、整体降温结构会产生内力，但产生内力值较小；若为等高度梁，梁体同时升温、同时降温结构将不会产生内力。表5-1顶板升温5℃产生的结构内力截面号剪力（t)弯矩（t·m))截面号剪力（t)弯矩（t·m))1004401332.8999219.2204501332.8999319.2211.5324601332.8999419.2254.7774701332.8999519.22112.43664801332.8999619.22170.09664901332.8999719.22227.75665001332.8999819.22285.41555101332.8999919.22362.29555201332.89991019.2243989991119.22516.05445401332.89991219.22592.93445501332.89991319.22669.81335601332.89991419.22746.69335701332.89991519.22813.96225801332.89991619.22881.23225901332.89991719.22948.50226001332.89991819.221015.77716101332.89991919.221083.044162-19.221313.67792019.221140.700163-19.221275.23392119.221198.36664-19.221256.01192219.221256.02265-19.221198.3662319.221275.24466-19.221140.72419.221313.68867-19.221083.04412519.221332.968-19.221015.77712601332.969-19.22948.50112701332.970-19.22881.23222801332.971-19.22813.96222901332.899972-19.22746.69333001332.899973-19.22669.81333101332.899974-19.22592.93333201332.899975-19.22516.05443301332.899976-19.22439899977-19.22362.29553501332.899978-19.22285.41553601332.899979-19.22227.75663701332.899980-19.22170.09663801332.899981-19.22112.43663901332.899982-19.2254.7774001332.899983-19.2211.5324101332.899984-19.2204201332.899985004301332.8999图5-1第一组温度力产生的剪力图图5-2第一组温度力产生的弯矩图表5-2同时升温10℃产生的结构内力截面号剪力（t)弯矩（t·m))截面号剪力（t)弯矩（t·m))1004402260.8883232.60104502260.8883332.60119.5614602260.8883432.60192.9134702260.8883532.601190.71664802260.8883632.601288.51994902260.8883732.601386.32225002260.8883832.601484.12665102260.8883932.601614.535202260.88831032.601744.93445302260.88831132.601875.33885402260.88831232.6011005.74425502260.88831332.601113688831432.6011266.55515702260.88831532.6011380.65555802260.88831632.6011494.75585902260.88831732.6011608.86626002260.88831832.6011722.966661-32.60112260.88831932.6011837.066962-32.60112228.28822032.6011934.877263-32.60112163.0882132.6012032.677664-32.60112130.47792232.6012130.477965-32.60112032.67762332.6012163.08866-32.60111934.87732432.6012228.288267-32.60111837.06692502260.888368-32.60111722.96662602260.888369-32.60111608.86622702260.888370-32.60111494.75582802260.888371-32.60111380.65552902260.888372-32.60111266.55513002260.888373-32.60111136888374-32.60111005.74433202260.888375-32.6011875.33883302260.888376-32.6011744.93443402260.888377-32.6011614.533502260.888378-32.6011484.12663602260.888379-32.6011386.32223702260.888380-32.6011288.51993802260.888381-32.6011190.71663902260.888382-32.601192.9134002260.888383-32.601119.5614102260.888384004202260.8883850002260.8883图5-3第二组温度力产生的剪力图图5-4第二组温度力产生的弯矩图迫位移对结构内力的影响1.支座发生强迫位移产生的内力计算连续梁墩台沉降与地基土的性质有关，一般规律是随时间递增，经过相当长时间，沉降接近终值。为了简化计算，通常假定变化规律内似于徐变变化规律，其基本表达式为：(5-14)式中：——t时刻的墩台基础沉降值；——t=时的墩台基础沉降值。考虑地基土的性质，式（）改写为(5-15)式中：p——墩台增长速度。P值可根据实桥地基土的实验资料确定，一般为：36砂子与砂质土，接近瞬时沉降；14～4亚砂土与亚砂粘土；1粘土然后按结构力学方法求解：(5-16)2.支座发生强迫位移对结构内力的影响在本设计全面成桥检算中，考虑左边跨支座和右中跨支座同时向下发生0.5㎝的强迫位移（第一组）、右边跨支座和左中跨支座同时向下发生0.5㎝的强迫位移（第二组）两组强迫位移对桥梁结构产生影响。两组支座强迫位移产生的结构内力在PRBP程序运行结果中输出，分别如下表3、表4所示，图5.5～5.6给出了两组强迫位移产生的结构内力图。表5-3第一组强迫位移产生的结构内力截面号剪力（t)弯矩（t·m))截面号剪力（t)弯矩（t·m))100446.92610.3892-5.5930456.92638.0943-5.593-3.356466.92665.7984-5.593-15.94476.92693.5035-5.593-32.7188486.926121.20886-5.593-49.4977496.926148.91227-5.593-66.2755506.926176.61778-5.593-83.0544516.926200.85889-5.593-105.4225526.926225.110-5.593-127.7997536.926249.341111-5.593-150.1668546.926273.583312-5.593-172.544556.926297.825513-5.593-194.9111566.926318.603314-5.593-217.2882576.926339.381115-5.593-236.8557586.926360.1616-5.593-256.4332596.926367.086617-5.593-276.0007606.926380.938818-5.593-295.588261-5.593387.864419-5.593-315.155762-5.593382.272220-5.593-331.933663-5.593371.086621-5.593-348.711564-5.593365.493322-5.593-365.499365-5.593348.714423-5.593-371.088666-5.593331.936624-5.593-382.277267-5.593315.1577256.926-387.866568-5.593295.5822266.926-380.933869-5.593276.0077276.926-367.088670-5.593256.4322286.926-360.16671-5.593236.8577296.926-339.388172-5.593217.2822306.926-318.600373-5.593194.9111316.926-297.822574-5.593172.54326.926-273.588375-5.593150.1688336.926-249.344176-5.593127.7977346.926-225.177-5.593105.4255356.926-200.855878-5.59383.054366.926-176.611779-5.59366.275376.926-148.911280-5.59349.497386.926-121.200881-5.59332.718396.926-93.503382-5.59315.94406.926-65.798883-5.5933.356416.926-38.09448400426.926-10.38998500436.9260图5-5第一组强迫位移产生的剪力图图5-6第一组组强迫位移移产生的弯弯矩图表5-4第二组组强迫位移移产生的结结构内力截面号剪力（t)弯矩（t·m))截面号剪力（t)弯矩（t·m))10044-6.926-10.389925.593045-6.926-38.094435.5933.35646-6.926-65.798845.59315.9447-6.926-93.503355.59332.7248-6.926-121.200865.59349.549-6.926-148.911275.59366.2850-6.926-176.611785.59383.0551-6.926-200.855895.593105.452-6.926-225.1105.593127.853-6.926-249.3441115.593150.254-6.926-273.5883125.593172.555-6.926-297.8225135.593194.956-6.926-318.6003145.593217.357-6.926-339.3881155.593236.958-6.926-360.166165.593256.459-6.926-367.0886175.59327660-6.926-380.9338185.593295.6615.593-387.8664195.593315.2625.593-382.2772205.593331.9635.593-371.0886215.593348.7645.593-365.4993225.593365.5655.593-348.7114235.593371.1665.593-331.9336245.593382.3675.593-315.155725-6.926387.9685.593-295.588226-6.926380.9695.593-276.000727-6.926367.1705.593-256.433228-6.926360.2715.593-236.855729-6.926339.4725.593-217.288230-6.926318.6735.593-194.911131-6.926297.8745.593-172.54432-6.926273.6755.593-150.166833-6.926249.3765.593-127.799734-6.926225.1775.593-105.422535-6.926200.9785.593-83.054436-6.926176.6795.593-66.275537-6.926148.9805.593-49.497738-6.926121.2815.593-32.718839-6.92693.5825.593-15.9440-6.92665.8835.593-3.35641-6.92638.09840042-6.92610.39850043-6.9260图5-7第二组组强迫位移移产生的剪剪力图图5-8第二组组强迫位移移产生的弯弯矩图4.3成桥检检算阶段的的内力组合合一、概述结构内力是荷载载效应的必必然组合。此此设计是按按容许应力力法进行的的，然后按按存载能力力极限状态态进行检算算。在设计计过程中共共有两种内内力组合，即即按正常使使用极限状状态和承载载能力极限限状态组合合。⑴按承载能力极限限状态设计计1）当结构重力产产生的效应应与汽车（或或挂车）荷荷载产生的的效应同号号时：组合一（5-17）组合二（5-18）组合三（5-19）式中：———截面计算算内力——永久荷载中结构构重力产生生的效应；；——基本可变荷载中中汽车、人人群产生的的荷载；——基本可变荷载中中平板挂车车或履带车车产生的效效应；——其他可变荷载中中的温度影影响力和永永久荷载中中的混凝土土收缩徐变影响力及基基础变位影影响力的一一种或几种种产生的效效应。其中还规定（11）式和（2）式中的的荷载系数数按以下情情况提高：：汽车效应占总荷荷载效应的的5%及以上时时应提高5%，33%及以上时时提高3%，50%及以上时时不再提高高。（3）式中的的荷载系数数按以下情情况提高：：挂车及履履带车荷载载效应占总总荷载100%及以下时时应提高3%，60%及以下时时提高2%，45%及以下时时提高。2）结构重力产生生的效应与与汽车（或或挂车）荷荷载产生的的效应异号号时：组合一：（5-20）组合二：（5-21）组合三：（5-22）⑵按正常使用极限限状态设计计对结构进行正常常使用极限限状态计算算时，相应应的荷载组组合为：组合一：（5-23）组合二：（5-24）组合三：（5-25）二、成桥检算阶阶段的组合合内力分析析在本设计中，按按正常使用用极限状态态进行成桥桥检算。从从程序运行行结果中整整理出汽车车、挂车活活载和人群群荷载产生生的剪力和和弯矩的最最大和最小小值，并画画出剪力和和弯矩的包包络图。1三种组合内力分分别如下表表所示：表5第三组荷荷载组合产产生的内力力截面编号MAX-QMIN-QMAX-MMIN-M10-43.722200217.437-28.721124.494-2.4452800.9822379.53104.2877-39.32773779.9177364.5233469.2277205.74994704.5555306.01882119.4992956.16555608.3644226.614021.75551766.16666505.8466146.155605.34442348.70027409.271164.9936865.69992703.77748313.5877-10.39997837.28852831.36699187.5633-127.07748674.91182647.48831062.657-245.45518931.54472057.544611-61.7888-368.64498605.52251056.588712-185.0779-495.89967749.1998-362.033413-309.6007-626.51186315.5664-2210.227514-436.288-761.17724320.4776-4499.000315-555.2775-889.38852089.5775-6882.557316-688.5002-1034.0001-635.9006-9668.886417-824.5007-1186.2243-3923.3397-12901..3918-958.8777-1336.0013-7722.8802-16599..9519-1098.5595-1493.6645-11916..24-20931..8920-1223.0078-1633.3354-15802..6-25146..5321-1348.0064-1782.9941-19841..64-29854..1922-1480.6615-1932.9957-24257..97-35075..8823-1525.9995-1986.44-25809..14-36930..4224-1616.8822-2091.1186-29031..62-40815..1125-1662.0004-2146.9925-30715..39-42897..53252347.30021803.6441-30682..79-42864..93262297.9551758.4666-28900..46-40589..51272190.23381667.6119-25425..1-36195282138.2991622.4442-23750..91-34080..39291986.20091490.5443-18979..32-28054..54301839.89961364.1112-14695..59-22553..89311699.49961242.8888-10520..21-17521..58321541.7441107.2005-6074.9968-12184..45331392.2553977.3022-1926.5541-7166.5557341240.3662846.42991595.6881-3503.2219351095.3669716.544853.2448-4.09536964.8299601.39887683.75572960.611137828.5988479.395510548.22635771.988238696.6477359.957713073.99167906.666439568.2999242.231115135.1199531.611540442.8922124.422216665.333310738.220641320.30996.85417668.442611533.774642200.3177-111.155318133.441911922.225243156.0466-155.277118184.447511964.004244111.1644-200.333618128.991211925.775945-6.809-320.366617666.886811536.775346-124.344-443.188616679.992910741.664647-241.9333-568.644615162.33419535.499848-359.6443-697.033813097.44897910.99949-479.0667-829.033810564.44665768.755150-601.0557-965.49917707.00012960.622851-715.8666-1094.55914864.9881-4.02352-845.8887-1241.11021645.3991-3501.664253-977.0113-1391.1147-2072.0011-8038.225854-1106.9904-1543.1112-6093.0018-12730..3555-1242.6621-1700.5559-10506..68-18035..1256-1363.8836-1844.1163-14658..97-23131..6257-1490.2258-1988.7701-18915..34-28694..3258-1622.1148-2141.2244-23691..04-34286..3759-1667.3321-2195.5532-25345..85-36656..7760-1757.8844-2298.0042-28827..09-40824..2861-1815.5538-2363.447-30627..62-42849..84612141.84431658.7779-30627..62-42849..84622086.06641613.5997-28983..26-40802..17631983.37761522.3554-25766..99-36920..27641930.84411476.9771-24218..71-35067..64651777.07751344.3663-19811..41-29846..17661631.80021219.577-15783..36-25137..44671492.04471095.0887-11905..3-20923..21681336.0669955.3699-7729.6695-16592..37691184.5666820.9999-3926.2201-12881..12701034.0775684.9944-640.0221-9663.331471887.7155551.46552084.4227-6891.884672760.9844432.90774328.4112-4522.999973626.3399306.246318.5111-2251.009674495.7233181.71887740.8888-419.688275368.479958.4358603.9882982.013376244.9966-65.86668934.09981966.144577126.6199-190.75538673.25562539.2556789.944-316.7667832.08852706.266679-65.4533-412.42236855.4442516.022180-146.6115-509.1995599.29942198.311181-227.0777-605.6224024.78821603.133482-306.8118-704.02212121.0226780.494483-364.8666-779.3779468.4611210.052284-382.0445-800.422104.2877-39.32778461.32215.16424.494-2.4458543.722000。 图5-9成桥桥检算阶段段内力组合合二的剪力力包络图图5-10成桥检算算阶段内力力组合二的的剪力包络络图表6第三组荷荷载组合产产生的内力力截面编号MAX-QMIN-QMAX-MMIN-M10-43.722200217.437-28.721124.494-2.4452800.9822379.53104.2877-39.32773779.9177364.5233469.2277205.74994704.5555306.01882119.4992956.16555608.3644226.614021.75551766.16666505.8466146.155605.34442348.70027409.271164.9936865.69992703.77748313.5877-10.39997837.28852831.36699187.5633-127.07748674.91182647.48831062.657-245.45518931.54472057.544611-61.7888-368.64498605.52251056.588712-185.0779-495.89967749.1998-362.033413-309.6007-626.51186315.5664-2210.227514-436.288-761.17724320.4776-4499.000315-555.2775-889.38852089.5775-6882.557316-688.5002-1034.0001-635.9006-9668.886417-824.5007-1186.2243-3923.3397-12901..3918-958.8777-1336.0013-7722.8802-16599..9519-1098.5595-1493.6645-11916..24-20931..8920-1223.0078-1633.3354-15802..6-25146..5321-1348.0064-1782.9941-19841..64-29854..1922-1480.6615-1932.9957-24257..97-35075..8823-1525.9995-1986.44-25809..14-36930..4224-1616.8822-2091.1186-29031..62-40815..1125-1662.0004-2146.9925-30715..39-42897..53252347.30021803.6441-30682..79-42864..93262297.9551758.4666-28900..46-40589..51272190.23381667.6119-25425..1-36195282138.2991622.4442-23750..91-34080..39291986.20091490.5443-18979..32-28054..54301839.89961364.1112-14695..59-22553..89311699.49961242.8888-10520..21-17521..58321541.7441107.2005-6074.9968-12184..45331392.2553977.3022-1926.5541-7166.5557341240.3662846.42991595.6881-3503.2219351095.3669716.544853.2448-4.09536964.8299601.39887683.75572960.611137828.5988479.395510548.22635771.988238696.6477359.957713073.99167906.666439568.2999242.231115135.1199531.611540442.8922124.422216665.333310738.220641320.30996.85417668.442611533.774642200.3177-111.155318133.441911922.225243156.0466-155.277118184.447511964.004244111.1644-200.333618128.991211925.775945-6.809-320.366617666.886811536.775346-124.344-443.188616679.992910741.664647-241.9333-568.644615162.33419535.499848-359.6443-697.033813097.44897910.99949-479.0667-829.033810564.44665768.755150-601.0557-965.49917707.00012960.622851-715.8666-1094.55914864.9881-4.02352-845.8887-1241.11021645.3991-3501.664253-977.0113-1391.1147-2072.0011-8038.225854-1106.9904-1543.1112-6093.0018-12730..3555-1242.6621-1700.5559-10506..68-18035..1256-1363.8836-1844.1163-14658..97-23131..6257-1490.2258-1988.7701-18915..34-28694..3258-1622.1148-2141.2244-23691..04-34286..3759-1667.3321-2195.5532-25345..85-36656..7760-1757.8844-2298.0042-28827..09-40824..2861-1815.5538-2363.447-30627..62-42849..84612141.84431658.7779-30627..62-42849..84622086.06641613.5997-28983..26-40802..17631983.37761522.3554-25766..99-36920..27641930.84411476.9771-24218..71-35067..64651777.07751344.3663-19811..41-29846..17661631.80021219.577-15783..36-25137..44671492.04471095.0887-11905..3-20923..21681336.0669955.3699-7729.6695-16592..37691184.5666820.9999-3926.2201-12881..12701034.0775684.9944-640.0221-9663.331471887.7155551.46552084.4227-6891.884672760.9844432.90774328.4112-4522.999973626.3399306.246318.5111-2251.009674495.7233181.71887740.8888-419.688275368.479958.4358603.9882982.013376244.9966-65.86668934.09981966.144577126.6199-190.75538673.25562539.2556789.944-316.7667832.08852706.266679-65.4533-412.42236855.4442516.022180-146.6115-509.1995599.29942198.311181-227.0777-605.6224024.78821603.133482-306.8118-704.02212121.0226780.494483-364.8666-779.3779468.4611210.052284-382.0445-800.422104.2877-39.32778461.32215.16424.494-2.4458543.722000图4.13成桥桥检算阶段段内力组合合二的剪力力包络图图5-11成桥检算算阶段内力力组合二的的剪力包络络图图5-12成桥检算算阶段内力力组合二的的弯矩包络络图表7第三组荷荷载组合产产生的内力力截面编号MAX-QMIN-QMAX-MMIN-M10-3000297.229-45.1644-15.1644-33.16442559.0511419.7588446.6588428.65883542.4766404.5944498.1266413.70884480.3177347.7277676.0433297.96225397.4977271.9055876.5577141.44116314.7788196.08331035.9772-15.65777232.2120.26221155.655-171.60028149.788844.1011239.6999-328.1224940.077-66.12991300.5669-536.944410-70.0233-176.83391300.7662-746.555511-181.2662-288.76681245.266-307.744712-294.1119-402.35561139.5115-431.011713-409.3993-517.7665988.3644-1387.116214-527.8884-637.577805.2144-1606.996215-640.3336-750.6111607.6355-1808.339816-768.3551-879.1773369.0299-2025.66817-900.8441-1012.1155103.1922-2247.669418-1032.2296-1144.0055-182.7441-2468.990519-1169.6647-1281.8816-1112.1171-2696.223120-1292.5529-1405.002-780.6005-2896.338621-1418.1106-1533.5552-1006.0049-3102.003122-1548.7793-1667.6684-1116.5587-3313.441823-1593.6624-1713.6632-1154.7701-3385.114924-1683.9952-1806.115-1231.5596-3528.773725-1729.1116-1852.44-1270.0044-3601.3341251962.92211832.23392310.8771-20.4266261917.07771687.07752258.866310.849271825.34461696.74472136.844870.78281779.79981651.91162079.1773108.4855291646.87781521.22291909.9554180.92301519.57751396.28831737.2221259.0222311397.62231276.82281744.9449332.5922321261.35541143.65511752.2333395.6944331130.99911016.5991758.1551313.586634999.6022885.91754.8559230.676635872.7044759.431747.2008152.497736761.41648.58111745.788890.16437654.3288532.01111739.555423.33638530.6077418.77881726.799-27.8339421.4944308.10551698.6004-82.127740310.2588199.22551654.4771-134.344241202.468891.6831592.1886-184.97784295.414-15.24661509.8221-234.82234355.32-55.321472.5884-253.46694415.246-95.41441433.9999-310.644545-91.6833-202.46681313.9222-463.244246-199.2225-310.25581172.1885-616.622847-308.1005-419.49941009.1336-771.599548-418.7778-530.6007825.9788-928.644249-532.0111-644.3228621.6588-1094.55650-648.5881-761.411403.4866-1252.113851-759.433-872.7004190.3322-1404.337952-885.9-999.6002-48.2811-1572.446453-1016.559-1130.9991-300.7117-1745.228254-1143.6651-1261.3354-560.7557-1917.229655-1276.8828-1397.6623-834.3995-2246.775256-1396.2283-1519.5575-1081.0033-2559.223257-1521.2229-1646.8878-1158.1192-2887.222658-1651.9916-1779.7798-1250.3347-3221.003559-1696.7747-1825.3346-1282.3334-3348.440260-1787.0075-1917.0077-1340.9975-3588.998961-1832.2239-1962.9921-1379.2295-3710.5592611852.41729.11162201.622-129.6777621806.1661683.95522149.744-147.4001631713.63321593.62242045.9779-184.4669641667.68841548.79931994.4331-202.4651533.55521418.10061843.5995-252.3887661405.0221292.14421819.1447-296.6334671281.81161169.64471248.6771-335.3889681144.05551032.29961911.7449-374.4115691012.1555900.84111943.566-407.322670879.1733768.35111953.6667-441.044271750.6111640.33661946.0009-470.022472637.57527.88441929.0116-483.16673518.3655409.39331887.766-487.766674402.3566294.11991821.8225251.293375288.7688181.26221716.2228163.221176172.839970.0231564.5446-482.77717766.129-40.07771360.3331-477.188278-44.1011-149.78881097.0119-470.800479-120.2662-232.2861.3266-465.922680-196.0883-314.7778590.0066-461.622381-271.9005-397.4997278.9477-456.166982-347.7227-480.3117-73.2111-451.299283-404.5994-542.4776-364.8662-449.28884-419.7558-559.5991-446.6558-464.65588445.16415.16415.164-2.8368530000图5-13成成桥检算阶阶段内力组组合三的剪剪力包络图图图5-14成桥检算算阶段内力力组合三的的弯矩包络络图4.4成桥应应力检算由PRBP程序计计算的成桥桥检算阶段段截面组合合应力如下下所示：******截面组合应力******UNIIT:kgg/(cmm*cm))EIJTTOPMAAXTOPPMINBOTTTOMMMAXBBOTTOOMMINNCCOMMAAXCOMMMIN组合工况-1111-2217..92117.92227..30227.300..00.000111-2216..95116.69929..04228.700..00.000222-3316..92116.66629..11228.766..00.000222-3320..12118.71126..45224.566..00.000333-4420..08118.67726..40224.511..00.000333-4429..09222.90039..56331.288..00.000444-5529..01222.81139..55331.277..00.000444-5541..18229.41140..84225.133..00.000555-6641..12229.36640..75225.044..00.000555-6649..67332.95554..18331.911..00.000666-7749..66332.94453..54331.266..00.000666-7754..60333.45571..24443.133..00.000777-8854..66333.51170..26442.144..00.000777-8859..71334.36670..06336.377..00.000888-9974..17448.85568..83335.133..00.000888-9980..18550.01167..31227.155..00.000999-10095..12664.99965..23225.077..00.000999-10096..03662.72258..01114.177..00.00010100-111111..09777.83355..43111.599..00.00010100-111105..24770.56653..848.700..00.00011111-122113..96779.30052..257.111..00.00011111-122100..49665.50057..90112.955..00.00012122-133115..57880.64455..02110.077..00.00012122-133101..54667.49951..538.788..00.00013133-144116..56882.57748..665.922..00.00013133-14498..40666.11155..80116.200..00.00014144-155115..07882.84452..55112.966..00.00014144-15591..53662.32245..66110.933..00.00015155-166107..68778.51142..127.400..00.00015155-16676..34553.19944..91114.077..00.00016166-17777..29554.14444..76113.911..00.00016166-17782..73558.40055..84227.988..00.00017177-18894..03669.72254..16226.311..00.00017177-18872..61550.88868..59444.355..00.00018188-19984..58662.87766..97442.733..00.00018188-19965..62445.91178..18556.722..00.00019199-20077..41557.73376..46555.000..00.00019199-20061..56443.07785..12665.433..00.00020200-21174..23555.77782..31662.633..00.00020200-21159..28441.11189..65770.822..00.00021211-22269..38551.24488..34669.511..00.00021211-22255..87338.05594..85776.722..00.00022222-23364..42446.61194..02775.900..00.00022222-23360..07442.39995..77777.899..00.00023233-24460..51442.83395..66777.788..00.00023233-24448..28229.777108..80990.099..00.00024244-25548..59330.088108..74990.022..00.00024244-25541..72222.644115..94996.666..00.00025255-26641..70222.633115..95996.666..00.00025255-26648..98330.666108..14889.611..00.00026266-27748..62330.300108..21889.688..00.00026266-27761..67444.72293..68776.544..00.00027277-28861..20444.24493..80776.655..00.00027277-28865..99449.21191..26774.188..00.00028288-29957..39440.59992..10775.022..00.00028288-29972..40556.30082..85666.166..00.00029299-30062..22446.10084..18667.488..00.00029299-30079..03663.59973..59557.133..00.00030300-31166..28550.82276..42559.966..00.00030300-31183..58668.82263..82447.744..00.00031311-32271..69556.92265..56449.488..00.00031311-32292..97778.61148..65332.611..00.00032322-33381..02666.64450..26334.233..00.00032322-333100..62885.80045..49228.533..00.00033333-34489..35774.51147..62330.655..00.00033333-34480..82667.57748..55330.944..00.00034344-35579..84666.59949..11331.500..00.00034344-355115..96999.40041..53221.877..00.00035355-36699..74883.15545..02225.366..00.00035355-366128..981110.69946..46224.077..00.00036366-377112..23993.91149..44227.044..00.00036366-377135..691115.43343..11117.777..00.00037377-388120..651000.36645..752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