混凝土简支转连续梁桥结构毕业设计

'混凝土简支转连续梁桥结构毕业设计目录第一章概述-1-1.1九江大桥引桥桥概述-1-1.2设计的基本数据-1-第二章主桥方案确定-3-2.1桥型选择及孔径划分-3-2.2主梁截面形式与截面尺寸拟定-3-第三章内力计算-5-3.1桥梁结构体系分析-5-3.2单元划分-5-3.3毛截面几何特性-7-3.4恒载内力计算-7-3.5活载内力计算-14-3.6收缩、徐变次内力计算-24-3.7荷载组合-28-第四章预应力钢束估算与布置-48-4.1钢束估算-48-4.2钢束布置-52-第五章配束后主梁内力计算及内力组合（二）-54-5.1施工阶段主梁内力计算-54-5.2混凝土收缩、徐变次内力计算（二）-57-5.3内力组合（二）-61-第六章强度计算与验算-67-6.1强度验算原理-67-6.2正截面强度验算结果-68-第七章应力、变形验算-74-ii 7.1应力验算-74-7.2变形验算及预拱度设置-84-第八章结论与思考-86-参考文献-87-致谢-88-ii 湖南科技大学潇湘学院本科生毕业设计（论文）第一章概述1.1九江大桥引桥桥概述本设计主桥上部结构为跨径为25m的等跨等截面的混凝土连续梁桥。截面形式为单箱单室。本桥全长150m，双幅宽为22m。施工方法采用简支转连续施工，共分为五个施工阶段，最后完成桥面铺设及护栏。简支转连续一般先架设预制主梁，形成简支梁状态；进而再将主梁在墩顶连成整体，最终形成连续梁体系。由于简支转连续桥在施工过程中常存在体系转换，必须依据具体的施工过程来分析结构的受力。施工的第一阶段是预制架设形成简支梁，此阶段主桥承受一期恒载自重产生的内力及在简支梁上施加的预加力；第二阶段首先浇筑墩顶连续段混凝土，待混凝土达到要求的强度后张拉墩顶负弯矩束(局部短束)，最终形成连续梁。连续梁成桥状态主要承受二期恒载、活载、温度、支座沉降产生的内力以及负弯矩束的预加力、预加力的二次矩、徐变二次矩等。由上面的分析可知，简支转连续梁桥跨中正弯矩要比现浇一次落架大，而支点负弯矩要比现浇一次落架小。因此，在主梁内要配置足够数量的正弯矩柬筋，以满足连续梁状态的承载要求和简支状态下承受结构自重和施工荷载的需要。简支转连续梁桥施工程序对结构内力也有一定影响。目前施工有两种做法：一种是先将每片简支梁转换为连续梁后，再进行横向整体化；另外一种做法是先将简支梁横向整体化后，再进行结构的体系转换。前者按平面结构进行计算分析较为合理；而后者体系转换后已属空间结构，要进行较为精确分析，比较繁杂。因此，本设计采用第一种施工程序，以便同所采用的结构分析软件的基本模式相吻合，提高计算分析的可靠性。1.2设计的基本数据1.2.1主要技术标准设计荷载：公路—I级；设计车速：60km/h；桥面宽度：全桥由双幅桥组成，总宽22m。组成为：2（11+0.52）桥面纵坡：3%；桥面横坡：双向2.0%；1.2.2主要材料混凝土：上部构造箱梁采用C50号混凝土；其余构件均采用C30号混凝土。预应力钢材：预应力筋采用270级公称直径为15.24mm,公称面积为140mm²,其抗拉标准强度1860MPa的高强度低松弛钢绞线。普通钢筋：普通钢筋必须符合“GB1499-1998”和“GB13013-1991”标准的各项规定，其中直径D≥12mm（锚下螺旋钢筋除外）全部采用Ⅱ级钢筋，标准强度-84- 湖南科技大学潇湘学院本科生毕业设计（论文）=340MPa，钢筋直径D<12mm全部采用Ⅰ极钢筋，标准强度=240MPa。钢板：锚头下垫板、灯具连接板等均采用低碳钢。预应力锚具：采用OVM15-5型、OVM15-6型和OVM15-8型锚具。支座：采用GPXZ系列抗震盆式橡胶支座。伸缩缝：采用J-75型伸缩缝。焊条：对于A3钢采用T420型焊条，其它钢采用T500焊条。1.2.3桥面铺装选用8cm厚的混凝土作为铺装层，三涂FYT-1改进防水层，加上10cm厚的沥青混凝土磨耗层，共记18cm厚。1.2.4施工方式采用简支转连续施工，即先预制箱梁，后吊装安装成简支梁，最后完成体系转换。1.2.5温度影响根据《桥规》，在设计计算时温度沿梁高呈线性变化，整体温变考虑在25℃的基础上升降温6.7℃。1.2.6设计规范《公路钢筋混凝土及预应力混凝土桥涵设计规范》JTGD62—2004《公路钢筋混凝土及预应力混凝土桥涵设计规范》条文应用算例《公路桥涵设计通用规范>>《公路钢筋混凝土及预应力混凝土桥涵设计规范》-84- 湖南科技大学潇湘学院本科生毕业设计（论文）第二章主桥方案确定2.1桥型选择及孔径划分本桥位于九江镇郊区，为了缩短施工工期，最大程度地减少工程费用的比例同时满足城市道路的有关要求，提高行车设计速度，保证行车通畅，所以在设计中决定采用预应力混凝土连续梁桥。根据具体地形情况及路线连接，又充分考虑结构合理受力条件，跨径布置为625m，总长150m。图2.1跨径布置示意（单位：m）2.2主梁截面形式与截面尺寸拟定2.2.1截面形式及梁高采用等高度箱型截面，梁高为1.25m，高跨比H:L=1:20。选用箱型截面主要是出于其突出的受力和构造特点。2.2.2横截面尺寸每幅桥面宽为12m。由于采用简支转连续的施工方法，主梁先预制再运输，吊装就位，因此横截面布置时应考虑到施工中的吊装能力，将每幅桥做成四个单箱单室的组合截面，其中，预制中梁顶板宽210cm，底板宽100cm，预制边梁顶板宽255cm，底板宽100cm，预制主梁简采用90cm的湿接缝，从而减少主梁的吊装质量，边中梁均采用斜腹板。为满足顶板负弯矩钢束，普通钢筋的布置及轮载的局部作用，箱梁顶板去等厚度15cm。同时为防止应力集中和便于脱模，再腹板与顶板交界处设置20cm*10cm的承托。主梁横断面构造如图2.2：-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图2.2主梁横断面构造（单位：cm）2.2.3箱梁底板厚度设置简支转连续施工的连续梁桥跨中正弯矩较大，因此底板不宜过厚，同时支点处也存在负弯矩，需要底板要有一定的厚度来提供受压面积。从而将底板厚度在跨内大部分区域设为15cm，仅在距边支点和中支点200cm处开始加厚，逐渐加厚至25cm，这样的构造处理同时为锚固底板预应力束提供了空间。2.2.4腹板宽度设置根据连续梁剪力变化规律，兼顾施工方便性，腹板宽度除在支点附近区域加宽外，其余均为15cm，仅在距边支点和中支点200cm处开始加宽，腹板最终加宽至25cm。2.2.5横隔板设置为保证支座处传力的可靠性，因此在边永久支撑处设一道厚度为20cm的横隔梁，在中永久支座两边50cm处设置厚为20cm的横隔梁。-84- 湖南科技大学潇湘学院本科生毕业设计（论文）第三章内力计算主梁内力包括恒载内力、活载内力以及由于预加力、混凝土徐变收缩、温度变化和支座沉降等引起的结构次内力等。3.1桥梁结构体系分析本桥从跨中向桥两端同时施工，共分5个施工阶段:第一施工阶段为预制主梁，待混凝土达到设计强度90%后张拉正弯矩区预应力束，并压注水泥浆，再将各跨预制箱梁安装就位，形成有由临时支座支撑的简支梁状态。第二施工阶段首先浇注第１、２跨，２、３跨，４、５跨，５、６跨连续段接头混凝土，达到设计强度95%后张拉负弯矩区预应力钢束并压注水泥浆。第三施工阶段浇注３、４跨连续段接头混凝土，达到设计强度95%后后张拉负弯矩区预应力钢束并压注水泥浆。第四施工阶段拆除全桥的临时支座，主梁支撑在永久支座上，完成体系转换，再完成主梁横向接缝，最终完成六跨连续梁。第五施工阶段进行防护栏及桥面铺张施工。3.2单元划分桥梁是一个复杂的空间结构，通常采用一些近似处理手段将这一空间结构简化成平面受力体系，并用结构力学方法进行内力分析计算。而对于连续梁直线桥，可以进一步简化为平面杆系结构。将结构划分为有限个梁单元，其单元的长度及节点位置的选定，主要依据结构形式和受力特点、支承位置、施工方法等来确定。单元划分得越小，其计算精度越高，但增加了计算工作量；划分较大，虽可以减少工作量，但精度较低，因而单元得大小应该从各方面综合考虑。本桥在进行单元划分时，对节点位置得选定，主要从以下几个方面综合考虑：（1）、构造节点。这些点主要是根据桥梁结构本身的构造特征来确定。如支承点，纵向连接面节点、截面几何尺寸突变点。（2）、非构造节点。诸如跨中点、四分点、集中恒载作用点等。本设计为简支转连续梁桥，结合施工，使用中结构的受力特性及预应筋束布置，将全桥共划分为108个单元，109个节点，如图3.1所示,各节点的坐标如表3.1所示。错误！未指定主题。图3.1单元划分示意（单位：m）表3.1单元节点位置坐标（单位：m）节点编号12345678单元长度00.50.50.50.52.12.12.1-84- 湖南科技大学潇湘学院本科生毕业设计（论文）X坐标00.511.524.16.28.3节点编号910111213141516单元长度2.12.12.12.12.12.12.10.5X坐标10.412.514.616.718.820.92323.5节点编号1718192021222324单元长度0.50.50.50.50.50.50.52.1X坐标2424.52525.52626.52729.1节点编号2526272829303132单元长度2.12.12.12.12.12.12.12.1X坐标31.233.335.437.539.641.743.845.9节点编号3334353637383940单元长度2.10.50.50.50.50.50.50.5X坐标4848.54949.55050.55151.5节点编号4142434445464748单元长度0.52.12.12.12.12.12.12.1X坐标5254.156.258.360.462.564.666.7节点编号4950515253545556单元长度2.12.12.10.50.50.50.50.5X坐标68.870.97373.57474.57575.5节点编号5758596061626364单元长度0.50.50.52.12.12.12.12.1X坐标7676.57779.181.283.385.487.5节点编号6566676869707172单元长度2.12.12.12.12.10.50.50.5X坐标89.691.793.895.99898.59999.5节点编号7374757677787980单元长度0.50.50.50.50.52.12.12.1X坐标100100.5101101.5102104.1106.2108.3节点编号8182838485868788单元长度2.12.12.12.12.12.12.10.5X坐标110.4112.5114.6116.7118.8120.9123123.5节点编号8990919293949596单元长度0.50.50.50.50.50.50.52.1X坐标124124.5125125.5126126.5127129.1节点编号979899100101102103104单元长度2.12.12.12.12.12.12.12.1X坐标131.2133.3135.4137.5139.6141.7143.8145.9续表3.1节点编号105106107108109---单元长度2.10.50.50.50.5----84- 湖南科技大学潇湘学院本科生毕业设计（论文）X坐标148148.5149149.5150---3.3毛截面几何特性在进行结构内力分析时，当计算图式为超静定结构时，由于各种原因使结构的荷载内力按刚度分配，因而必须先计算出各节点截面几何特性。计算方法如下几何特性如表3.2。计算公式为：毛截面面积：Am=∑Ai……………………………………………………（3.1）毛截面重心至梁顶的距离：Ys=∑AiYi/Am………………………………（3.2）式中：Ai————分块面积；Yi————分块面积的重心至梁顶边的距离；表3.2毛截面几何特性截面位置A（截面积）I(截面惯)X（中性轴至梁底距离m）预制中梁跨中0.7930.1580.757支点1.040.1910.701预制边梁跨中0.8610.1690.789支点1.110.2050.729成桥后中梁跨中0.9280.1790.817支点1.180.2180.755成桥后边梁跨中0.9280.1790.817支点1.180.2180.7553.4恒载内力计算主梁内力计算，包括主梁自重（一期恒载）引起的内力和二期恒载（如桥面铺装、栏杆等）引起的内力。3.4.1预制箱梁一期恒载集度计算KN/…………………………………………………………(3.3)式中：—单元号—预制箱梁i号单元一期恒载集度—预制箱梁i号单元毛截面面积，截面变化的单元，为该单元两端节点截面积的平均值。一期恒载集度产生的内力即第一施工阶段的内力，通过计算结果见表3.3，内力图见图3.2，图3.3。表3.3一期恒载载力-84- 湖南科技大学潇湘学院本科生毕业设计（论文）截面号剪力(kN)弯矩()截面号剪力(kN)弯矩()13.33E+023.34E-11563.08E+021.72E-1123.19E+021.63E+02572.94E+021.50E+0233.04E+023.19E+02582.81E+022.94E+0242.90E+024.67E+02592.68E+024.31E+0252.76E+026.09E+02602.18E+029.42E+0262.16E+021.13E+03611.66E+021.35E+0371.58E+021.52E+03621.14E+021.64E+0381.00E+021.79E+03635.99E+011.82E+0394.36E+011.94E+03645.28E+001.89E+0310-1.21E+011.97E+0365-5.03E+011.84E+0311-6.67E+011.89E+0366-1.07E+021.68E+0312-1.20E+021.69E+0367-1.65E+021.39E+0313-1.73E+021.38E+0368-2.23E+029.86E+0214-2.25E+029.66E+0269-2.82E+024.56E+0215-2.75E+024.42E+0270-2.97E+023.11E+0216-2.88E+023.01E+0271-3.11E+021.59E+0217-3.01E+021.54E+0272-3.25E+02-2.81E-1218-3.15E+021.72E-11743.25E+021.17E-11203.08E+024.63E-11753.11E+021.59E+02212.94E+021.50E+02762.97E+023.11E+02222.81E+022.94E+02772.82E+024.56E+02232.68E+024.31E+02782.23E+029.86E+02242.18E+029.42E+02791.65E+021.39E+03251.66E+021.35E+03801.07E+021.68E+03261.14E+021.64E+03815.03E+011.84E+03275.99E+011.82E+0382-5.28E+001.89E+03285.28E+001.89E+0383-5.99E+011.82E+0329-5.03E+011.84E+0384-1.14E+021.64E+0330-1.07E+021.68E+0385-1.66E+021.35E+0331-1.65E+021.39E+0386-2.18E+029.42E+0232-2.23E+029.86E+0287-2.68E+024.31E+0233-2.82E+024.56E+0288-2.81E+022.94E+0234-2.97E+023.11E+0289-2.94E+021.50E+0235-3.11E+021.59E+0290-3.08E+022.68E-1236-3.25E+02-2.81E-12923.15E+021.72E-11383.25E+02-4.65E-11933.01E+021.54E+02续表3.3393.11E+021.59E+02942.88E+023.01E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）402.97E+023.11E+02952.75E+024.42E+02412.82E+024.56E+02962.25E+029.66E+02422.23E+029.86E+02971.73E+021.38E+03431.65E+021.39E+03981.20E+021.69E+03441.07E+021.68E+03996.67E+011.89E+03455.03E+011.84E+031001.21E+011.97E+0346-5.28E+001.89E+03101-4.36E+011.94E+0347-5.99E+011.82E+03102-1.00E+021.79E+0348-1.14E+021.64E+03103-1.58E+021.52E+0349-1.66E+021.35E+03104-2.16E+021.13E+0350-2.18E+029.42E+02105-2.76E+026.09E+0251-2.68E+024.31E+02106-2.90E+024.67E+0252-2.81E+022.94E+02107-3.04E+023.19E+0253-2.94E+021.50E+02108-3.19E+021.63E+0254-3.08E+021.72E-11109-3.33E+024.27E-12错误！未指定主题。图3.2第一施工阶段弯矩图（单位：kN.m）错误！未指定主题。图3.3第一施工阶段剪力图（单位：kN）3.4.2二期恒载内力二期恒载集度主要是桥面铺装和护栏恒载集度之和，本设计桥面铺张采用10cm厚沥青混凝土，容重为，8cm厚C40防水混凝土调平层，容重为，铺装层宽度为11cm；单侧栏杆按每延米0.301m混凝土计。因桥梁横断面布置由四片箱梁组成，按每片箱梁承担全部二期横载的四分之一，则二期恒载集度为：=横隔板作用力P可按下式：…………………………………………（3.4）式中：——横隔板材料比重（kN/m）;——横隔板面积（m）；——横隔板厚度（m）。但是把集中力平摊到每个单元上作为均布荷载计入二期恒载，通过计算软件得出二期恒载的内力及弯矩图，如表3.4图3.4及图3.5。表3.4二期恒载内力截面号剪力(kN)弯矩()截面号剪力(kN)弯矩()1172056212-820216383.757203-717315416358194-617414623859186-522513730960149-170-84- 湖南科技大学潇湘学院本科生毕业设计（论文）610055861113105763.97316276.2303827.48276339.64259-9.13846643.147010-45.778865-33.443811-82.265466-7032912-11944367-10714413-15515568-143-11814-192-20969-180-45715-228-65070-188-54916-237-76771-197-64517-246-88772-206-74618-254-101073左214-85119左263-114073右206-85119右229-114074197-75020221-103075189-65421212-92176180-56122203-81877171-47423194-71878135-15224158-3487998.392.525121-54.88061.72602684.91628125.2352续表3.42748.330282-11.43662811.836583-47.930429-24.835184-84.416530-61.326185-121-50.731-97.893.686-158-34332-134-15087-194-71233-171-47188-203-81134-180-55889-211-91535-188-65090-220-102036-197-74791左229-114037左214-84791右263-114037右214-84792254-114038206-74293246-88139197-64294237-76040188-54695228-64441179-45496192-20342143-1159715516043106147981184484469.83329981.96584533.344010045.479246-3.244711018.87849-84- 湖南科技大学潇湘学院本科生毕业设计（论文）47-39.8426102-27.782948-76.3304103-64.273349-113106104-10155950-149-170105-13730951-186-522106-14623952-195-617107-15516353-203-716108-16383.954-212-820109172055左221-929---55右221-929---错误！未指定主题。图3.4二期恒载弯矩图（单位：kN.m）错误！未指定主题。图3.5二期恒载剪力图（单位：kN）3.4.3成桥后箱梁后一期恒载集度预制梁计入每片梁间现浇湿接缝混凝土后的恒载集度即为成桥后箱梁一期恒载集度：…………………………………………………………………(3.5)式中：下面把成桥后一期恒载集度和二期恒载产生的内力列于表3.5，内力图如图3.6、图3.7：表3.5成桥后内力截面号剪力(kN)弯矩(kN.m)截面号剪力(kN)弯矩(kN.m)15.20E+020565.39E+02-8.91E+0224.96E+022.54E+02575.15E+02-6.27E+0234.73E+024.96E+02584.93E+02-3.75E+0244.49E+027.27E+02594.71E+02-1.35E+0254.25E+029.45E+02603.80E+027.59E+0263.26E+021.73E+03612.89E+021.46E+0372.28E+022.31E+03621.97E+021.97E+0381.30E+022.69E+03631.03E+022.29E+0393.38E+012.86E+03648.70E+002.41E+0310-6.16E+012.832E+0365-8.67E+012.32E+0311-1.56E+022.60E+0366-1.83E+022.04E+0312-2.49E+022.18E+0367-2.80E+021.55E+0313-3.42E+021.56E+0368-3.79E+028.61E+0214-4.33E+027.43E+0269-4.78E+02-3.81E+0115-5.24E+02-2.62E+0270-5.02E+02-2.83E+0216-5.45E+02-5.29E+0271-5.25E+02-5.40E+0217-5.68E+02-8.07E+02725.49E+02-8.08E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）18-5.92E+02-1.10E+0373左5.73E+02-1.09E+0319左6.15E+02-1.40E+0373右5.64E+02-1.09E+0319右5.72E+02-1.40E+03745.40E+02-8.13E+02续表3.5205.48E+02-1.12E+03755.16E+02-5.49E+02215.25E+02-8.51E+02764.93E+02-2.97E+02225.02E+02-5.94E+02774.69E+02-5.62E+01234.80E+02-3.49E+02783.70E+028.24E+02243.90E+025.65E+02792.71E+021.50E+03252.98E+021.29E+03801.74E+021.96E+03262.06E+021.82E+03817.77E+012.23E+03271.13E+022.15E+0382-1.77E+012.29E+03281.82E+012.29E+0383-1.12E+022.16E+0329-7.72E+012.23E+0384-2.06E+021.82E+0330-1.74E+021.97E+0385-2.98E+021.29E+0331-2.71E+021.50E+0386-3.89E+025.71E+0232-3.69E+028.26E+0287-4.80E+02-3.42E+0233-4.68E+02-5.32E+0188-5.02E+02-5.87E+0234-4.92E+02-2.93E+0289-5.24E+02-8.44E+0235-5.16E+02-5.45E+0290-5.48E+02-1.11E+0336-5.40E+02-8.09E+0291左5.72E+02-1.40E+0337左5.64E+02-1.09E+0391右6.15E+02-1.40E+0337右5.73E+02-1.09E+03925.91E+02-1.09E+03385.49E+02-8.05E+02935.68E+02-8.00E+02395.25E+02-5.36E+02945.45E+02-5.22E+02405.02E+02-2.79E+02955.23E+02-2.55E+02414.78E+02-3.45E+01964.33E+027.49E+02423.79E+028.64E+02973.42E+021.56E+03432.80E+021.56E+03982.49E+022.18E+03441.83E+022.04E+03991.56E+022.61E+03458.65E+012.33E+031006.13E+012.832E+0346-8.85E+002.41E+03101-3.41E+012.87E+0347-1.03E+022.29E+03102-1.31E+022.69E+0348-1.97E+021.97E+03103-2.28E+022.32E+0349-2.89E+021.46E+03104-3.26E+021.74E+0350-3.80E+027.60E+02105-4.25E+029.46E+02514.71E+02-1.34E+02106-4.49E+027.27E+0251-4.71E+02-1.34E+02107-4.73E+024.97E+0252-4.93E+02-3.75E+02108-4.97E+022.54E+0253-5.15E+02-6.27E+021095.21E+020545.39E+02-8.91E+02---55左5.63E+02-1.17E+03---55右5.63E+02-1.17E+03----84- 湖南科技大学潇湘学院本科生毕业设计（论文）错误！未指定主题。图3.6结构总弯矩图（单位：kN.m）错误！未指定主题。图3.7结构总剪力图（单位：kN）3.5活载内力计算活载内力为基本可变荷载（包括汽车、挂车及人群等）在桥梁使用阶段所产生的结构内力。很明显，不管采用什么施工方法，这是结构已成为最终体系——连续梁桥，因此力学计算图式已十分明确。本设计为箱型截面且肋数较多，所以在计算活载内力时我充分考虑了结构空间受力的特点。其基本原理就是：计算各主梁的荷载横向分布系数时，按最不利荷载横向分布系数确定相应的主梁并按平面杆系结构计算绘制该主梁的纵向内力影响线；在将荷载乘以最不利横向分布系数，沿桥梁纵向将荷载按最不利位置分别在影响线正（负）效应加载即可求得绝对最大的正负活载内力。3.5.1冲击系数和车道折减系数（1）冲击系数对汽车-20级：因内影响线长度已超过45m，则。（2）车道折减系数按桥规三车道的车道折减系数为3.5.2计算主梁的荷载横向分布系数连续梁桥荷载横向分布的简化实用计算方法是按等刚度原则将连续梁的某一跨等待为等跨径的等截面简支梁来计算荷载横向分布系数。所谓等刚度是指在跨中施加一个集中扭矩，则连续梁和等代简支梁的跨中挠度或扭转角彼此相等。本设计为六跨连续箱梁桥，边跨与中跨之比为，则可将此桥作为六等跨连续梁来分析，计算跨径取为25m，又因每片梁仅在支点附近很小区域内腹板，底板尺寸有所改变，但仍可近似按常截面箱梁来考虑，这样带来的误差时很小的，因此本设计可简化为六等跨常截面连续箱梁桥。由参考文献给出的计算结果知，对等跨常截面连续梁等效简支梁抗弯惯距换算系数为：边跨中跨跨，而抗扭惯距换算系数为。3.5.2.1边跨荷载横向分布系数计算（1）边跨等代简支梁主梁抗弯（抗扭）惯距计算：六等跨常截面连续梁的边跨按等刚度原则变换为常截面简支梁其断面布置不变，每片箱梁的抗弯，抗扭刚度彼此相等，只是大小发生变化，其值可按下式计算-84- 湖南科技大学潇湘学院本科生毕业设计（论文）……………………………………………(3.6)……………………………………………(3.7)式中:－边跨的等刚度常截面简支梁的抗弯惯距－抗弯惯距修正系数－连续箱梁一片主梁跨中截面抗弯惯距－边跨的等刚度等刚度常截面简支梁的抗扭惯距－抗扭惯距修正系数－连续箱梁一片主梁跨中截面抗扭惯距抗弯惯距已在毛截面几何计算中给出，现在就只计算抗扭惯距。在连续箱梁跨中截面抗扭惯距时，闭合截面以外的翼板可以忽略不计。这样主梁截面简化成为一个对称梯形，如图所示：图3.8主梁抗扭惯距计算简化图其抗扭惯距按下面式子计算：…………………………………(3.8)式中：ｃｍ，则由公式（3.6）（3.7）（3.8）得出：-84- 湖南科技大学潇湘学院本科生毕业设计（论文）(2)比例参数和计算：主梁抗弯刚度与抗扭刚度比例参数和主梁与桥面板的抗弯刚度比例参数一般按下式计算：………………………………（3.9）式中：Ｅ－混凝土弹性模量Ｇ－混凝土剪切弹性模量，取Ｇ＝０.４３Ｅ－主梁抗弯惯距－主梁抗扭惯距－单位宽度的桥面板抗弯惯距－主梁的计算跨径－主梁间桥面板的跨度－主梁之间桥面板净跨径的一半－相当于的常厚度桥面板的厚度对边跨的等刚度常截面简支梁主梁：则由上式（3.9）计算得比例参数（3）主梁荷载横线分布影响线计算：由参考文献所列刚接板，梁桥荷载横向分布影响线表中四梁式的表，在和和和之间按内插法得到值，如下表：表3.6边跨的等刚度简支梁主梁荷载横向分布系数影响线梁号P=1位置（主梁轴线）1号2号3号4号10.03190.10130.4530.2870.1591.10120.03190.10130.2870.3190.2360.15930.03190.10130.1590.2360.3190.28740.03190.10130.1010.1590.2870.453-84- 湖南科技大学潇湘学院本科生毕业设计（论文）由于是对称结构的，根据表3.6画出边跨一号和二号梁的荷载横向分布系数影响线，一号梁的横向分布系数二号梁的横向分布系数3.5.2.2中跨荷载横向分布系数计算（1）中跨等代简支梁主梁抗弯（抗扭）惯距计算：计算原理同边跨，得到的结果如下：（2）比例参数和计算：（3）主梁荷载横线分布影响线计算：表3.7中跨的等刚度简支梁主梁荷载横向分布系数影响线梁号P=1位置（主梁轴线）1号2号3号4号10.04160.13180.4880.2900.1420.08020.04160.13180.2900.3340.2340.14230.04160.13180.1420.2340.3340.29040.04160.13180.080.1420.2900.488-84- 湖南科技大学潇湘学院本科生毕业设计（论文）一号梁的横向分布系数二号梁的横向分布系数（4）荷载横向分布系数计算：计算分析，显然六跨连续梁的边，中跨荷载横向分布系数不同，且中跨1号，2号主梁荷载横向分布系数都大于边跨相应梁位的相应数值。为了简化连续梁活载内力计算，偏安全的全桥统一取用中跨边梁荷载横向分布系数来计算，即取3.5.3活载内力计算当一个单位集中荷载P=1沿结构移动时，表示结构上某量（如支座反力，某一指定截面的弯矩、剪力或轴力等）变化规律的曲线，称为Z的影响线。影响线制作方法：作影响线时，单位荷载沿主梁移动，由于单元一般较短，因此，可以考虑单位荷载只在主梁上的结点上按从左到右的顺序移动，这样每次单位荷载加载均为结点荷载，将每次加载后得到的指定截面内力和结点位移增量记录下来，即可获得所求的内力影响线数值，再将其用线形表示出来，即影响线图例。根据所得内力影响线值，可做内力影响线图，下面仅给出第一跨主要控制截面内力影响线：-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图3.9一号墩支点剪力影响线图3.10L/4截面弯矩影响线图3.11L/4截面剪力影响线图3.12L/2截面弯矩影响线-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图3.13L/2截面剪力影响线图3.142号墩支点弯矩影响线图3.152号墩支点剪力影响线主梁活载横向分布系数确定之后，将活载乘以相应横向分布系数后，在主梁内力影响线上布置最不利布载，可求得主梁最大活载内，具体计算时采用桥梁博士软件得出的结果见表3.8：表3.8汽车荷载内力截面号MaxM（kN.m）MinM（kN.m）MaxQ（kN）MinQ（kN.m）10.00E+000.00E+003.48E+02-3.51E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）21.74E+02-1.76E+013.35E+02-3.80E+0133.35E+02-3.51E+013.25E+02-4.11E+0144.85E+02-5.27E+013.15E+02-4.42E+0156.25E+02-7.02E+013.04E+02-4.71E+0161.09E+03-1.43E+022.62E+02-5.60E+0171.39E+03-2.16E+022.17E+02-8.13E+0181.54E+03-2.89E+021.78E+02-1.04E+0291.57E+03-3.47E+021.41E+02-1.37E+02101.50E+03-4.05E+021.07E+02-1.89E+02111.43E+03-4.66E+027.65E+01-2.31E+02121.22E+03-5.21E+024.81E+01-2.70E+02138.88E+02-5.84E+022.39E+01-3.16E+02144.66E+02-6.90E+022.00E+01-3.49E+02151.91E+02-9.24E+029.53E+00-3.77E+02161.95E+02-9.87E+029.56E+00-3.87E+02172.02E+02-1.06E+039.59E+00-3.97E+02182.07E+02-1.21E+039.59E+00-4.07E+02192.13E+02-1.36E+039.62E+004.17E+02192.13E+02-1.36E+033.93E+02-4.75E+01201.96E+02-1.28E+033.82E+02-4.74E+01211.72E+02-1.20E+033.73E+02-4.72E+01221.53E+02-1.13E+033.64E+02-4.71E+01232.53E+02-1.06E+033.54E+02-4.69E+01245.16E+02-8.50E+023.15E+02-6.15E+01259.02E+02-7.18E+022.74E+02-7.10E+01261.10E+03-6.44E+022.33E+02-7.91E+01271.23E+03-5.76E+021.93E+02-1.13E+02281.22E+03-5.08E+021.45E+02-1.50E+02续表3.8291.22E+03-5.17E+021.10E+02-1.89E+02301.10E+03-5.61E+028.70E+01-2.28E+02318.52E+02-6.05E+028.16E+01-2.84E+02325.21E+02-7.09E+026.99E+01-3.20E+02333.73E+02-9.35E+025.79E+01-3.52E+02343.48E+02-9.97E+025.67E+01-3.64E+02353.32E+02-1.07E+035.68E+01-3.74E+02363.57E+02-1.14E+035.70E+01-3.85E+02373.86E+02-1.23E+035.72E+013.96E+02373.86E+02-1.23E+033.93E+02-4.74E+01383.69E+02-1.15E+033.82E+02-4.74E+01393.57E+02-1.08E+033.74E+02-4.74E+01403.86E+02-1.01E+033.65E+02-4.86E+01414.13E+02-9.43E+023.55E+02-5.23E+01425.41E+02-7.11E+023.16E+02-6.24E+01438.73E+02-6.05E+022.76E+02-7.44E+01441.13E+03-5.49E+022.35E+02-8.35E+01451.26E+03-5.03E+021.94E+02-1.16E+02461.25E+03-4.52E+021.45E+02-1.52E+02471.25E+03-4.92E+021.10E+02-1.91E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）481.12E+03-5.45E+027.90E+01-2.31E+02498.70E+02-5.97E+027.35E+01-2.83E+02505.25E+02-6.96E+026.14E+01-3.22E+02513.50E+02-9.28E+024.90E+01-3.60E+02523.21E+02-9.95E+024.78E+01-3.69E+02532.90E+02-1.07E+034.80E+01-3.78E+02543.01E+02-1.14E+034.82E+01-3.88E+02553.16E+02-1.22E+034.84E+013.99E+02553.16E+02-1.22E+033.92E+02-4.83E+01563.00E+02-1.14E+033.82E+02-4.82E+01572.89E+02-1.06E+033.73E+02-4.80E+01583.20E+02-9.92E+023.64E+02-4.89E+01593.49E+02-9.25E+023.54E+02-5.11E+01605.20E+02-6.92E+023.21E+02-6.13E+01618.62E+02-5.92E+022.72E+02-7.34E+01621.12E+03-5.40E+022.31E+02-8.19E+01631.25E+03-4.88E+021.93E+02-1.15E+02641.25E+03-4.49E+021.54E+02-1.51E+02651.24E+03-4.99E+021.16E+02-1.90E+02661.12E+03-5.46E+027.83E+01-2.30E+02678.67E+02-6.03E+027.22E+01-2.82E+02685.37E+02-7.10E+025.99E+01-3.22E+02694.01E+02-9.42E+024.92E+01-3.61E+02703.78E+02-1.01E+034.71E+01-3.72E+02713.49E+02-1.08E+034.71E+01-3.80E+02723.65E+02-1.15E+034.71E+01-3.91E+02733.82E+02-1.23E+034.71E+014.02E+02733.82E+02-1.23E+033.89E+02-5.65E+01续表3.8743.54E+02-1.14E+033.78E+02-5.63E+01753.25E+02-1.07E+033.67E+02-5.61E+01763.38E+02-9.99E+023.61E+02-5.60E+01773.66E+02-9.37E+023.52E+02-5.93E+01785.18E+02-7.11E+023.14E+02-6.93E+01798.55E+02-6.06E+022.73E+02-8.10E+01801.10E+03-5.61E+022.27E+02-8.63E+01811.23E+03-5.16E+021.89E+02-1.15E+02821.22E+03-5.03E+021.50E+02-1.51E+02831.21E+03-5.69E+021.11E+02-1.89E+02841.09E+03-6.36E+027.69E+01-2.29E+02858.99E+02-7.07E+027.55E+01-2.80E+02865.12E+02-8.07E+026.25E+01-3.21E+02872.50E+02-1.05E+034.71E+01-3.62E+02881.53E+02-1.12E+034.73E+01-3.71E+02891.74E+02-1.19E+034.74E+01-3.80E+02901.98E+02-1.27E+034.76E+01-3.91E+02912.15E+02-1.35E+034.78E+014.02E+02912.15E+02-1.35E+034.10E+02-9.72E+00922.10E+02-1.19E+034.00E+02-9.72E+00-84- 湖南科技大学潇湘学院本科生毕业设计（论文）932.01E+02-1.06E+033.90E+02-9.69E+00941.97E+02-9.88E+023.80E+02-9.63E+00951.93E+02-9.24E+023.72E+02-9.60E+00964.76E+02-6.91E+023.41E+02-2.18E+01978.99E+02-5.88E+023.08E+02-2.63E+01981.23E+03-5.25E+022.73E+02-4.97E+01991.45E+03-4.70E+022.34E+02-8.15E+011001.51E+03-4.08E+021.71E+02-1.12E+021011.56E+03-3.50E+021.32E+02-1.45E+021021.54E+03-2.92E+021.07E+02-1.81E+021031.39E+03-2.18E+028.35E+01-2.24E+021041.09E+03-1.44E+025.84E+01-2.73E+021056.19E+02-7.05E+014.40E+01-3.14E+021064.81E+02-5.31E+014.11E+01-3.24E+021073.32E+02-3.54E+013.81E+01-3.34E+021081.73E+02-1.77E+010.00E+00-3.47E+021090.00E+000.00E+003.54E+01-3.58E+02图3.16汽车弯矩包络图(单位：kN.m)错误！未指定主题。图3.17汽车剪力包络图(单位：kN)3.6收缩、徐变次内力计算在连续梁等超静定结构中，混凝土徐变将导致结构内力重分布，即引起结构次内力。徐变和收缩还会引起预应力损失。一般认为当持续力不大时，徐变变形表现出与初始弹性变形成正比例的线性关系。当混凝土的应力小于其极限强度的50%时，可采用线性徐变理论来计算混凝土结构的徐变变形和内力。徐变的非线性理论能更准确地反映混凝土材料的徐变非线性行为，但是在实际工程中应用尚少。-84- 湖南科技大学潇湘学院本科生毕业设计（论文）混凝土收缩是随时间变化的，它的增长速度受到空气湿度、温度等条件的影响。在水中混凝土还可能膨胀。为简化分析，一般假定收缩的变化规律相似于徐变变化规律。对于本设计的收缩、徐变分析，在笔者有限的知识范围内，借用计算机语言，套用一些模式，进行了初步的分析，具体借助桥梁电算将体系收缩、徐变次内力计算见表3.9。表3.9收缩徐变内力收缩徐变截面号剪力(kN)弯矩(kN.m)剪力(kN)弯矩(kN.m)1-7.37E-010-1.37E+00-3.69E-132-7.37E-01-3.69E-01-1.37E+00-6.86E-013-7.37E-01-7.37E-01-1.37E+00-1.37E+004-7.37E-01-1.11E+00-1.37E+00-2.06E+00续表3.95-7.37E-01-1.47E+00-1.37E+00-2.74E+006-7.37E-01-3.02E+00-1.37E+00-5.62E+007-7.37E-01-4.57E+00-1.37E+00-8.50E+008-7.37E-01-6.12E+00-1.37E+00-1.14E+019-7.37E-01-7.66E+00-1.37E+00-1.43E+0110-7.37E-01-9.21E+00-1.37E+00-1.71E+0111-7.37E-01-1.08E+01-1.37E+00-2.00E+0112-7.37E-01-1.23E+01-1.37E+00-2.29E+0113-7.37E-01-1.39E+01-1.37E+00-2.58E+0114-7.37E-01-1.54E+01-1.37E+00-2.87E+0115-7.37E-01-1.70E+01-1.37E+00-3.15E+0116-7.37E-01-1.73E+01-1.37E+00-3.22E+0117-7.37E-01-1.77E+01-1.37E+00-3.29E+0118-7.37E-01-1.81E+01-1.37E+00-3.36E+0119左7.37E-01-1.84E+011.37E+00-3.43E+0119右1.78E-02-1.84E+014.09E-01-3.43E+01201.78E-02-1.84E+014.09E-01-3.41E+01211.78E-02-1.84E+014.09E-01-3.39E+01221.78E-02-1.84E+014.09E-01-3.37E+01231.78E-02-1.84E+014.09E-01-3.35E+01241.78E-02-1.84E+014.09E-01-3.26E+01251.78E-02-1.83E+014.09E-01-3.18E+01261.78E-02-1.83E+014.09E-01-3.09E+01271.78E-02-1.82E+014.09E-01-3.00E+01281.78E-02-1.82E+014.09E-01-2.92E+01291.78E-02-1.82E+014.09E-01-2.83E+01301.78E-02-1.81E+014.09E-01-2.75E+01311.78E-02-1.81E+014.09E-01-2.66E+01321.78E-02-1.81E+014.09E-01-2.57E+01331.78E-02-1.80E+014.09E-01-2.49E+01341.78E-02-1.80E+014.09E-01-2.47E+01351.78E-02-1.80E+014.09E-01-2.45E+01361.78E-02-1.80E+014.09E-01-2.43E+0137左-1.78E-02-1.80E+01-4.09E-01-2.41E+0137右-2.06E-02-1.80E+01-1.37E-01-2.41E+0138-2.06E-02-1.80E+01-1.37E-01-2.41E+0139-2.06E-02-1.80E+01-1.37E-01-2.42E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）40-2.06E-02-1.80E+01-1.37E-01-2.43E+0141-2.06E-02-1.80E+01-1.37E-01-2.43E+0142-2.06E-02-1.81E+01-1.37E-01-2.46E+0143-2.06E-02-1.81E+01-1.37E-01-2.49E+0144-2.06E-02-1.82E+01-1.37E-01-2.52E+0145-2.06E-02-1.82E+01-1.37E-01-2.55E+0146-2.06E-02-1.82E+01-1.37E-01-2.58E+0147-2.06E-02-1.83E+01-1.37E-01-2.61E+0148-2.06E-02-1.83E+01-1.37E-01-2.63E+0149-2.06E-02-1.84E+01-1.37E-01-2.66E+01续表3.950-2.06E-02-1.84E+01-1.37E-01-2.69E+0151-2.06E-02-1.85E+01-1.37E-01-2.72E+0152-2.06E-02-1.85E+01-1.37E-01-2.73E+0153-2.06E-02-1.85E+01-1.37E-01-2.73E+0154-2.06E-02-1.85E+01-1.37E-01-2.74E+0155左2.06E-02-1.85E+011.37E-01-2.75E+0155右1.69E-01-1.85E+011.15E-01-2.75E+01561.69E-01-1.84E+011.15E-01-2.74E+01571.69E-01-1.83E+011.15E-01-2.74E+01581.69E-01-1.82E+011.15E-01-2.73E+01591.69E-01-1.82E+011.15E-01-2.72E+01601.69E-01-1.78E+011.15E-01-2.70E+01611.69E-01-1.75E+011.15E-01-2.68E+01621.69E-01-1.71E+011.15E-01-2.65E+01631.69E-01-1.67E+011.15E-01-2.63E+01641.69E-01-1.64E+011.15E-01-2.60E+01651.69E-01-1.60E+011.15E-01-2.58E+01661.69E-01-1.57E+011.15E-01-2.56E+01671.69E-01-1.53E+011.15E-01-2.53E+01681.69E-01-1.50E+011.15E-01-2.51E+01691.69E-01-1.46E+011.15E-01-2.48E+01701.69E-01-1.45E+011.15E-01-2.48E+01711.69E-01-1.44E+011.15E-01-2.47E+01721.69E-01-1.44E+011.15E-01-2.47E+0173左-1.69E-01-1.43E+01-1.15E-01-2.46E+0173右-2.91E-01-1.43E+01-3.50E-01-2.46E+0174-2.91E-01-1.44E+01-3.50E-01-2.48E+0175-2.91E-01-1.46E+01-3.50E-01-2.50E+0176-2.91E-01-1.47E+01-3.50E-01-2.51E+0177-2.91E-01-1.49E+01-3.50E-01-2.53E+0178-2.91E-01-1.55E+01-3.50E-01-2.60E+0179-2.91E-01-1.61E+01-3.50E-01-2.68E+0180-2.91E-01-1.67E+01-3.50E-01-2.75E+0181-2.91E-01-1.73E+01-3.50E-01-2.82E+0182-2.91E-01-1.79E+01-3.50E-01-2.90E+0183-2.91E-01-1.85E+01-3.50E-01-2.97E+0184-2.91E-01-1.91E+01-3.50E-01-3.04E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）85-2.91E-01-1.97E+01-3.50E-01-3.12E+0186-2.91E-01-2.04E+01-3.50E-01-3.19E+0187-2.91E-01-2.10E+01-3.50E-01-3.26E+0188-2.91E-01-2.11E+01-3.50E-01-3.28E+0189-2.91E-01-2.13E+01-3.50E-01-3.30E+0190-2.91E-01-2.14E+01-3.50E-01-3.32E+0191左2.91E-01-2.16E+013.50E-01-3.33E+0191右8.62E-01-2.16E+011.33E+00-3.33E+01928.62E-01-2.11E+011.33E+00-3.27E+01938.62E-01-2.07E+011.33E+00-3.20E+01续表3.9948.62E-01-2.03E+011.33E+00-3.13E+01958.62E-01-1.98E+011.33E+00-3.07E+01968.62E-01-1.80E+011.33E+00-2.79E+01978.62E-01-1.62E+011.33E+00-2.51E+01988.62E-01-1.44E+011.33E+00-2.23E+01998.62E-01-1.26E+011.33E+00-1.95E+011008.62E-01-1.08E+011.33E+00-1.67E+011018.62E-01-8.96E+001.33E+00-1.39E+011028.62E-01-7.15E+001.33E+00-1.11E+011038.62E-01-5.34E+001.33E+00-8.27E+001048.62E-01-3.53E+001.33E+00-5.47E+001058.62E-01-1.72E+001.33E+00-2.67E+001068.62E-01-1.29E+001.33E+00-2.00E+001078.62E-01-8.62E-011.33E+00-1.33E+001088.62E-01-4.31E-011.33E+00-6.67E-011098.62E-0101.33E+000图3.18收缩弯矩图（单位：kN.m）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图3.19收缩剪力图（单位：kN）图3.20徐变弯矩图（单位：kN.m）图3.21徐变弯矩图（单位：kN）3.7荷载组合为了进行钢束估算或截面验算，就需要先确定主梁沿桥跨方向各个截面的控制内力，即将各种荷载引起的最不利内力分别按照一定原则进行组合。3.7.1组合方法公路桥涵设计采用的作用按《公路桥涵设计通用规范》（JTGD62-2004）分永久作用、可变作用和偶然作用三类，设计时考虑结构上可能同时出现的作用，按承载能力极限状态和正常使用极限状态进行作用效应组合，取其最不利效应组合进行设计。按照《公路桥涵设计通用规范》（JTGD62-2004）中4.1.6条规定，公路桥涵结构按承载能力极限状态设计时，考虑基本组合，永久作用的设计值效应与可变作用设计值效应相组合，其效应组合表达式为：………………(3.11)或……………………(3.12)-84- 湖南科技大学潇湘学院本科生毕业设计（论文）式中:——承载能力极限状态下作用基本组合的效应组合设计值；——结构重要性系数，本设计中安全等级为一级，对应系数取1.1：——第i个永久作用效应的分项系数，本设计中的永久作用其分项系数分别为：混凝土结构自重取1.2；混凝土的收缩及徐变作用取1.0；混凝土基础变位作用取0.5；、——第i个永久作用效应的标准值和设计值；——汽车荷载效应（含汽车冲击力、离心力）的分项系数，取=1.4；、——汽车荷载效应（含汽车冲击力、离心力）的标准值和设计值；——在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）、风荷载外的其他第j个可变作用效应的分项系数，本组合中为人群，取=1.4；、——在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第j个可变作用效应的标准值和设计值，本组合为人群的标准值和设计值；——在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他可变作用效应的组合系数，当永久作用与汽车荷载和人群荷载组合时，人群荷载的组合系数取=0.8。公路桥涵结构按正常使用极限状态设计时，采用以下两种效应组合：（1）作用短期效应组合。永久作用标准值效应与可变作用频遇值效应相组合，其效应组合表达式为：…………………………………（3.13）式中——作用短期效应组合设计值；——第j个可变作用效应的频遇值系数，汽车荷载（不计冲击力）=0.7，人群荷载=1.0，温度梯度作用=0.8；——第j个可变作用效应的频遇值。（2）作用长期效应组合。永久作用标准值效应与可变作用准永久值效应相组合，其效应组合表达式为：…………………………………(3.14)式中:——作用短期效应组合设计值；——第j个可变作用效应的准永久值系数，汽车荷载（不计冲击力）=0.4，人群荷载=0.4，温度梯度作用=0.8；——第j个可变作用效应的准永久值。-84- 湖南科技大学潇湘学院本科生毕业设计（论文）3.7.2计算结果基本载组合结果，作用长期效应组合和作用短期效应组合结果分别见表3.10,表3.11和表3.12：表3.10基本荷载组合内力截面号内力性质最大剪力(kN)最小剪力(kN)最大弯矩kN.m最小弯矩kN.m1剪力1.31E+035.57E+027.78E+026.48E+02弯矩0.00E+000.00E+000.00E+000.00E+002剪力1.25E+035.20E+021.10E+035.24E+02弯矩6.35E+022.71E+026.45E+022.70E+023剪力1.20E+034.83E+021.04E+034.92E+02弯矩1.24E+036.94E+021.25E+035.24E+024剪力1.14E+034.47E+029.90E+024.59E+02弯矩1.81E+031.01E+031.82E+037.62E+025剪力1.09E+034.10E+029.35E+024.27E+02弯矩2.34E+031.30E+032.36E+039.84E+026剪力8.69E+022.62E+027.11E+022.91E+02弯矩4.22E+032.78E+034.23E+031.74E+037剪力6.45E+029.16E+015.20E+021.57E+02弯矩5.48E+033.68E+035.54E+032.21E+038剪力4.30E+02-7.43E+013.01E+022.27E+01弯矩6.22E+034.16E+036.31E+032.40E+039剪力2.22E+02-2.57E+02-7.66E+01-1.08E+02弯矩5.76E+034.98E+036.55E+032.33E+0310剪力4.20E+01-4.89E+02-2.42E+02-2.37E+02弯矩5.49E+034.90E+036.34E+031.98E+0311剪力-1.31E+02-7.04E+02-4.58E+02-3.68E+02弯矩4.82E+034.14E+035.78E+031.35E+0312剪力-3.01E+02-9.14E+02-6.69E+02-4.97E+02弯矩3.74E+032.83E+034.71E+034.55E+0213剪力-4.64E+02-1.13E+03-8.75E+02-6.25E+02弯矩2.34E+031.10E+033.13E+03-7.22E+0214剪力-5.97E+02-1.33E+03-9.49E+02-9.73E+02弯矩1.10E+03-1.18E+031.18E+03-2.31E+0315剪力-7.39E+02-1.52E+03-7.41E+02-1.17E+03弯矩-6.08E+02-3.88E+03-6.48E+02-4.57E+0316剪力-7.69E+02-1.58E+03-7.71E+02-1.21E+03弯矩-9.84E+02-4.57E+03-1.03E+03-5.16E+0317剪力-8.00E+02-1.63E+03-8.03E+02-1.48E+03弯矩-1.38E+03-5.32E+03-1.42E+03-5.79E+0318剪力-8.33E+02-1.68E+03-8.35E+02-1.53E+03弯矩-1.78E+03-6.07E+03-1.82E+03-6.54E+0319剪力1.54E+037.32E+027.40E+021.23E+03弯矩-6.81E+03-2.22E+03-2.25E+03-7.32E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1020剪力1.49E+037.00E+027.06E+021.17E+03弯矩-6.11E+03-1.86E+03-1.88E+03-6.72E+0321剪力1.44E+036.68E+026.74E+021.13E+03弯矩-5.44E+03-1.52E+03-1.54E+03-6.15E+0322剪力1.39E+036.37E+026.41E+021.09E+03弯矩-4.79E+03-1.19E+03-1.20E+03-5.59E+0323剪力1.34E+036.06E+026.70E+021.03E+03弯矩-4.17E+03-8.85E+02-7.21E+02-5.07E+0324剪力1.13E+034.59E+027.87E+028.10E+02弯矩-1.83E+036.02E+029.26E+02-3.17E+0325剪力9.20E+023.18E+027.64E+024.87E+02弯矩2.27E+011.67E+032.53E+03-1.75E+0326剪力7.08E+021.78E+025.35E+023.58E+02弯矩1.38E+032.88E+033.73E+03-8.62E+0227剪力4.96E+024.67E-011.56E+022.26E+02弯矩2.24E+033.60E+034.50E+03-2.54E+0228剪力2.72E+02-1.82E+02-5.45E+009.53E+01弯矩2.48E+033.91E+034.75E+038.10E+0129剪力8.29E+01-3.87E+02-2.20E+02-1.13E+02弯矩2.01E+034.12E+034.69E+033.08E+0130剪力-8.28E+01-6.02E+02-4.37E+02-2.46E+02弯矩9.67E+023.50E+034.11E+03-3.46E+0231剪力-2.24E+02-8.41E+02-6.54E+02-3.78E+02弯矩5.49E+022.44E+033.04E+03-1.00E+0332剪力-3.75E+02-1.05E+03-7.24E+02-7.11E+02弯矩-3.32E+027.54E+021.55E+03-2.07E+0333剪力-5.28E+02-1.26E+03-7.91E+02-9.23E+02弯矩-1.57E+03-1.40E+031.68E+02-3.79E+0334剪力-5.62E+02-1.32E+03-7.93E+02-9.83E+02弯矩-1.88E+03-1.95E+03-1.87E+02-4.27E+0335剪力-5.94E+02-1.37E+03-8.30E+02-1.02E+03弯矩-2.17E+03-2.56E+03-5.47E+02-4.77E+0336剪力-6.27E+02-1.42E+03-6.44E+02-1.06E+03弯矩-2.47E+03-3.20E+03-8.65E+02-5.29E+0337剪力1.50E+036.97E+027.21E+021.17E+03弯矩-3.92E+03-2.85E+03-1.19E+03-5.86E+0338剪力1.45E+036.65E+026.89E+021.11E+03弯矩-3.25E+03-2.51E+03-8.43E+02-5.29E+0339剪力1.39E+036.32E+027.21E+021.07E+03弯矩-2.61E+03-2.18E+03-5.02E+02-4.75E+0340剪力1.34E+035.98E+026.85E+021.03E+03弯矩-1.99E+03-1.84E+03-1.19E+02-4.22E+0341剪力1.29E+035.61E+026.46E+029.70E+02弯矩-1.40E+03-1.49E+032.45E+02-3.73E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1042剪力1.07E+034.11E+027.26E+027.59E+02弯矩8.17E+02-2.28E+021.62E+03-1.91E+0343剪力8.54E+022.59E+026.66E+024.24E+02弯矩2.54E+037.33E+023.16E+03-7.88E+0244剪力6.36E+021.12E+024.55E+022.90E+02弯矩3.76E+031.81E+034.28E+03-3.43E+0145剪力4.20E+02-6.59E+019.72E+011.31E+02弯矩4.46E+032.37E+034.90E+034.14E+0246剪力1.96E+02-2.50E+02-6.59E+01-7.26E-01弯矩4.13E+032.96E+035.03E+035.50E+0247剪力1.45E+01-4.62E+02-2.79E+02-2.00E+02弯矩3.86E+032.66E+034.84E+032.85E+0248剪力-1.58E+02-6.74E+02-4.93E+02-3.30E+02弯矩2.68E+031.87E+034.14E+03-2.73E+0249剪力-2.95E+02-9.01E+02-7.13E+02-4.59E+02弯矩2.11E+036.43E+022.95E+03-1.10E+0350剪力-4.40E+02-1.11E+03-7.60E+02-7.76E+02弯矩1.08E+03-1.13E+031.34E+03-2.31E+0351剪力-5.84E+02-1.32E+03-8.22E+02-9.88E+02弯矩-2.86E+02-3.40E+03-1.38E+02-4.18E+0352剪力-6.16E+02-1.36E+03-8.56E+02-1.05E+03弯矩-6.22E+02-3.99E+03-5.13E+02-4.69E+0353剪力-6.47E+02-1.41E+03-8.91E+02-1.08E+03弯矩-9.37E+02-4.61E+03-9.05E+02-5.22E+0354剪力-6.79E+02-1.47E+03-7.06E+02-1.13E+03弯矩-1.27E+03-5.27E+03-1.26E+03-5.77E+0355剪力1.51E+037.11E+027.12E+021.36E+03弯矩-5.99E+03-1.61E+03-1.62E+03-6.35E+0356剪力1.46E+036.79E+027.05E+021.13E+03弯矩-5.31E+03-1.27E+03-1.26E+03-5.77E+0357剪力1.41E+036.47E+027.38E+021.08E+03弯矩-4.66E+03-9.36E+02-9.08E+02-5.21E+0358剪力1.36E+036.14E+027.02E+021.05E+03弯矩-4.04E+03-5.85E+02-5.16E+02-4.68E+0359剪力1.31E+035.81E+026.68E+029.91E+02弯矩-3.44E+03-2.32E+02-1.41E+02-4.17E+0360剪力1.11E+034.39E+027.51E+027.76E+02弯矩-1.18E+031.08E+031.34E+03-2.30E+0361剪力8.87E+022.95E+027.10E+024.59E+02弯矩5.61E+022.10E+032.94E+03-1.09E+0362剪力6.75E+021.54E+024.98E+023.30E+02弯矩1.86E+033.26E+034.14E+03-2.63E+0263剪力4.65E+02-2.19E+011.19E+022.00E+02弯矩2.68E+033.93E+034.84E+032.95E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1064剪力2.53E+02-2.04E+02-9.41E+018.86E-01弯矩2.98E+034.19E+035.03E+035.59E+0265剪力6.61E+01-4.14E+02-2.57E+02-1.31E+02弯矩2.38E+034.41E+034.88E+034.24E+0266剪力-1.19E+02-6.31E+02-4.53E+02-2.90E+02弯矩1.21E+033.71E+034.27E+03-2.43E+0167剪力-2.62E+02-8.63E+02-6.61E+02-4.24E+02弯矩7.04E+022.57E+033.15E+03-7.78E+0268剪力-4.14E+02-1.08E+03-7.35E+02-7.60E+02弯矩-2.68E+028.48E+021.60E+03-1.90E+0369剪力-5.64E+02-1.30E+03-6.50E+02-9.69E+02弯矩-1.53E+03-1.37E+032.19E+02-3.72E+0370剪力-6.00E+02-1.35E+03-6.86E+02-1.03E+03弯矩-1.87E+03-1.95E+03-1.40E+02-4.21E+0371剪力-6.32E+02-1.40E+03-7.22E+02-1.07E+03弯矩-2.18E+03-2.56E+03-5.22E+02-4.74E+0372剪力-6.65E+02-1.46E+03-6.89E+02-1.11E+03弯矩-2.50E+03-3.21E+03-8.58E+02-5.28E+0373剪力1.47E+036.60E+026.78E+021.30E+03弯矩-3.91E+03-2.79E+03-1.21E+03-5.85E+0374剪力1.42E+036.28E+026.46E+021.06E+03弯矩-3.24E+03-2.47E+03-8.79E+02-5.28E+0375剪力1.36E+035.96E+026.13E+021.02E+03弯矩-2.62E+03-2.16E+03-5.65E+02-4.76E+0376剪力1.31E+035.63E+028.28E+029.84E+02弯矩-2.02E+03-1.87E+03-2.10E+02-4.26E+0377剪力1.26E+035.26E+027.92E+029.23E+02弯矩-1.44E+03-1.51E+031.51E+02-3.79E+0378剪力1.05E+033.76E+027.15E+027.12E+02弯矩7.05E+02-3.24E+021.54E+03-2.06E+0379剪力8.27E+022.25E+025.02E+023.80E+02弯矩2.37E+035.60E+023.04E+03-9.92E+0280剪力6.02E+028.39E+014.44E+022.47E+02弯矩3.46E+039.80E+024.12E+03-3.34E+0281剪力3.89E+02-8.95E+016.20E+011.14E+02弯矩4.12E+032.10E+034.71E+034.45E+0182剪力1.83E+02-2.79E+02-1.53E+02-9.40E+01弯矩3.92E+032.56E+034.76E+031.00E+0283剪力-1.68E+00-4.90E+02-3.15E+02-2.25E+02弯矩3.59E+032.21E+034.49E+03-2.31E+0284剪力-1.79E+02-7.02E+02-5.31E+02-3.57E+02弯矩2.85E+031.36E+033.74E+03-8.37E+0285剪力-3.10E+02-9.28E+02-7.69E+02-4.86E+02弯矩1.72E+038.57E+012.55E+03-1.72E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1086剪力-4.56E+02-1.14E+03-7.96E+02-8.04E+02弯矩6.34E+02-1.78E+039.40E+02-3.09E+0387剪力-6.05E+02-1.35E+03-8.35E+02-1.03E+03弯矩-8.59E+02-4.10E+03-7.03E+02-5.03E+0388剪力-6.35E+02-1.40E+03-6.41E+02-1.09E+03弯矩-1.17E+03-4.72E+03-1.18E+03-5.56E+0389剪力-6.66E+02-1.45E+03-6.72E+02-1.13E+03弯矩-1.49E+03-5.36E+03-1.51E+03-6.11E+0390剪力-6.98E+02-1.50E+03-7.04E+02-1.16E+03弯矩-1.83E+03-6.04E+03-1.85E+03-6.68E+0391剪力1.72E+038.64E+028.66E+021.57E+03弯矩-6.87E+03-2.18E+03-2.22E+03-7.28E+0392剪力1.67E+038.32E+028.33E+021.53E+03弯矩-6.08E+03-1.75E+03-1.79E+03-6.51E+0393剪力1.62E+037.99E+028.02E+021.27E+03弯矩-5.31E+03-1.35E+03-1.39E+03-5.77E+0394剪力1.56E+037.68E+027.70E+021.21E+03弯矩-4.59E+03-9.58E+02-9.99E+02-5.15E+0395剪力1.52E+037.38E+027.40E+021.17E+03弯矩-3.89E+03-5.83E+02-6.22E+02-4.55E+0396剪力1.32E+035.94E+027.88E+029.73E+02弯矩-1.20E+031.19E+031.22E+03-2.29E+0397剪力1.12E+034.59E+028.78E+026.25E+02弯矩1.08E+032.42E+033.17E+03-7.18E+0298剪力9.17E+022.98E+026.72E+024.96E+02弯矩2.89E+033.80E+034.74E+034.59E+0299剪力7.07E+021.23E+022.96E+023.67E+02弯矩4.20E+034.94E+035.83E+031.35E+03100剪力4.62E+02-5.07E+018.12E+012.38E+02弯矩4.73E+035.59E+036.37E+031.98E+03101剪力2.50E+02-2.29E+026.69E+011.08E+02弯矩4.93E+035.83E+036.55E+032.33E+03102剪力7.81E+01-4.34E+02-2.98E+02-2.29E+01弯矩4.20E+036.26E+036.31E+032.40E+03103剪力-8.91E+01-6.55E+02-5.18E+02-1.57E+02弯矩3.74E+035.55E+035.55E+032.21E+03104剪力-2.59E+02-8.87E+02-8.75E+02-2.92E+02弯矩2.84E+034.29E+034.24E+031.74E+03105剪力-4.15E+02-1.11E+03-1.10E+03-4.27E+02弯矩1.22E+032.37E+032.36E+039.84E+02106剪力-4.51E+02-1.16E+03-1.15E+03-4.60E+02弯矩9.27E+021.83E+031.82E+037.62E+02107剪力-4.88E+02-1.21E+03-1.21E+03-4.92E+02弯矩5.25E+021.25E+031.25E+035.25E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.10108剪力-5.74E+02-1.27E+03-1.27E+03-5.25E+02弯矩3.17E+026.44E+026.43E+022.70E+02109剪力1.32E+035.57E+027.79E+026.49E+02弯矩0.00E+000.00E+000.00E+000.00E+00表3.11作用长期效应组合内力截面号内力性质最大剪力（kN）最小剪力（kN）最大弯矩（kN.m）最小弯矩（kN.m）1剪力8.23E+026.01E+026.48E+026.48E+02弯矩-1.99E-100.00E+000.00E+000.00E+002剪力7.85E+025.67E+027.43E+025.69E+02弯矩4.01E+022.93E+024.04E+022.92E+023剪力7.49E+025.34E+027.05E+025.36E+02弯矩7.81E+026.17E+027.85E+025.69E+024剪力7.12E+025.00E+026.68E+025.04E+02弯矩1.14E+038.99E+021.15E+038.28E+025剪力6.75E+024.66E+026.31E+024.71E+02弯矩1.48E+031.16E+031.49E+031.07E+036剪力5.23E+023.27E+024.78E+023.35E+02弯矩2.69E+032.22E+032.69E+031.92E+037剪力3.70E+021.82E+023.35E+022.01E+02弯矩3.53E+032.90E+033.55E+032.48E+038剪力2.21E+023.90E+011.84E+026.67E+01弯矩4.04E+033.26E+034.07E+032.76E+039剪力7.31E+01-1.07E+02-1.12E+01-6.56E+01弯矩4.21E+033.34E+034.25E+032.77E+0310剪力-7.26E+01-2.60E+02-1.45E+02-1.97E+02弯矩4.05E+033.16E+034.12E+032.50E+0311剪力-2.16E+02-4.07E+02-2.93E+02-3.28E+02弯矩3.59E+032.59E+033.71E+031.95E+0312剪力-3.57E+02-5.53E+02-4.38E+02-4.57E+02弯矩2.81E+031.70E+032.97E+031.13E+0313剪力-4.96E+02-7.01E+02-5.82E+02-5.86E+02弯矩1.74E+035.03E+021.92E+033.25E+0114剪力-6.25E+02-8.41E+02-7.26E+02-7.39E+02弯矩5.29E+02-1.03E+035.52E+02-1.35E+0315剪力-7.56E+02-9.80E+02-7.55E+02-8.79E+02弯矩-1.01E+03-2.85E+03-9.92E+02-3.05E+0316剪力-7.87E+02-1.01E+03-7.86E+02-9.10E+02弯矩-1.39E+03-3.33E+03-1.38E+03-3.50E+0317剪力-8.18E+02-1.05E+03-8.17E+02-1.01E+03弯矩-1.80E+03-3.83E+03-1.78E+03-3.96E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1118剪力-8.50E+02-1.09E+03-8.49E+02-1.04E+03弯矩-2.21E+03-4.34E+03-2.20E+03-4.48E+0319剪力9.98E+027.77E+027.74E+029.08E+02弯矩-4.86E+03-2.65E+03-2.64E+03-5.01E+0320剪力9.62E+027.45E+027.42E+028.70E+02弯矩-4.39E+03-2.27E+03-2.26E+03-4.56E+0321剪力9.26E+027.13E+027.10E+028.37E+02弯矩-3.93E+03-1.90E+03-1.90E+03-4.14E+0322剪力8.91E+026.81E+026.79E+028.05E+02弯矩-3.50E+03-1.56E+03-1.55E+03-3.73E+0323剪力8.56E+026.51E+026.69E+027.68E+02弯矩-3.08E+03-1.22E+03-1.18E+03-3.33E+0324剪力7.14E+025.18E+026.12E+026.22E+02弯矩-1.50E+031.10E+022.03E+02-1.88E+0325剪力5.69E+023.87E+025.10E+024.50E+02弯矩-2.39E+021.13E+031.39E+03-7.61E+0226剪力4.24E+022.54E+023.60E+023.21E+02弯矩7.04E+022.00E+032.26E+034.80E+0127剪力2.78E+021.11E+021.66E+021.90E+02弯矩1.33E+032.54E+032.83E+035.83E+0228剪力1.28E+02-3.48E+013.40E+015.93E+01弯矩1.59E+032.76E+033.06E+038.45E+0229剪力-1.79E+01-1.82E+02-1.14E+02-9.44E+01弯矩1.56E+032.67E+033.03E+037.99E+0230剪力-1.60E+02-3.31E+02-2.63E+02-2.27E+02弯矩1.08E+032.25E+032.67E+034.61E+0231剪力-2.96E+02-4.87E+02-4.13E+02-3.61E+02弯矩5.73E+021.52E+031.98E+03-1.57E+0232剪力-4.36E+02-6.36E+02-5.42E+02-5.32E+02弯矩-2.68E+024.25E+029.80E+02-1.09E+0333剪力-5.76E+02-7.85E+02-6.58E+02-6.81E+02弯矩-1.41E+03-9.88E+02-2.21E+02-2.37E+0334剪力-6.09E+02-8.22E+02-6.82E+02-7.20E+02弯矩-1.72E+03-1.37E+03-5.44E+02-2.72E+0335剪力-6.42E+02-8.59E+02-7.16E+02-7.53E+02弯矩-2.03E+03-1.77E+03-8.80E+02-3.09E+0336剪力-6.74E+02-8.96E+02-6.86E+02-7.85E+02弯矩-2.36E+03-2.19E+03-1.22E+03-3.47E+0337剪力9.50E+027.21E+027.29E+028.55E+02弯矩-2.65E+03-2.72E+03-1.57E+03-3.88E+0338剪力9.13E+026.88E+026.96E+028.16E+02弯矩-2.20E+03-2.37E+03-1.21E+03-3.46E+0339剪力8.77E+026.56E+026.82E+027.84E+02弯矩-1.77E+03-2.03E+03-8.70E+02-3.06E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1140剪力8.41E+026.23E+026.48E+027.51E+02弯矩-1.36E+03-1.70E+03-5.29E+02-2.68E+0341剪力8.05E+025.89E+026.14E+027.12E+02弯矩-9.66E+02-1.38E+03-2.04E+02-2.31E+0342剪力6.53E+024.49E+025.40E+025.63E+02弯矩4.89E+02-2.24E+029.88E+02-9.75E+0243剪力5.02E+023.09E+024.05E+024.00E+02弯矩1.62E+036.46E+021.98E+032.84E+0144剪力3.52E+021.72E+022.57E+022.66E+02弯矩2.41E+031.35E+032.66E+037.29E+0245剪力2.03E+022.61E+011.09E+028.45E+01弯矩2.88E+031.70E+033.03E+031.12E+0346剪力5.15E+01-1.20E+02-2.47E+01-4.74E+01弯矩2.99E+031.75E+033.14E+031.16E+0347剪力-9.38E+01-2.67E+02-1.72E+02-1.98E+02弯矩2.80E+031.47E+032.98E+038.89E+0248剪力-2.36E+02-4.13E+02-3.18E+02-3.28E+02弯矩2.16E+038.70E+022.50E+033.36E+0249剪力-3.67E+02-5.62E+02-4.66E+02-4.57E+02弯矩1.50E+03-3.08E+011.70E+03-4.88E+0250剪力-5.00E+02-7.06E+02-5.91E+02-6.11E+02弯矩5.17E+02-1.27E+035.92E+02-1.60E+0351剪力-6.32E+02-8.48E+02-7.00E+02-7.55E+02弯矩-7.54E+02-2.82E+03-7.12E+02-3.04E+0352剪力-6.63E+02-8.82E+02-7.31E+02-7.92E+02弯矩-1.09E+03-3.23E+03-1.06E+03-3.43E+0353剪力-6.94E+02-9.17E+02-7.64E+02-8.23E+02弯矩-1.43E+03-3.66E+03-1.42E+03-3.83E+0354剪力-7.26E+02-9.54E+02-7.34E+02-8.57E+02弯矩-1.78E+03-4.11E+03-1.78E+03-4.25E+0355剪力9.88E+027.58E+027.58E+029.45E+02弯矩-4.59E+03-2.15E+03-2.15E+03-4.69E+0356剪力9.51E+027.26E+027.33E+028.57E+02弯矩-4.12E+03-1.78E+03-1.78E+03-4.25E+0357剪力9.15E+026.94E+027.20E+028.23E+02弯矩-3.67E+03-1.43E+03-1.42E+03-3.83E+0358剪力8.80E+026.62E+026.87E+027.92E+02弯矩-3.24E+03-1.08E+03-1.06E+03-3.43E+0359剪力8.46E+026.31E+026.56E+027.55E+02弯矩-2.83E+03-7.39E+02-7.14E+02-3.04E+0360剪力7.06E+025.00E+025.89E+026.11E+02弯矩-1.28E+035.16E+025.89E+02-1.60E+0361剪力5.58E+023.67E+024.65E+024.57E+02弯矩-5.31E+011.50E+031.70E+03-4.84E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1162剪力4.13E+022.35E+023.20E+023.28E+02弯矩8.71E+022.33E+032.50E+033.40E+0263剪力2.68E+029.15E+011.26E+021.98E+02弯矩1.48E+032.82E+032.98E+038.93E+0264剪力1.21E+02-5.40E+01-2.11E+014.76E+01弯矩1.76E+033.00E+033.14E+031.17E+0365剪力-2.59E+01-2.01E+02-1.54E+02-8.44E+01弯矩1.71E+032.86E+033.02E+031.13E+0366剪力-1.74E+02-3.51E+02-2.56E+02-2.66E+02弯矩1.18E+032.40E+032.65E+037.35E+0267剪力-3.10E+02-5.05E+02-4.04E+02-4.00E+02弯矩6.41E+021.62E+031.97E+033.44E+0168剪力-4.50E+02-6.56E+02-5.43E+02-5.63E+02弯矩-2.32E+024.94E+029.80E+02-9.69E+0269剪力-5.90E+02-8.07E+02-6.15E+02-7.12E+02弯矩-1.39E+03-9.62E+02-2.16E+02-2.31E+0370剪力-6.23E+02-8.44E+02-6.49E+02-7.51E+02弯矩-1.71E+03-1.35E+03-5.39E+02-2.67E+0371剪力-6.56E+02-8.80E+02-6.83E+02-7.83E+02弯矩-2.03E+03-1.76E+03-8.81E+02-3.06E+0372剪力-6.88E+02-9.17E+02-6.96E+02-8.16E+02弯矩-2.36E+03-2.19E+03-1.22E+03-3.46E+0373剪力9.31E+027.07E+027.20E+028.76E+02弯矩-2.64E+03-2.70E+03-1.58E+03-3.87E+0374剪力8.94E+026.75E+026.87E+027.86E+02弯矩-2.20E+03-2.36E+03-1.22E+03-3.46E+0375剪力8.57E+026.42E+026.55E+027.53E+02弯矩-1.79E+03-2.03E+03-8.89E+02-3.08E+0376剪力8.22E+026.10E+026.93E+027.20E+02弯矩-1.39E+03-1.71E+03-5.54E+02-2.71E+0377剪力7.86E+025.76E+026.59E+026.82E+02弯矩-1.00E+03-1.39E+03-2.28E+02-2.36E+0378剪力6.35E+024.36E+025.41E+025.32E+02弯矩4.10E+02-2.60E+029.76E+02-1.09E+0379剪力4.84E+022.97E+023.71E+023.62E+02弯矩1.50E+035.82E+021.98E+03-1.48E+0280剪力3.32E+021.61E+022.66E+022.28E+02弯矩2.24E+031.09E+032.67E+034.71E+0281剪力1.84E+021.63E+016.96E+019.50E+01弯矩2.67E+031.60E+033.04E+038.10E+0282剪力3.59E+01-1.30E+02-7.85E+01-5.86E+01弯矩2.77E+031.62E+033.07E+038.58E+0283剪力-1.10E+02-2.76E+02-2.11E+02-1.90E+02弯矩2.54E+031.32E+032.83E+035.99E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1184剪力-2.54E+02-4.22E+02-3.58E+02-3.20E+02弯矩2.01E+037.06E+022.27E+036.49E+0185剪力-3.84E+02-5.71E+02-5.11E+02-4.49E+02弯矩1.16E+03-2.13E+021.41E+03-7.43E+0286剪力-5.17E+02-7.16E+02-6.14E+02-6.20E+02弯矩1.33E+02-1.48E+032.20E+02-1.85E+0387剪力-6.50E+02-8.59E+02-7.15E+02-7.68E+02弯矩-1.20E+03-3.05E+03-1.16E+03-3.31E+0388剪力-6.80E+02-8.93E+02-6.78E+02-8.05E+02弯矩-1.53E+03-3.47E+03-1.53E+03-3.71E+0389剪力-7.11E+02-9.28E+02-7.09E+02-8.36E+02弯矩-1.88E+03-3.90E+03-1.87E+03-4.12E+0390剪力-7.44E+02-9.65E+02-7.41E+02-8.68E+02弯矩-2.24E+03-4.36E+03-2.24E+03-4.54E+0391剪力1.12E+038.82E+028.81E+021.08E+03弯矩-4.87E+03-2.62E+03-2.60E+03-4.99E+0392剪力1.08E+038.49E+028.48E+021.04E+03弯矩-4.33E+03-2.19E+03-2.17E+03-4.46E+0393剪力1.05E+038.17E+028.16E+029.46E+02弯矩-3.82E+03-1.77E+03-1.75E+03-3.95E+0394剪力1.01E+037.86E+027.85E+029.09E+02弯矩-3.33E+03-1.37E+03-1.35E+03-3.48E+0395剪力9.77E+027.55E+027.54E+028.79E+02弯矩-2.85E+03-9.86E+02-9.69E+02-3.04E+0396剪力8.37E+026.23E+026.79E+027.38E+02弯矩-1.02E+035.69E+025.77E+02-1.34E+0397剪力6.97E+024.94E+025.83E+025.86E+02弯矩5.03E+021.78E+031.94E+034.24E+0198剪力5.53E+023.55E+024.39E+024.57E+02弯矩1.72E+032.83E+033.00E+031.14E+0399剪力4.08E+022.13E+022.46E+023.27E+02弯矩2.62E+033.63E+033.73E+031.96E+03100剪力2.52E+026.94E+019.85E+011.97E+02弯矩3.11E+034.09E+034.14E+032.50E+03101剪力1.05E+02-7.58E+017.76E+006.51E+01弯矩3.33E+034.24E+034.26E+032.77E+03102剪力-3.83E+01-2.23E+02-1.84E+02-6.72E+01弯矩3.28E+034.06E+034.07E+032.77E+03103剪力-1.82E+02-3.74E+02-4.33E+02-2.01E+02弯矩2.92E+033.56E+033.56E+032.48E+03104剪力-3.27E+02-5.29E+02-5.33E+02-3.36E+02弯矩2.23E+032.71E+032.73E+031.92E+03105剪力-4.68E+02-6.81E+02-6.83E+02-4.72E+02弯矩1.14E+031.49E+031.50E+031.07E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.11106剪力-5.02E+02-7.17E+02-7.19E+02-5.04E+02弯矩8.76E+021.15E+031.15E+038.29E+02107剪力-5.35E+02-7.54E+02-7.55E+02-5.37E+02弯矩5.69E+027.86E+027.88E+025.69E+02108剪力-5.48E+02-7.91E+02-7.92E+02-5.69E+02弯矩2.73E+024.04E+024.04E+022.93E+02109剪力8.28E+026.02E+026.49E+026.49E+02弯矩-2.13E-100.00E+000.00E+000.00E+00表3.12作用短期效应组合内力截面号内力性质最大剪力(kN)最小剪力(kN)最大弯矩kN.m最小弯矩kN.m1剪力9.28E+025.91E+026.48E+026.48E+02弯矩-1.99E-100.00E+000.00E+000.00E+002剪力8.86E+025.56E+028.11E+025.58E+02弯矩4.51E+022.87E+024.56E+022.87E+023剪力8.46E+025.21E+027.70E+025.25E+02弯矩8.79E+026.43E+028.86E+025.58E+024剪力8.07E+024.87E+027.29E+024.93E+02弯矩1.28E+039.36E+021.29E+038.13E+025剪力7.66E+024.52E+026.89E+024.61E+02弯矩1.66E+031.21E+031.68E+031.05E+036剪力6.02E+023.10E+025.22E+023.25E+02弯矩3.01E+032.39E+033.02E+031.88E+037剪力4.35E+021.58E+023.73E+021.90E+02弯矩3.94E+033.15E+033.97E+032.42E+038剪力2.74E+027.73E+002.10E+025.62E+01弯矩4.49E+033.55E+034.53E+032.68E+039剪力1.16E+02-1.48E+02-3.20E+01-7.56E+01弯矩4.65E+033.67E+034.72E+032.66E+0310剪力-4.06E+01-3.17E+02-1.68E+02-2.06E+02弯矩4.45E+033.53E+034.57E+032.38E+0311剪力-1.93E+02-4.77E+02-3.28E+02-3.37E+02弯矩3.92E+032.94E+034.14E+031.81E+0312剪力-3.42E+02-6.34E+02-4.85E+02-4.66E+02弯矩3.05E+031.97E+033.34E+039.72E+0213剪力-4.88E+02-7.95E+02-6.40E+02-5.95E+02弯矩1.88E+036.81E+022.18E+03-1.43E+0214剪力-6.19E+02-9.46E+02-7.95E+02-7.66E+02弯矩6.51E+02-9.94E+026.92E+02-1.56E+0315剪力-7.53E+02-1.09E+03-7.53E+02-9.17E+02弯矩-9.43E+02-2.98E+03-9.35E+02-3.33E+0316剪力-7.84E+02-1.13E+03-7.83E+02-9.48E+02弯矩-1.33E+03-3.50E+03-1.32E+03-3.79E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1217剪力-8.15E+02-1.17E+03-8.15E+02-1.09E+03弯矩-1.73E+03-4.04E+03-1.72E+03-4.28E+0318剪力-8.47E+02-1.21E+03-8.47E+02-1.13E+03弯矩-2.14E+03-4.61E+03-2.13E+03-4.84E+0319剪力1.12E+037.63E+027.62E+029.57E+02弯矩-5.16E+03-2.58E+03-2.57E+03-5.41E+0320剪力1.08E+037.31E+027.29E+029.17E+02弯矩-4.64E+03-2.21E+03-2.20E+03-4.95E+0321剪力1.04E+036.99E+026.97E+028.82E+02弯矩-4.14E+03-1.85E+03-1.84E+03-4.50E+0322剪力1.00E+036.67E+026.66E+028.50E+02弯矩-3.67E+03-1.51E+03-1.51E+03-4.06E+0323剪力9.63E+026.37E+026.69E+028.09E+02弯矩-3.20E+03-1.18E+03-1.10E+03-3.65E+0324剪力8.08E+025.00E+026.64E+026.48E+02弯矩-1.47E+031.96E+023.58E+02-2.14E+0325剪力6.52E+023.65E+025.63E+024.60E+02弯矩-8.70E+011.23E+031.67E+03-9.76E+0226剪力4.94E+022.31E+023.98E+023.31E+02弯矩9.42E+022.20E+032.59E+03-1.45E+0227剪力3.36E+027.71E+011.56E+022.00E+02弯矩1.61E+032.79E+033.19E+034.10E+0228剪力1.72E+02-7.97E+012.27E+016.94E+01弯矩1.86E+033.04E+033.43E+036.92E+0229剪力1.52E+01-2.39E+02-1.37E+02-1.01E+02弯矩1.81E+032.93E+033.39E+036.44E+0230剪力-1.34E+02-4.00E+02-2.99E+02-2.34E+02弯矩1.16E+032.47E+032.99E+032.93E+0231剪力-2.72E+02-5.72E+02-4.61E+02-3.67E+02弯矩6.88E+021.68E+032.23E+03-3.38E+0232剪力-4.15E+02-7.32E+02-5.93E+02-5.58E+02弯矩-1.59E+024.62E+021.14E+03-1.31E+0333剪力-5.59E+02-8.91E+02-6.94E+02-7.18E+02弯矩-1.33E+03-1.10E+03-1.09E+02-2.65E+0334剪力-5.92E+02-9.31E+02-7.11E+02-7.61E+02弯矩-1.63E+03-1.51E+03-4.40E+02-3.02E+0335剪力-6.25E+02-9.71E+02-7.46E+02-7.94E+02弯矩-1.94E+03-1.96E+03-7.81E+02-3.41E+0336剪力-6.57E+02-1.01E+03-6.69E+02-8.27E+02弯矩-2.26E+03-2.42E+03-1.11E+03-3.81E+0337剪力1.07E+037.07E+027.19E+029.03E+02弯矩-2.94E+03-2.62E+03-1.45E+03-4.25E+0338剪力1.03E+036.74E+026.86E+028.59E+02弯矩-2.44E+03-2.27E+03-1.10E+03-3.81E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1239剪力9.89E+026.42E+026.86E+028.27E+02弯矩-1.98E+03-1.95E+03-7.63E+02-3.39E+0340剪力9.50E+026.08E+026.52E+027.94E+02弯矩-1.53E+03-1.61E+03-4.13E+02-2.98E+0341剪力9.11E+025.73E+026.16E+027.51E+02弯矩-1.09E+03-1.29E+03-8.04E+01-2.60E+0342剪力7.48E+024.30E+025.89E+025.91E+02弯矩5.18E+02-1.14E+021.15E+03-1.19E+0343剪力5.85E+022.87E+024.53E+024.08E+02弯矩1.77E+037.68E+022.24E+03-1.53E+0244剪力4.22E+021.47E+022.94E+022.74E+02弯矩2.65E+031.57E+032.99E+035.65E+0245剪力2.61E+02-8.64E+009.79E+019.17E+01弯矩3.17E+031.97E+033.40E+039.72E+0246剪力9.51E+01-1.66E+02-3.64E+01-4.02E+01弯矩3.26E+032.04E+033.52E+031.03E+0347剪力-6.09E+01-3.24E+02-1.95E+02-2.05E+02弯矩3.05E+031.75E+033.36E+037.41E+0248剪力-2.12E+02-4.82E+02-3.54E+02-3.35E+02弯矩2.25E+031.10E+032.84E+031.73E+0249剪力-3.45E+02-6.47E+02-5.16E+02-4.64E+02弯矩1.61E+031.31E+021.96E+03-6.67E+0250剪力-4.81E+02-8.02E+02-6.41E+02-6.36E+02弯矩6.19E+02-1.22E+037.50E+02-1.81E+0351剪力-6.17E+02-9.56E+02-7.36E+02-7.93E+02弯矩-6.81E+02-2.93E+03-6.07E+02-3.32E+0352剪力-6.48E+02-9.93E+02-7.68E+02-8.34E+02弯矩-1.02E+03-3.38E+03-9.61E+02-3.73E+0353剪力-6.80E+02-1.03E+03-8.02E+02-8.66E+02弯矩-1.35E+03-3.85E+03-1.33E+03-4.15E+0354剪力-7.12E+02-1.07E+03-7.25E+02-9.01E+02弯矩-1.69E+03-4.34E+03-1.69E+03-4.59E+0355剪力1.11E+037.44E+027.44E+021.03E+03弯矩-4.87E+03-2.06E+03-2.06E+03-5.05E+0356剪力1.07E+037.11E+027.25E+029.01E+02弯矩-4.36E+03-1.69E+03-1.69E+03-4.59E+0357剪力1.03E+036.79E+027.25E+028.66E+02弯矩-3.87E+03-1.35E+03-1.33E+03-4.15E+0358剪力9.90E+026.47E+026.91E+028.34E+02弯矩-3.40E+03-9.97E+02-9.62E+02-3.72E+0359剪力9.52E+026.15E+026.59E+027.94E+02弯矩-2.95E+03-6.54E+02-6.09E+02-3.32E+0360剪力8.02E+024.81E+026.37E+026.36E+02弯矩-1.25E+036.18E+027.45E+02-1.81E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1261剪力6.40E+023.45E+025.14E+024.64E+02弯矩9.06E+011.61E+031.95E+03-6.62E+0262剪力4.82E+022.10E+023.57E+023.35E+02弯矩1.10E+032.54E+032.84E+031.78E+0263剪力3.25E+025.71E+011.16E+022.06E+02弯矩1.76E+033.08E+033.36E+037.47E+0264剪力1.67E+02-9.92E+01-4.36E+014.03E+01弯矩2.05E+033.29E+033.51E+031.03E+0365剪力8.84E+00-2.58E+02-1.78E+02-9.16E+01弯矩1.97E+033.14E+033.39E+039.78E+0266剪力-1.50E+02-4.20E+02-2.93E+02-2.74E+02弯矩1.27E+032.63E+032.98E+035.71E+0267剪力-2.88E+02-5.89E+02-4.50E+02-4.08E+02弯矩7.54E+021.78E+032.23E+03-1.46E+0268剪力-4.32E+02-7.53E+02-5.93E+02-5.91E+02弯矩-1.33E+025.31E+021.14E+03-1.18E+0369剪力-5.75E+02-9.15E+02-6.18E+02-7.50E+02弯矩-1.31E+03-1.08E+03-9.56E+01-2.59E+0370剪力-6.09E+02-9.55E+02-6.53E+02-7.94E+02弯矩-1.63E+03-1.50E+03-4.26E+02-2.97E+0371剪力-6.42E+02-9.94E+02-6.87E+02-8.26E+02弯矩-1.94E+03-1.95E+03-7.76E+02-3.38E+0372剪力-6.74E+02-1.03E+03-6.87E+02-8.59E+02弯矩-2.27E+03-2.43E+03-1.11E+03-3.80E+0373剪力1.05E+036.90E+027.03E+029.61E+02弯矩-2.93E+03-2.59E+03-1.46E+03-4.24E+0374剪力1.01E+036.58E+026.71E+028.27E+02弯矩-2.45E+03-2.25E+03-1.12E+03-3.81E+0375剪力9.67E+026.25E+026.38E+027.94E+02弯矩-1.99E+03-1.93E+03-7.92E+02-3.40E+0376剪力9.31E+025.93E+027.29E+027.62E+02弯矩-1.55E+03-1.63E+03-4.53E+02-3.01E+0377剪力8.92E+025.58E+026.95E+027.19E+02弯矩-1.13E+03-1.29E+03-1.19E+02-2.64E+0378剪力7.29E+024.16E+025.89E+025.59E+02弯矩4.38E+02-1.52E+021.13E+03-1.30E+0379剪力5.66E+022.72E+023.85E+023.68E+02弯矩1.65E+036.97E+022.23E+03-3.29E+0280剪力4.00E+021.35E+023.03E+022.34E+02弯矩2.46E+031.17E+033.00E+033.03E+0281剪力2.40E+02-1.83E+015.88E+011.01E+02弯矩2.94E+031.86E+033.40E+036.55E+0282剪力8.08E+01-1.75E+02-1.01E+02-6.85E+01弯矩3.05E+031.91E+033.44E+037.07E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.1283剪力-7.72E+01-3.33E+02-2.35E+02-1.99E+02弯矩2.79E+031.60E+033.19E+034.28E+0284剪力-2.31E+02-4.91E+02-3.95E+02-3.30E+02弯矩2.19E+039.36E+022.60E+03-1.26E+0285剪力-3.61E+02-6.56E+02-5.65E+02-4.59E+02弯矩1.27E+03-5.03E+011.68E+03-9.55E+0286剪力-4.98E+02-8.12E+02-6.68E+02-6.44E+02弯矩2.21E+02-1.44E+033.74E+02-2.09E+0387剪力-6.36E+02-9.68E+02-7.51E+02-8.08E+02弯矩-1.16E+03-3.16E+03-1.08E+03-3.63E+0388剪力-6.66E+02-1.00E+03-6.65E+02-8.49E+02弯矩-1.48E+03-3.62E+03-1.48E+03-4.04E+0389剪力-6.97E+02-1.04E+03-6.96E+02-8.81E+02弯矩-1.82E+03-4.10E+03-1.82E+03-4.47E+0390剪力-7.29E+02-1.08E+03-7.28E+02-9.13E+02弯矩-2.18E+03-4.60E+03-2.18E+03-4.92E+0391剪力1.24E+038.79E+028.78E+021.17E+03弯矩-5.18E+03-2.55E+03-2.54E+03-5.39E+0392剪力1.20E+038.46E+028.46E+021.13E+03弯矩-4.60E+03-2.12E+03-2.11E+03-4.81E+0393剪力1.16E+038.14E+028.14E+029.89E+02弯矩-4.04E+03-1.70E+03-1.69E+03-4.26E+0394剪力1.12E+037.83E+027.82E+029.47E+02弯矩-3.50E+03-1.30E+03-1.29E+03-3.78E+0395剪力1.09E+037.52E+027.52E+029.17E+02弯矩-2.99E+03-9.20E+02-9.11E+02-3.31E+0396剪力9.40E+026.17E+027.14E+027.66E+02弯矩-9.97E+027.06E+027.20E+02-1.54E+0397剪力7.89E+024.86E+026.41E+025.95E+02弯矩6.72E+021.93E+032.21E+03-1.34E+0298剪力6.35E+023.40E+024.87E+024.66E+02弯矩2.00E+033.08E+033.37E+039.79E+0299剪力4.78E+021.88E+022.47E+023.36E+02弯矩2.97E+033.99E+034.17E+031.82E+03100剪力3.03E+023.58E+018.67E+012.06E+02弯矩3.45E+034.51E+034.59E+032.38E+03101剪力1.44E+02-1.19E+022.68E+017.52E+01弯矩3.65E+034.69E+034.73E+032.67E+03102剪力-6.15E+00-2.77E+02-2.09E+02-5.67E+01弯矩3.58E+034.51E+034.54E+032.68E+03103剪力-1.57E+02-4.41E+02-4.70E+02-1.91E+02弯矩3.18E+033.97E+033.97E+032.42E+03104剪力-3.09E+02-6.11E+02-6.13E+02-3.25E+02弯矩2.43E+033.05E+033.06E+031.88E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）续表3.12105剪力-4.55E+02-7.75E+02-7.76E+02-4.61E+02弯矩1.17E+031.68E+031.68E+031.05E+03106剪力-4.89E+02-8.14E+02-8.15E+02-4.93E+02弯矩8.96E+021.29E+031.30E+038.13E+02107剪力-5.24E+02-8.54E+02-8.54E+02-5.26E+02弯矩5.59E+028.86E+028.87E+025.58E+02108剪力-5.48E+02-8.95E+02-8.95E+02-5.58E+02弯矩2.77E+024.56E+024.56E+022.87E+02109剪力9.36E+025.91E+026.49E+026.49E+02弯矩-2.13E-100.00E+000.00E+000.00E+003.7.3内力包络图根据以上计算出的承载能力极限状态组合和正常使用极限状态组合，分别沿梁轴的各个截面处，将所采用的控制设计内力值按适当的比例尺绘成纵坐标，连接这些坐标点绘成相应的内力包络图。内力包络图主要用来配置预应力钢束，并进行截面承载能力验算。按包络图所反映的内容可分为弯矩包络图和剪力包络图，按内力组合形式可分为承载能力极限状态内力包络图和正常使用极限状态包络图。通过分析发现由长期作用组合控制设计，因而在后面的配筋估算中均由作用长期效应组合来进行控制。承载能力极限状态弯矩、剪力包络图分别见图4.22、图4.23，正常使用极限状态弯矩、剪力包络图分别见图4.24、图4.25。错误！未指定主题。图3.22承载能力极限状态弯矩包络图（单位：kN.m）错误！未指定主题。图3.23承载能力极限状态剪力包络图（单位：kN）基本荷载组合内力包络图：错误！未指定主题。图3.24正常使用极限状态弯矩包络图（单位：kN.m）错误！未指定主题。图3.25正常使用极限状态剪力包络图（单位：kN）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）第四章预应力钢束估算与布置4.1钢束估算4.1.1估算原理钢束估算的原理与方法：根据“桥规”规定，预应力梁应按使用阶段的应力要求和承载能力极限状态的强度要求来估算钢束数量。预应力混凝土梁在预加力和使用荷载作用下的应力状态应满足的基本条件是：截面上、下缘均不产生拉应力，且上、下缘的混凝土均不被压碎。即：………………………………………………………(4.1)…………………………………………………………(4.2)…………………………………………………(4.3)…………………………………………………(4.4)式中：——由预加应力在截面上缘和下缘产生的应力——分别为截面上、下缘的抗弯模量——荷载最不利组合时计算截面内力，当为正弯矩时取正值，当为负弯矩时为负值。——混凝土弯压应力限值，在此可取=0.5。根据截面受力情况，其配筋有三种形式：截面上、下缘均布置力筋以抵抗正、负弯矩；仅在截面下缘布力筋以抵抗正弯矩或仅在下缘配置力筋以抵抗负弯矩。（1）截面上、下缘均布置预应力筋。由预应力筋-84- 湖南科技大学潇湘学院本科生毕业设计（论文）在截面上、下缘产生的应力分别为：…………………………………(4.5)…………………………………(4.6)…………………………………………………………(4.7)…………………………………………………………(4.8)将式（4.7）、（4.8）分别代入式（4.5）、（4.6），解联立方程式后可得：…………………(4.9)…………………(4.10)式中:——分别为上缘的预应力钢筋重心及下缘的预应力钢筋重心距截面重心的距离；A——混凝土截面面积，可按毛截面计算；——截面上缘和下缘预应力钢筋的数目；——分别为截面上、下缘核心距；——每束预应力筋的截面积；——预应力钢筋的永存应力。估算力筋的数量时可取，其中为预应力钢筋的标准强度；将式（4.1）、式（4.2）分别代入式（4.9）、式（4.10）便可求出按截面上、下缘不出现拉应力所需要的预应力钢筋数目，显然，该值为截面的最小配筋值，分别记为、，则有…（4.11）……（4.12）NSmin、NXmin分别为上、下不出现拉应力的所需的最小配筋数目。同理将式（4.3）、式（4.4）分别代入式（4.9）、式（4.10）可得NSmax、NXmax，分别为上下缘混凝土不致压碎所需的预应力钢筋的最大配筋值。（2）只在截面下缘布置预应力筋当截面上缘不出现拉应力时截面下缘所需的预应力钢筋数量为：-84- 湖南科技大学潇湘学院本科生毕业设计（论文）…………………………(4.13)(3）仅在上缘布置预应力筋当截面上缘不出现拉应力时截面上缘所需的预应力钢筋数量为：……………………………………………(4.14)（4）上、下缘配筋的判别条件只在下缘配筋的条件：бy上K上（K上+e下）<бy下K下（K下-e上）………………………………(4.15)只在上缘布筋的条件：бy上K上（K下+e上）<бy下K下……………………………………………(4.16)以上两个公式均不满足，则应在截面上、下缘同时布置预应力筋。4.1.2钢束估算结果按最不利弯矩组合（弯矩包络图）计算。配筋分别按承载能力极限状态内力组合和使用状态内力组合进行估算，每束预应力筋采用符合ASTMA416－87a270级低松弛钢绞线（D15.24），标准强度为1860MPa,公称面积140.00㎜，最小破断力260.7kN。表4.1截面预应力钢束估算一览表单元号承载能力极限状态正常使用极限状态左上缘左下缘右上缘右下缘左上缘左下缘右上缘右下缘10.000.000.000.000.000.000.000.0020.003.260.006.350.714.290.717.8630.006.350.009.290.717.860.7110.7140.009.290.0012.070.7110.710.7114.2950.0012.070.0022.070.7114.290.7125.0060.0022.070.0029.210.7125.000.7132.8670.0029.210.0033.430.7132.860.7137.1480.0033.430.0034.790.7137.140.7138.5790.0034.790.0033.790.7138.570.7137.86100.0033.790.0030.790.7137.860.7134.29110.0030.790.0024.930.7134.290.7128.57120.0024.930.0016.570.7128.570.7119.29130.0016.571.766.040.7119.294.298.57141.766.0410.790.004.298.5714.290.711510.790.0013.430.0014.290.7117.140.711613.430.0016.360.0017.140.7120.710.711716.360.0020.360.0020.710.7125.000.711820.360.0024.640.0025.000.7130.000.711924.640.0021.640.0030.000.7126.430.712021.640.0018.710.0026.430.7122.860.71-84- 湖南科技大学潇湘学院本科生毕业设计（论文）2118.710.0016.070.0022.860.7120.000.712216.070.0013.500.0020.000.7116.430.712313.500.004.894.8716.430.717.867.86244.894.870.0014.007.867.861.4317.14250.0014.000.0020.141.4317.140.7123.57260.0020.140.0024.000.7123.570.7127.86270.0024.000.0025.290.7127.860.7130.00280.0025.290.0024.790.7130.000.7129.29290.0024.790.0021.430.7129.290.7126.43300.0021.430.0015.500.7126.430.7120.00310.0015.501.247.060.7120.004.2912.14续表4.1321.247.068.640.004.2912.1412.143.57338.640.0010.930.0012.143.5714.292.143410.930.0013.430.0014.292.1416.430.713513.430.0016.000.0016.430.7120.000.713616.000.0019.000.0020.000.7122.860.713719.000.0016.140.0022.860.7120.000.713816.140.0013.500.0020.000.7117.140.713913.500.0011.000.0017.140.7114.292.144011.000.008.640.0014.292.1412.144.29418.640.001.017.6412.144.293.5711.43421.017.640.0016.213.5711.430.7120.00430.0016.210.0022.360.7120.000.7125.71440.0022.360.0025.860.7125.710.7128.57450.0025.860.0026.640.7128.570.7129.29460.0026.640.0025.640.7129.290.7128.57470.0025.640.0021.860.7128.570.7124.29480.0021.860.0015.430.7124.291.4317.86490.0015.431.596.691.4317.867.869.29501.596.699.430.007.869.2916.430.71519.430.0011.790.0016.430.7119.290.715211.790.0014.290.0019.290.7122.860.715314.290.0016.930.0022.860.7126.430.715416.930.0019.790.0026.430.7129.290.715519.790.0016.930.0029.290.7125.710.715616.930.0014.290.0025.710.7122.860.715714.290.0011.790.0022.860.7119.290.715811.790.009.430.0019.290.7116.430.71599.430.001.566.6316.430.717.869.29601.566.630.0015.367.869.291.4317.14610.0015.360.0021.791.4317.140.7124.29620.0021.790.0025.570.7124.290.7127.86630.0025.570.0026.570.7127.860.7129.29640.0026.570.0025.860.7129.290.7128.57-84- 湖南科技大学潇湘学院本科生毕业设计（论文）650.0025.860.0022.360.7128.570.7125.71660.0022.360.0016.210.7125.710.7120.00670.0016.211.047.570.7120.003.5711.43681.047.578.640.003.5711.4312.144.29698.640.0011.000.0012.144.2914.292.147011.000.0013.500.0014.292.1416.430.717113.500.0016.210.0016.430.7120.000.717216.210.0019.000.0020.000.7122.860.717319.000.0016.070.0022.860.7120.000.717416.070.0013.430.0020.000.7116.430.717513.430.0011.000.0016.430.7114.292.14续表4.17611.000.008.710.0014.292.1412.143.57778.710.001.267.0112.143.574.2912.14781.267.010.0015.434.2912.140.7120.00790.0015.430.0021.430.7120.000.7126.43800.0021.430.0024.710.7126.430.7129.29810.0024.710.0025.290.7129.290.7130.00820.0025.290.0024.140.7130.000.7127.86830.0024.140.0020.210.7127.860.7123.57840.0020.210.0014.070.7123.571.4317.14850.0014.074.544.921.4317.147.867.86864.544.9213.360.007.867.8616.430.718713.360.0015.860.0016.430.7119.290.718815.860.0018.570.0019.290.7122.860.718918.570.0021.430.0022.860.7126.430.719021.430.0024.500.0026.430.7129.290.719124.500.0020.140.0029.290.7125.000.719220.140.0016.210.0025.000.7120.710.719316.210.0013.430.0020.710.7117.140.719413.430.0010.790.0017.140.7113.570.719510.790.001.746.1713.570.714.298.57961.746.170.0016.714.298.570.7119.29970.0016.710.0025.070.7119.290.7128.57980.0025.070.0030.860.7128.570.7134.29990.0030.860.0033.860.7134.290.7137.861000.0033.860.0035.000.7137.860.7138.571010.0035.000.0033.570.7138.570.7137.141020.0033.570.0029.290.7137.140.7132.861030.0029.290.0022.140.7132.860.7125.001040.0022.140.0012.140.7125.000.7114.291050.0012.140.009.360.7114.290.7110.711060.009.360.006.390.7110.710.717.861070.006.390.003.270.717.860.714.291080.003.270.000.000.714.290.710.71-84- 湖南科技大学潇湘学院本科生毕业设计（论文）4.2钢束布置各断面的锚固束和通过束确定以后，就应确定各钢束在箱梁中的空间位置及几何特征，这是计算预应力效应和施工放样的依据。钢束布置时，应注意以下几点：第一，应满足构造要求。如孔道中心最小距离，锚孔中心最小距离，最小扩孔长度等。第二，注意钢束平、竖弯曲线的配合及钢束之间的空间位置。钢束一般应尽早平弯，在锚固前竖弯。特别应注意竖弯段上、下层钢束不要冲突，还应满足孔道净距的要求。钢束应尽量靠近腹板布置。这样可使预应力以较短的传力路线分布在全截面上。第三，钢束应尽量靠近腹板布置。这样可使预应力以较短的传力路线分布在全截面上，有利于降低预应力传递过程中局部应力的不利影响；能减少钢束的平弯长度；能充分利用梗腋布束；有利于截面的轻型化等。第四，尽量以S型曲线锚固于设计位置，以消除锚固点产生的横向力。第五，钢束的线形种类尽量减少，以便于计算和施工。第六，分层布束时，应使管道上下对齐，这样有利于混凝土浇筑与振捣，不可采用梅花形布置。第七，顶板束尽量靠近上缘，且长束靠上布置。下面图4.1就给出了一号钢束布置结果见钢束布置图。图4.1一号钢束布置-84- 湖南科技大学潇湘学院本科生毕业设计（论文）第五章配束后主梁内力计算及内力组合（二）5.1施工阶段主梁内力计算主梁配束后各施工阶段内力计算主要包括以下几项：主梁自重内力、预加力产生的初预矩及次内力、混凝土收缩徐变产生的次内力。这些荷载效应的计算原理与方法和第二章相同，这里不再赘述。由于篇幅有限，因此这里仅给出边梁第四阶段内力和第五施工阶段的累计内力，以便对施工过程及其相应的内力有一个总体的认识。表5.1第四施工阶段内力截面号剪力弯矩截面号剪力弯矩115.700.005610.0444.00214.937.66579.2735.08314.1614.93588.5022.22413.3921.82597.734.06512.6228.32604.5023.4369.3951.42611.2735.9176.1567.7362-1.9741.3282.9277.2563-5.2039.299-0.3279.9864-8.4429.9410-3.5575.9265-11.6713.9911-6.7965.0766-14.90-9.6712-10.0247.4267-18.14-40.2013-13.2522.9968-21.37-77.6614-16.49-8.2469-24.61-122.4015-19.72-46.2670-25.38-134.1016-20.49-56.3171-26.15-146.3017-21.26-66.7572-159.80-158.5018-320.20-77.5873160.60-238.6019左321.00-237.9073532.20-238.6019右402.80-237.907415.9127.342021.32-36.657515.1432.602120.55-57.897614.3738.332219.78-87.717713.6043.572319.01-129.307810.3760.682415.77-77.70797.1469.81-84- 湖南科技大学潇湘学院本科生毕业设计（论文）2512.54-33.13803.9071.86269.303.97810.6766.93276.0732.7982-2.5753.09282.8453.6083-5.8032.9229-0.4068.0884-9.044.7430-3.6373.6385-12.27-31.7131-6.8772.2186-15.50-75.6232-10.1063.7087-18.74-126.5033-13.3347.2188-19.51-85.1634-14.1042.1289-20.28-55.4635-14.8736.5290-324.10-34.28续表5.136-504.9031.4191左324.90-196.5037左505.70-221.3091右397.30-196.5037右185.80-221.309218.791.963825.46-128.609318.02-13.683924.69-118.509417.25-36.124023.92-108.009516.48-67.844123.15-97.939613.24-24.854219.92-60.689710.0111.194316.68-31.37986.7739.914413.45-9.16993.5460.674510.216.091000.3173.68466.9812.46101-2.9380.26473.7512.47102-6.1678.38480.514.51103-9.4069.5649-2.72-11.71104-12.6353.7250-5.96-35.39105-15.8630.1651-9.19-66.06106-16.6323.4252-9.96-20.56107-17.4016.2053-10.7313.42108-18.179.2854-354.8038.98109-18.940.0055左355.60-138.60---55右365.60-138.60---图5.1第四施工阶段弯矩图（单位：kN.m）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图5.1第四施工阶段剪力图（单位：kN.m）表5.2第五施工阶段累计内力截面号剪力（kN)弯矩（kN.m)截面号剪力（kN)弯矩（kN.m)12.85E+02-1.55E+03562.72E+02-9.48E+0222.60E+02-1.43E+03572.60E+02-9.23E+0231.63E+02-1.36E+03582.56E+02-9.31E+0241.68E+02-1.29E+03592.53E+02-9.75E+0251.65E+02-1.23E+03601.51E+02-1.47E+0366.29E+01-1.04E+03611.06E+02-1.21E+0379.70E+00-1.01E+03621.39E+02-1.67E+0383.51E+01-1.02E+03631.08E+02-1.44E+0391.47E+00-1.07E+03642.29E+01-1.34E+0310-8.76E+01-1.18E+0365-5.58E+01-1.34E+0311-1.67E+02-1.44E+0366-8.69E+01-1.43E+0312-2.00E+02-1.80E+0367-5.42E+01-7.90E+0213-1.73E+02-1.50E+0368-1.04E+02-8.90E+0214-2.24E+02-1.90E+0369-2.18E+02-1.77E+0215-3.26E+02-1.41E+0370-2.23E+02-2.78E+0216-3.16E+02-1.38E+0371-2.28E+02-3.79E+0217-3.07E+02-1.38E+0372-5.31E+025.16E+0218-6.13E+023.03E+0273左5.55E+022.53E+0219左6.37E+025.26E+0073右5.59E+022.53E+0219右5.77E+025.26E+00742.50E+02-4.74E+02202.69E+02-7.08E+02752.37E+02-3.66E+02212.56E+02-6.91E+02762.30E+02-2.61E+02222.52E+02-7.08E+02772.24E+02-1.57E+02232.48E+02-7.63E+02781.13E+02-8.59E+02241.46E+02-1.42E+03796.13E+01-7.43E+02251.01E+02-1.17E+03809.17E+01-1.37E+03261.35E+02-1.63E+03815.94E+01-1.27E+03271.05E+02-1.40E+0382-2.67E+01-1.30E+03281.97E+01-1.30E+0383-1.04E+02-1.44E+0329-5.89E+01-1.32E+0384-1.33E+02-1.67E+0330-8.96E+01-1.41E+0385-9.63E+01-1.20E+0331-5.62E+01-7.80E+0286-1.40E+02-1.44E+0332-1.06E+02-8.83E+0287-2.44E+02-7.65E+0233-2.19E+02-1.65E+0288-2.46E+02-7.09E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）34-2.24E+02-2.67E+0289-2.49E+02-6.88E+0235-2.29E+02-3.69E+0290-5.53E+022.92E+0236-5.35E+025.22E+0291左5.77E+029.77E+0037左5.58E+022.50E+0291右6.37E+029.77E+0037右5.55E+022.50E+02923.21E+02-1.39E+03382.47E+02-4.76E+02933.08E+02-1.36E+03392.33E+02-3.70E+02943.16E+02-1.37E+03402.27E+02-2.67E+02953.24E+02-1.41E+03412.21E+02-1.66E+02962.24E+02-1.90E+03421.09E+02-8.74E+02971.73E+02-1.50E+03435.81E+01-7.65E+02981.99E+02-1.81E+03续表5.2448.83E+01-1.40E+03991.67E+02-1.46E+03455.60E+01-1.31E+031007.88E+01-1.19E+0346-3.01E+01-1.36E+03101-1.65E+00-1.05E+0347-1.08E+02-1.50E+03102-3.44E+01-1.04E+0348-1.36E+02-1.72E+03103-7.89E+00-1.04E+0349-1.00E+02-1.26E+03104-6.12E+01-1.06E+0350-1.44E+02-1.51E+03105-1.65E+02-1.23E+0351-2.47E+02-9.95E+02106-1.69E+02-1.29E+0352-2.49E+02-9.48E+02107-1.62E+02-1.36E+0353-2.52E+02-9.36E+02108-1.76E+02-1.44E+0354-5.57E+023.51E+01109-2.82E+02-1.57E+0355左5.80E+02-2.47E+02---55右5.80E+02-2.47E+02---图5.3第五施工阶段累计弯矩图（单位：kN.m）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图5.4第五施工阶段累计剪力图（单位：kN）5.2混凝土收缩、徐变次内力计算（二）混凝土收缩、徐变的计算按照初应变理论采用增量理论计算，徐变系数的计算采用《桥规》（JTJD62-2004）提供的计算公式和图表计算。考虑预加力作用后边主梁收缩、徐变次内力计算结果见表5.3。表5.3收缩徐变内力截面号收缩徐变剪力(kN)弯矩(kN.m)剪力(kN)弯矩(kN.m)1-7.72E-0101.73E+000续表5.32-7.72E-01-3.86E-011.73E+008.64E-013-7.72E-01-7.72E-011.73E+001.73E+004-7.72E-01-1.16E+001.73E+002.59E+005-7.72E-01-1.54E+001.73E+003.45E+006-7.72E-01-3.17E+001.73E+007.08E+007-7.72E-01-4.79E+001.73E+001.07E+018-7.72E-01-6.41E+001.73E+001.43E+019-7.72E-01-8.03E+001.73E+001.80E+0110-7.72E-01-9.65E+001.73E+002.16E+0111-7.72E-01-1.13E+011.73E+002.52E+0112-7.72E-01-1.29E+011.73E+002.88E+0113-7.72E-01-1.45E+011.73E+003.25E+0114-7.72E-01-1.61E+011.73E+003.61E+0115-7.72E-01-1.78E+011.73E+003.97E+0116-7.72E-01-1.82E+011.73E+004.06E+0117-7.72E-01-1.85E+011.73E+004.15E+0118-7.72E-01-1.89E+011.73E+004.23E+0119左7.72E-01-1.93E+01-1.73E+004.32E+0119右2.80E-02-1.93E+01-1.18E+004.32E+01202.80E-02-1.93E+01-1.18E+004.26E+01212.80E-02-1.93E+01-1.18E+004.20E+01222.80E-02-1.93E+01-1.18E+004.14E+01232.80E-02-1.93E+01-1.18E+004.08E+01242.80E-02-1.92E+01-1.18E+003.83E+01252.80E-02-1.91E+01-1.18E+003.59E+01262.80E-02-1.91E+01-1.18E+003.34E+01272.80E-02-1.90E+01-1.18E+003.09E+01282.80E-02-1.90E+01-1.18E+002.85E+01292.80E-02-1.89E+01-1.18E+002.60E+01302.80E-02-1.88E+01-1.18E+002.35E+01312.80E-02-1.88E+01-1.18E+002.10E+01322.80E-02-1.87E+01-1.18E+001.86E+01332.80E-02-1.87E+01-1.18E+001.61E+01342.80E-02-1.87E+01-1.18E+001.55E+01352.80E-02-1.86E+01-1.18E+001.49E+01362.80E-02-1.86E+01-1.18E+001.43E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）37左-2.80E-02-1.86E+011.18E+001.37E+0137右-2.68E-02-1.86E+018.19E-011.37E+0138-2.68E-02-1.86E+018.19E-011.41E+0139-2.68E-02-1.86E+018.19E-011.45E+0140-2.68E-02-1.86E+018.19E-011.50E+0141-2.68E-02-1.87E+018.19E-011.54E+0142-2.68E-02-1.87E+018.19E-011.71E+0143-2.68E-02-1.88E+018.19E-011.88E+0144-2.68E-02-1.88E+018.19E-012.05E+0145-2.68E-02-1.89E+018.19E-012.22E+0146-2.68E-02-1.89E+018.19E-012.40E+01续表5.347-2.68E-02-1.90E+018.19E-012.57E+0148-2.68E-02-1.91E+018.19E-012.74E+0149-2.68E-02-1.91E+018.19E-012.91E+0150-2.68E-02-1.92E+018.19E-013.08E+0151-2.68E-02-1.92E+018.19E-013.26E+0152-2.68E-02-1.92E+018.19E-013.30E+0153-2.68E-02-1.93E+018.19E-013.34E+0154-2.68E-02-1.93E+018.19E-013.38E+0155左2.68E-02-1.93E+01-8.19E-013.42E+0155右1.80E-01-1.93E+01-7.62E-013.42E+01561.80E-01-1.92E+01-7.62E-013.38E+01571.80E-01-1.91E+01-7.62E-013.34E+01581.80E-01-1.90E+01-7.62E-013.31E+01591.80E-01-1.89E+01-7.62E-013.27E+01601.80E-01-1.85E+01-7.62E-013.11E+01611.80E-01-1.82E+01-7.62E-012.95E+01621.80E-01-1.78E+01-7.62E-012.79E+01631.80E-01-1.74E+01-7.62E-012.63E+01641.80E-01-1.70E+01-7.62E-012.47E+01651.80E-01-1.66E+01-7.62E-012.31E+01661.80E-01-1.63E+01-7.62E-012.15E+01671.80E-01-1.59E+01-7.62E-011.99E+01681.80E-01-1.55E+01-7.62E-011.83E+01691.80E-01-1.51E+01-7.62E-011.67E+01701.80E-01-1.50E+01-7.62E-011.63E+01711.80E-01-1.50E+01-7.62E-011.59E+01721.80E-01-1.49E+01-7.62E-011.55E+0173左-1.80E-01-1.48E+017.62E-011.51E+0173右-3.11E-01-1.48E+011.04E+001.51E+0174-3.11E-01-1.49E+011.04E+001.57E+0175-3.11E-01-1.51E+011.04E+001.62E+0176-3.11E-01-1.52E+011.04E+001.67E+0177-3.11E-01-1.54E+011.04E+001.72E+0178-3.11E-01-1.61E+011.04E+001.94E+0179-3.11E-01-1.67E+011.04E+002.16E+0180-3.11E-01-1.74E+011.04E+002.38E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）81-3.11E-01-1.80E+011.04E+002.60E+0182-3.11E-01-1.87E+011.04E+002.82E+0183-3.11E-01-1.93E+011.04E+003.04E+0184-3.11E-01-2.00E+011.04E+003.26E+0185-3.11E-01-2.06E+011.04E+003.48E+0186-3.11E-01-2.13E+011.04E+003.70E+0187-3.11E-01-2.19E+011.04E+003.92E+0188-3.11E-01-2.21E+011.04E+003.97E+0189-3.11E-01-2.23E+011.04E+004.02E+0190-3.11E-01-2.24E+011.04E+004.07E+0191左3.11E-01-2.26E+01-1.04E+004.13E+01续表5.391右9.02E-01-2.26E+01-1.65E+004.13E+01929.02E-01-2.21E+01-1.65E+004.04E+01939.02E-01-2.17E+01-1.65E+003.96E+01949.02E-01-2.12E+01-1.65E+003.88E+01959.02E-01-2.08E+01-1.65E+003.80E+01969.02E-01-1.89E+01-1.65E+003.45E+01979.02E-01-1.70E+01-1.65E+003.10E+01989.02E-01-1.51E+01-1.65E+002.76E+01999.02E-01-1.32E+01-1.65E+002.41E+011009.02E-01-1.13E+01-1.65E+002.06E+011019.02E-01-9.38E+00-1.65E+001.72E+011029.02E-01-7.49E+00-1.65E+001.37E+011039.02E-01-5.59E+00-1.65E+001.02E+011049.02E-01-3.70E+00-1.65E+006.76E+001059.02E-01-1.81E+00-1.65E+003.30E+001069.02E-01-1.35E+00-1.65E+002.48E+001079.02E-01-9.02E-01-1.65E+001.65E+001089.02E-01-4.51E-01-1.65E+008.25E-011099.02E-010-1.65E+000图5.5收缩弯矩图（单位：kN.m）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图5.6收缩剪力（单位：kN）图5.7徐变弯矩图（单位：kN.m）图5.8徐变弯矩图（单位：kN）5.3内力组合（二）在上述考虑主梁配束后影响后进行主梁恒、次内力计算的基础上，可进行第二次荷载内力组合。由使用阶段应力验算公式知，各种使用荷载作用下主梁截面几何特性有所不同，因此不必要进行正常使用阶段的荷载组合，而只要给出承载能力极限状态荷载组合（二），主要用于主梁截面强度验算，下表给出承载能力荷载组合（二）的计算结果。值得说明的是，第二次内力、活载内力计算是因主梁刚度等发生变化而进行的，电算时为使计算更准确合理这样做是可行的。但手算则要花费很多的时间，且由计算可知，当主梁刚度变化不大时，主梁内力、次内力变化并不很明显，因此可以简化处理，即不计主梁刚度因配束带来的变化，将按毛截面计算的恒活载内力与计入配筋影响的次内力计算结果进行第二次内力组合。表5.4承载能力荷载组合（二）单位：剪力(kN),弯矩(kN.m)截面号属性最大剪力最小剪力最大弯矩最小弯矩1剪力1.13E+034.06E+025.00E+026.00E+02弯矩-1.68E+03-1.40E+03-1.40E+03-1.68E+032剪力1.07E+033.68E+028.31E+024.65E+02弯矩-1.16E+03-1.23E+03-9.18E+02-1.47E+033剪力9.40E+022.64E+027.13E+023.45E+02弯矩-7.28E+02-9.48E+02-5.09E+02-1.32E+034剪力9.19E+022.54E+026.92E+023.38E+02弯矩-2.96E+02-7.48E+02-1.06E+02-1.17E+035剪力8.86E+022.36E+026.62E+023.21E+02弯矩9.76E+01-5.72E+022.63E+02-1.03E+036剪力6.60E+028.35E+014.61E+021.54E+02弯矩1.46E+034.59E+021.51E+03-6.18E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）7剪力4.84E+02-4.64E+013.59E+021.84E+01弯矩2.27E+039.85E+022.33E+03-4.92E+028剪力4.02E+02-1.01E+022.74E+02-4.35E+00弯矩2.74E+031.22E+032.83E+03-5.40E+029剪力2.60E+02-2.23E+02-3.53E+01-7.79E+01弯矩2.84E+031.32E+032.98E+03-6.93E+0210剪力8.27E+01-4.45E+02-1.94E+02-2.01E+02弯矩2.54E+031.30E+032.79E+03-1.03E+03续表5.411剪力-7.70E+01-6.44E+02-3.47E+02-3.64E+02弯矩2.03E+037.15E+022.47E+03-1.55E+0312剪力-1.92E+02-7.88E+02-4.77E+02-4.53E+02弯矩1.18E+03-3.21E+021.76E+03-2.33E+0313剪力-1.18E+02-7.23E+02-4.21E+02-3.23E+02弯矩9.32E+02-6.69E+021.55E+03-2.33E+0314剪力-3.48E+02-1.04E+03-6.98E+02-6.79E+02弯矩3.13E+02-2.22E+034.00E+02-3.35E+0315剪力-5.03E+02-1.25E+03-5.05E+02-8.96E+02弯矩-1.56E+02-3.43E+03-1.95E+02-4.13E+0316剪力-5.05E+02-1.26E+03-5.07E+02-8.98E+02弯矩-2.28E+02-3.77E+03-2.69E+02-4.37E+0317剪力-5.07E+02-1.28E+03-5.09E+02-9.21E+02弯矩-3.30E+02-4.17E+03-3.70E+02-4.64E+0318剪力-7.88E+02-1.63E+03-7.90E+02-1.48E+03弯矩1.08E+03-2.75E+031.04E+03-3.22E+0319剪力1.52E+037.07E+027.15E+021.20E+03弯矩-3.43E+036.92E+026.64E+02-3.94E+0320剪力1.15E+034.17E+024.22E+028.33E+02弯矩-3.85E+031.11E+029.30E+01-4.46E+0321剪力1.11E+033.95E+024.02E+028.02E+02弯矩-3.50E+031.92E+021.74E+02-4.20E+0322剪力1.08E+033.81E+023.87E+027.85E+02弯矩-3.18E+032.44E+022.31E+02-3.97E+0323剪力1.05E+033.68E+024.31E+027.46E+02弯矩-2.90E+032.65E+024.28E+02-3.79E+0324剪力8.31E+022.06E+025.36E+025.07E+02弯矩-2.07E+035.09E+028.19E+02-3.37E+0325剪力5.10E+02-2.59E+013.35E+021.62E+02弯矩-8.90E+029.93E+021.81E+03-2.62E+0326剪力5.95E+028.16E+013.80E+023.05E+02弯矩-9.23E+021.04E+031.69E+03-2.97E+0327剪力4.54E+02-3.61E+018.60E+012.18E+02弯矩-2.75E+021.58E+032.18E+03-2.48E+0328剪力2.41E+02-2.10E+02-4.09E+017.12E+01-84- 湖南科技大学潇湘学院本科生毕业设计（论文）弯矩-1.62E+021.78E+032.29E+03-2.22E+0329剪力7.27E+01-4.02E+02-2.14E+02-1.44E+02弯矩-1.85E+021.56E+032.24E+03-2.28E+0330剪力-3.30E+01-5.44E+02-3.44E+02-2.31E+02弯矩-1.11E+031.08E+031.85E+03-2.57E+0331剪力5.90E+01-5.03E+02-3.01E+02-1.10E+02弯矩-4.92E+021.25E+031.93E+03-2.11E+0332剪力-1.63E+02-8.00E+02-5.14E+02-4.57E+02弯矩-8.43E+022.06E+021.10E+03-2.68E+03续表5.433剪力-3.31E+02-1.03E+03-5.96E+02-6.87E+02弯矩-8.74E+02-4.99E+029.23E+02-2.95E+0334剪力-3.49E+02-1.06E+03-6.15E+02-7.27E+02弯矩-1.06E+03-9.16E+026.82E+02-3.28E+0335剪力-3.64E+02-1.10E+03-6.01E+02-7.46E+02弯矩-1.22E+03-1.37E+034.55E+02-3.63E+0336剪力-6.49E+02-1.45E+03-6.68E+02-1.09E+03弯矩-4.74E+02-7.45E+021.19E+03-2.89E+0337剪力1.50E+036.98E+027.23E+021.17E+03弯矩-1.47E+03-8.48E+028.58E+02-3.46E+0338剪力1.14E+034.06E+024.30E+027.99E+02弯矩-1.89E+03-1.43E+032.91E+02-3.99E+0339剪力1.10E+033.83E+024.72E+027.71E+02弯矩-1.44E+03-1.26E+034.76E+02-3.63E+0340剪力1.06E+033.64E+024.52E+027.51E+02弯矩-9.95E+02-1.06E+037.18E+02-3.28E+0341剪力1.03E+033.42E+024.28E+027.09E+02弯矩-5.56E+02-8.34E+029.52E+02-2.94E+0342剪力7.96E+021.79E+024.95E+024.81E+02弯矩1.67E+02-8.21E+021.08E+03-2.62E+0343剪力4.92E+02-4.44E+012.86E+021.39E+02弯矩1.20E+03-4.34E+021.88E+03-2.01E+0344剪力5.52E+024.11E+013.34E+022.57E+02弯矩1.14E+03-4.36E+021.79E+03-2.41E+0345剪力4.08E+02-7.74E+016.29E+011.42E+02弯矩1.63E+03-4.60E+012.16E+03-2.09E+0346剪力1.94E+02-2.54E+02-6.50E+01-6.17E+00弯矩1.65E+03-9.29E+012.14E+03-2.09E+0347剪力2.88E+01-4.46E+02-2.36E+02-2.13E+02弯矩1.47E+03-2.81E+022.07E+03-2.28E+0348剪力-8.46E+01-5.87E+02-3.64E+02-2.98E+02弯矩4.47E+02-8.93E+021.62E+03-2.74E+0349剪力8.46E+00-5.38E+02-3.30E+02-1.77E+02弯矩8.79E+02-9.14E+021.57E+03-2.51E+0350剪力-2.08E+02-8.32E+02-5.28E+02-5.00E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）弯矩3.74E+02-2.07E+036.36E+02-3.24E+0351剪力-3.67E+02-1.06E+03-6.05E+02-7.30E+02弯矩1.37E+02-2.98E+032.83E+02-3.76E+0352剪力-3.81E+02-1.08E+03-6.21E+02-7.66E+02弯矩6.76E+01-3.26E+031.76E+02-3.95E+0353剪力-3.93E+02-1.11E+03-6.37E+02-7.81E+02弯矩4.76E+00-3.57E+033.55E+01-4.18E+0354剪力-6.77E+02-1.47E+03-7.03E+02-1.13E+03弯矩8.21E+02-2.86E+038.32E+02-3.36E+03续表5.455剪力1.52E+037.15E+027.16E+021.37E+03弯矩-3.56E+034.90E+024.85E+02-3.92E+0356剪力1.14E+034.14E+024.41E+028.13E+02弯矩-4.18E+03-2.48E+02-2.40E+02-4.64E+0357剪力1.11E+033.96E+024.86E+027.85E+02弯矩-3.82E+03-1.59E+02-1.30E+02-4.37E+0358剪力1.08E+033.85E+024.72E+027.72E+02弯矩-3.50E+03-9.85E+018.03E+00-4.14E+0359剪力1.06E+033.71E+024.58E+027.40E+02弯矩-3.22E+032.15E+011.13E+02-3.96E+0360剪力8.46E+022.19E+025.31E+025.13E+02弯矩-2.29E+032.30E+024.88E+02-3.41E+0361剪力5.37E+021.82E+003.37E+021.89E+02弯矩-1.14E+037.57E+021.44E+03-2.64E+0362剪力5.97E+028.77E+013.78E+023.07E+02弯矩-1.02E+039.30E+021.51E+03-2.85E+0363剪力4.57E+02-3.00E+018.30E+012.20E+02弯矩-3.55E+021.46E+032.00E+03-2.37E+0364剪力2.55E+02-2.03E+02-9.59E+015.11E+00弯矩-1.63E+021.63E+032.06E+03-2.17E+0365剪力8.39E+01-3.95E+02-2.16E+02-1.34E+02弯矩-1.28E+021.48E+032.05E+03-2.19E+0366剪力-4.23E+01-5.40E+02-3.25E+02-2.50E+02弯矩-1.11E+039.92E+021.70E+03-2.50E+0367剪力4.64E+01-4.95E+02-2.76E+02-1.33E+02弯矩-5.43E+021.15E+031.79E+03-2.09E+0368剪力-1.76E+02-7.98E+02-4.98E+02-4.76E+02弯矩-9.30E+021.20E+021.00E+03-2.69E+0369剪力-3.41E+02-1.03E+03-4.26E+02-7.01E+02弯矩-9.51E+02-5.85E+028.68E+02-3.00E+0370剪力-3.55E+02-1.06E+03-4.42E+02-7.38E+02弯矩-1.14E+03-1.01E+036.44E+02-3.34E+0371剪力-3.67E+02-1.09E+03-4.58E+02-7.52E+02弯矩-1.30E+03-1.45E+034.09E+02-3.69E+0372剪力-6.60E+02-1.45E+03-6.85E+02-1.10E+03-84- 湖南科技大学潇湘学院本科生毕业设计（论文）弯矩-3.73E+02-5.97E+021.33E+03-2.72E+0373剪力1.49E+036.73E+026.93E+021.32E+03弯矩-1.26E+03-6.36E+021.00E+03-3.26E+0374剪力1.12E+033.81E+024.00E+027.66E+02弯矩-1.71E+03-1.24E+034.09E+02-3.80E+0375剪力1.08E+033.58E+023.77E+027.38E+02弯矩-1.27E+03-1.08E+035.75E+02-3.46E+0376剪力1.05E+033.41E+026.08E+027.18E+02弯矩-8.27E+02-9.29E+027.97E+02-3.12E+03续表5.477剪力1.02E+033.20E+025.87E+026.76E+02弯矩-3.96E+02-6.90E+021.03E+03-2.80E+0378剪力7.83E+021.56E+024.96E+024.48E+02弯矩2.99E+02-7.21E+021.21E+03-2.54E+0379剪力4.79E+02-6.65E+011.39E+021.03E+02弯矩1.31E+03-3.83E+022.03E+03-1.98E+0380剪力5.33E+022.51E+013.41E+022.21E+02弯矩1.14E+03-1.02E+031.94E+03-2.46E+0381剪力3.92E+02-8.87E+014.57E+011.34E+02弯矩1.65E+03-2.21E+012.33E+03-2.17E+0382剪力1.95E+02-2.68E+02-1.34E+02-8.94E+01弯矩1.81E+03-4.80E+012.32E+03-2.17E+0383剪力2.53E+01-4.60E+02-2.54E+02-2.28E+02弯矩1.56E+03-3.06E+022.18E+03-2.45E+0384剪力-9.27E+01-6.00E+02-3.85E+02-3.14E+02弯矩9.89E+02-9.68E+021.68E+03-2.97E+0385剪力2.45E+01-5.29E+02-3.49E+02-1.71E+02弯矩1.01E+03-8.73E+021.79E+03-2.63E+0386剪力-2.12E+02-8.48E+02-5.52E+02-5.13E+02弯矩4.75E+02-2.08E+037.78E+02-3.38E+0387剪力-3.76E+02-1.08E+03-6.06E+02-7.57E+02弯矩2.22E+02-2.92E+033.77E+02-3.84E+0388剪力-3.88E+02-1.10E+03-3.94E+02-7.94E+02弯矩1.98E+02-3.19E+031.84E+02-4.03E+0389剪力-4.01E+02-1.13E+03-4.07E+02-8.09E+02弯矩1.42E+02-3.51E+031.24E+02-4.26E+0390剪力-6.83E+02-1.49E+03-6.89E+02-1.15E+03弯矩9.63E+02-2.80E+039.45E+02-3.44E+0391剪力1.68E+038.23E+028.25E+021.53E+03弯矩-3.59E+036.43E+026.04E+02-4.01E+0392剪力1.31E+035.28E+025.30E+021.16E+03弯矩-4.69E+03-5.05E+02-5.45E+02-5.11E+0393剪力1.27E+035.07E+025.09E+029.21E+02弯矩-4.25E+03-3.76E+02-4.17E+02-4.71E+0394剪力1.25E+035.03E+025.05E+028.97E+02-84- 湖南科技大学潇湘学院本科生毕业设计（论文）弯矩-3.88E+03-2.79E+02-3.19E+02-4.44E+0395剪力1.24E+035.01E+025.03E+028.94E+02弯矩-3.55E+03-2.11E+02-2.51E+02-4.21E+0396剪力1.03E+033.45E+025.39E+026.79E+02弯矩-2.34E+033.18E+023.47E+02-3.44E+0397剪力7.11E+021.14E+024.25E+023.23E+02弯矩-7.95E+029.31E+021.50E+03-2.41E+0398剪力7.94E+021.91E+024.83E+024.55E+02弯矩-3.91E+021.13E+031.69E+03-2.45E+03续表5.499剪力6.51E+027.24E+011.89E+023.67E+02弯矩6.04E+022.00E+032.36E+03-1.72E+03100剪力4.13E+02-9.57E+012.77E+011.98E+02弯矩1.06E+032.58E+032.75E+03-1.09E+03101剪力2.19E+02-2.62E+023.01E+018.13E+01弯矩1.21E+032.85E+032.92E+03-7.42E+02102剪力1.11E+02-4.00E+02-2.64E+029.73E+00弯矩1.16E+032.64E+032.70E+03-6.46E+02103剪力5.93E+01-4.82E+02-3.24E+02-2.86E+01弯矩9.31E+022.21E+032.21E+03-6.00E+02104剪力-6.81E+01-6.62E+02-6.12E+02-1.39E+02弯矩4.25E+021.42E+031.43E+03-7.28E+02105剪力-2.31E+02-8.91E+02-8.17E+02-3.11E+02弯矩-6.84E+028.93E+012.23E+02-1.07E+03106剪力-2.51E+02-9.23E+02-8.48E+02-3.30E+02弯矩-8.48E+02-2.96E+02-1.29E+02-1.19E+03107剪力-2.60E+02-9.43E+02-8.68E+02-3.35E+02弯矩-1.13E+03-7.32E+02-5.28E+02-1.34E+03108剪力-3.36E+02-9.88E+02-9.10E+02-3.62E+02弯矩-1.21E+03-1.18E+03-9.42E+02-1.49E+03109剪力1.13E+033.95E+024.89E+025.87E+02剪力-1.72E+03-1.43E+03-1.43E+03-1.72E+03图5.9承载极限弯矩包络图（单位：kN.m）-84- 湖南科技大学潇湘学院本科生毕业设计（论文）图5.10承载极限剪力包络图（单位：kN.m）第六章强度计算与验算根据《公路桥规》的规定，要对控制截面进行强度验算，强度验算包括正截面强度验算和斜截面强度验算，现仅对正截面强度进行验算。6.1强度验算原理6.1.1基本理论预用力混凝土受弯构件验算原则基本上与普通钢筋混凝土构件相同：当预用力钢筋的含筋量配置适当时，受拉区混凝土开裂退出工作，预应力钢筋和非预应力钢筋分别达到各自的抗拉设计强度Ry和Rg；受压区混凝土应力达到抗压设计强度Ra，非预应力钢筋达到其抗压设计强度，并假定受压区的混凝土应力按矩形分布。但受压区布有预应力钢筋时，其应力却达不到抗压设计强度，这就是与普通钢筋混凝土构件的唯一区别。根据《桥规》（JTGD62—2004），可按下式计算：………………………………………………………………………………………（6.1）6.1.2计算公式（1）矩形截面:矩形截面（包括翼缘位于受拉的T形截面）受弯构件，若偏安全地略去非应力钢筋地影响，则其正截面强度可按下式计算……………………（6.2）且中性轴位置按下列公式确定：…………………………………………………（6.3）混凝土受压区高度应符合下列条件：-84- 湖南科技大学潇湘学院本科生毕业设计（论文）………………………………………………………………（6.4）验算结果应满足：………………………………………………………………（6.5）（2）工形截面:翼缘位于受压区的工形受弯构件应按Ⅰ、Ⅱ类工形截面考虑。T形及箱形截面均可作为工形截面的特例。第I类工形截面当符合下列条件时：…………………………………………………（6.6）则按宽度为的矩形截面计算。第II类工形截面当式（6.5）不成立时，计算中应考虑截面腹板受压混凝土的工作，其正截面强度按下式计算：Mp=[Rabx(h0-)+(h0-)]+(h0-)……（6.7）且中性轴位置按下式确定RyAy=Rabx++…………………………………（6.8）混凝土受压区高度应符合式（7.3）的要求。验算结果应满足（7-1-4）式。当式（6.4）不满足时：当为正值时：…………………………………………………（6.9）当为负值时：………………………………………（6.10）以上公式为简化计算并偏安全考虑，均未计，则在公式中计入相应的影响项即可。6.2正截面强度验算结果通过专门的计算软件，现将边梁的截面强度与计算结果见表6.1，且验算全部通过。表6.1正截面强度验算截面号类型性质Mj(kN.m)R(kN)是否满足1最大弯矩上拉受弯-1.40E+031.66E+04是最小弯矩上拉受弯-1.68E+031.66E+04是2最大弯矩上拉受弯-9181.93E+04是最小弯矩上拉受弯-1.47E+031.79E+04是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）3最大弯矩上拉受弯-5102.14E+04是最小弯矩上拉受弯-1.32E+031.83E+04是4最大弯矩上拉受弯-1072.40E+04是最小弯矩上拉受弯-1.17E+031.87E+04是5最大弯矩下拉受弯2.63E+022.35E+04是最小弯矩上拉受弯-1.03E+031.92E+04是6最大弯矩下拉受弯1.51E+031.59E+04是最小弯矩上拉偏压-6.18E+022.04E+04是7最大弯矩下拉受弯2.33E+031.39E+04是最小弯矩上拉偏压-4.92E+021.98E+04是8最大弯矩下拉受弯2.83E+031.40E+04是最小弯矩上拉偏压-5411.90E+04是续表6.19最大弯矩下拉受弯2.98E+031.35E+04是最小弯矩上拉受弯-6941.79E+04是10最大弯矩下拉受弯2.79E+031.35E+04是最小弯矩上拉受弯-1.03E+031.61E+04是11最大弯矩下拉受弯2.46E+031.29E+04是最小弯矩上拉受弯-1.56E+031.47E+04是12最大弯矩下拉受弯1.76E+031.36E+04是最小弯矩上拉受弯-2.33E+031.22E+04是13最大弯矩下拉受弯1.55E+031.69E+04是最小弯矩上拉受弯-2.33E+031.56E+04是14最大弯矩下拉受弯3952.10E+04是最小弯矩上拉受弯-3.36E+031.20E+04是15最大弯矩上拉受弯-2.00E+022.22E+04是最小弯矩上拉受弯-4.14E+031.21E+04是16最大弯矩上拉受弯-2752.36E+04是最小弯矩上拉受弯-4.37E+031.22E+04是17最大弯矩上拉受弯-3762.43E+04是最小弯矩上拉受弯-4.65E+031.19E+04是18最大弯矩下拉受弯1.03E+031.95E+04是最小弯矩上拉受弯-3.22E+031.07E+04是19最大弯矩下拉偏压6572.18E+04是最小弯矩上拉受弯-3.95E+039.29E+03是20最大弯矩下拉受弯8.70E+012.81E+04是最小弯矩上拉受弯-4.47E+031.17E+04是21最大弯矩下拉受弯1692.62E+04是最小弯矩上拉受弯-4.21E+031.17E+04是22最大弯矩下拉受弯2262.45E+04是最小弯矩上拉受弯-3.98E+031.16E+04是23最大弯矩下拉受弯4232.22E+04是最小弯矩上拉受弯-3.80E+031.15E+04是24最大弯矩下拉受弯8171.90E+04是最小弯矩上拉受弯-3.37E+031.12E+04是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）25最大弯矩下拉受弯1.81E+031.53E+04是最小弯矩上拉受弯-2.61E+031.26E+04是26最大弯矩下拉受弯1.69E+031.28E+04是最小弯矩上拉受弯-2.97E+038.79E+03是27最大弯矩下拉受弯2.19E+031.23E+04是最小弯矩上拉受弯-2.47E+031.07E+04是28最大弯矩下拉受弯2.29E+031.12E+04是最小弯矩上拉受弯-2.21E+031.20E+04是29最大弯矩下拉受弯2.25E+031.28E+04是最小弯矩上拉受弯-2.26E+031.19E+04是30最大弯矩下拉受弯1.86E+031.39E+04是最小弯矩上拉受弯-2.56E+031.09E+04是续表6.131最大弯矩下拉受弯1.94E+031.58E+04是最小弯矩上拉受弯-2.09E+031.68E+04是32最大弯矩下拉受弯1.12E+032.00E+04是最小弯矩上拉受弯-2.66E+031.45E+04是33最大弯矩下拉受弯9412.30E+04是最小弯矩上拉受弯-2.93E+031.55E+04是34最大弯矩下拉受弯7002.43E+04是最小弯矩上拉受弯-3.26E+031.44E+04是35最大弯矩下拉受弯4.73E+022.56E+04是最小弯矩上拉受弯-3.61E+031.29E+04是36最大弯矩下拉受弯1.21E+031.71E+04是最小弯矩上拉受弯-2.87E+031.11E+04是37最大弯矩下拉受弯8791.88E+04是最小弯矩上拉受弯-3.43E+039.29E+03是38最大弯矩下拉受弯3092.66E+04是最小弯矩上拉受弯-3.97E+031.20E+04是39最大弯矩下拉受弯4922.55E+04是最小弯矩上拉受弯-3.61E+031.29E+04是40最大弯矩下拉受弯7.32E+022.41E+04是最小弯矩上拉受弯-3.26E+031.43E+04是41最大弯矩下拉受弯9642.29E+04是最小弯矩上拉受弯-2.92E+031.56E+04是42最大弯矩下拉受弯1.09E+032.00E+04是最小弯矩上拉受弯-2.61E+031.46E+04是43最大弯矩下拉受弯1.88E+031.60E+04是最小弯矩上拉受弯-2.01E+031.71E+04是44最大弯矩下拉受弯1.78E+031.31E+04是最小弯矩上拉受弯-2.42E+031.14E+04是45最大弯矩下拉受弯2.14E+031.25E+04是最小弯矩上拉受弯-2.11E+031.19E+04是46最大弯矩下拉受弯2.12E+031.26E+04是最小弯矩上拉受弯-2.12E+039.08E+03是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）47最大弯矩下拉受弯2.04E+031.26E+04是最小弯矩上拉受弯-2.32E+031.13E+04是48最大弯矩下拉受弯1.58E+031.32E+04是最小弯矩上拉受弯-2.78E+039.42E+03是49最大弯矩下拉受弯1.52E+031.60E+04是最小弯矩上拉受弯-2.56E+031.25E+04是50最大弯矩下拉受弯5.81E+021.98E+04是最小弯矩上拉受弯-3.31E+031.11E+04是51最大弯矩下拉受弯2192.26E+04是最小弯矩上拉受弯-3.83E+031.08E+04是52最大弯矩下拉受弯1092.46E+04是最小弯矩上拉受弯-4.02E+031.13E+04是续表6.153最大弯矩上拉受弯-33.32.53E+04是最小弯矩上拉受弯-4.26E+031.08E+04是54最大弯矩下拉受弯7582.08E+04是最小弯矩上拉受弯-3.44E+039.84E+03是55最大弯矩下拉受弯4.10E+022.29E+04是最小弯矩上拉受弯-4.01E+036.54E+03是56最大弯矩上拉受弯-1382.59E+04是最小弯矩上拉受弯-4.51E+031.49E+04是57最大弯矩上拉受弯-22.22.54E+04是最小弯矩上拉受弯-4.24E+031.08E+04是58最大弯矩下拉受弯1222.45E+04是最小弯矩上拉受弯-4.00E+031.13E+04是59最大弯矩下拉受弯2322.25E+04是最小弯矩上拉受弯-3.81E+031.09E+04是60最大弯矩下拉受弯5.99E+021.97E+04是最小弯矩上拉受弯-3.27E+031.11E+04是61最大弯矩下拉受弯1.55E+031.58E+04是最小弯矩上拉受弯-2.51E+031.26E+04是62最大弯矩下拉受弯1.61E+031.30E+04是最小弯矩上拉受弯-2.73E+039.54E+03是63最大弯矩下拉受弯2.10E+031.25E+04是最小弯矩上拉受弯-2.23E+031.15E+04是64最大弯矩下拉受弯2.17E+031.24E+04是最小弯矩上拉受弯-2.03E+031.21E+04是65最大弯矩下拉受弯2.15E+031.30E+04是最小弯矩上拉受弯-2.05E+031.27E+04是66最大弯矩下拉受弯1.80E+031.40E+04是最小弯矩上拉受弯-2.37E+031.16E+04是67最大弯矩下拉受弯1.90E+031.59E+04是最小弯矩上拉受弯-1.96E+031.73E+04是68最大弯矩下拉受弯1.12E+032.00E+04是最小弯矩上拉受弯-2.55E+031.48E+04是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）69最大弯矩下拉受弯9882.28E+04是最小弯矩上拉受弯-2.85E+031.57E+04是70最大弯矩下拉受弯7.60E+022.40E+04是最小弯矩上拉受弯-3.19E+031.45E+04是71最大弯矩下拉受弯5212.53E+04是最小弯矩上拉受弯-3.54E+031.29E+04是72最大弯矩下拉受弯1.26E+031.65E+04是最小弯矩上拉受弯-2.80E+039.84E+03是73最大弯矩下拉受弯9291.84E+04是最小弯矩上拉受弯-3.34E+039.29E+03是74最大弯矩下拉受弯3422.64E+04是最小弯矩上拉受弯-3.88E+031.23E+04是续表6.175最大弯矩下拉受弯5.09E+022.54E+04是最小弯矩上拉受弯-3.54E+031.29E+04是76最大弯矩下拉受弯7342.41E+04是最小弯矩上拉受弯-3.19E+031.46E+04是77最大弯矩下拉受弯9752.29E+04是最小弯矩上拉受弯-2.87E+031.57E+04是78最大弯矩下拉受弯1.16E+032.00E+04是最小弯矩上拉受弯-2.60E+031.46E+04是79最大弯矩下拉受弯1.99E+031.57E+04是最小弯矩上拉受弯-2.03E+031.70E+04是80最大弯矩下拉受弯1.90E+031.38E+04是最小弯矩上拉受弯-2.50E+031.10E+04是81最大弯矩下拉受弯2.30E+031.13E+04是最小弯矩上拉受弯-2.20E+031.21E+04是82最大弯矩下拉受弯2.30E+031.12E+04是最小弯矩上拉受弯-2.20E+031.20E+04是83最大弯矩下拉受弯2.16E+031.23E+04是最小弯矩上拉受弯-2.47E+031.07E+04是84最大弯矩下拉受弯1.67E+031.29E+04是最小弯矩上拉受弯-2.97E+038.81E+03是85最大弯矩下拉受弯1.79E+031.54E+04是最小弯矩上拉受弯-2.63E+031.26E+04是86最大弯矩下拉受弯7901.91E+04是最小弯矩上拉受弯-3.36E+031.13E+04是87最大弯矩下拉受弯3962.23E+04是最小弯矩上拉受弯-3.82E+031.15E+04是88最大弯矩下拉受弯2042.46E+04是最小弯矩上拉受弯-4.00E+031.16E+04是89最大弯矩下拉受弯1462.63E+04是最小弯矩上拉受弯-4.23E+031.17E+04是90最大弯矩下拉受弯9.69E+022.01E+04是最小弯矩上拉受弯-3.41E+039.84E+03是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）91最大弯矩下拉受弯6.29E+022.20E+04是最小弯矩上拉受弯-3.98E+039.29E+03是92最大弯矩上拉受弯-5212.48E+04是最小弯矩上拉受弯-5.09E+031.21E+04是93最大弯矩上拉受弯-3932.43E+04是最小弯矩上拉受弯-4.68E+031.19E+04是94最大弯矩上拉受弯-2962.35E+04是最小弯矩上拉受弯-4.41E+031.22E+04是95最大弯矩上拉受弯-2.27E+022.21E+04是最小弯矩上拉受弯-4.18E+031.21E+04是96最大弯矩下拉受弯3692.12E+04是最小弯矩上拉受弯-3.41E+031.19E+04是续表6.197最大弯矩下拉受弯1.52E+031.71E+04是最小弯矩上拉受弯-2.39E+031.55E+04是98最大弯矩下拉受弯1.71E+031.38E+04是最小弯矩上拉受弯-2.43E+031.20E+04是99最大弯矩下拉受弯2.38E+031.26E+04是最小弯矩上拉受弯-1.70E+031.38E+04是100最大弯矩下拉受弯2.76E+031.36E+04是最小弯矩上拉受弯-1.08E+031.60E+04是101最大弯矩下拉受弯2.93E+031.36E+04是最小弯矩上拉受弯-7.32E+021.77E+04是102最大弯矩下拉受弯2.71E+031.32E+04是最小弯矩上拉受弯-6.38E+021.81E+04是103最大弯矩下拉受弯2.22E+031.38E+04是最小弯矩上拉受弯-5931.87E+04是104最大弯矩下拉受弯1.43E+031.67E+04是最小弯矩上拉受弯-7231.93E+04是105最大弯矩下拉受弯2.25E+022.39E+04是最小弯矩上拉受弯-1.07E+031.91E+04是106最大弯矩上拉受弯-1282.38E+04是最小弯矩上拉受弯-1.18E+031.87E+04是107最大弯矩上拉受弯-5272.13E+04是最小弯矩上拉受弯-1.34E+031.83E+04是108最大弯矩上拉受弯-9411.93E+04是最小弯矩上拉受弯-1.49E+031.79E+04是109最大弯矩上拉受弯-1.43E+031.70E+04是最小弯矩上拉受弯-1.72E+031.70E+04是-84- 湖南科技大学潇湘学院本科生毕业设计（论文）第七章应力、变形验算7.1应力验算7.1.1预加应力阶段正应力验算：计算原理：………………………………………………（7.1）………………………………………………（7.2）式中：、——分别为截面上下缘混凝土应力；Ny——预应力钢筋的预加应力（扣除相应阶段的预应力损失）的合力。根据《公路桥规》（JTGD62—2004）第7.1.6-2条的规定，则有：混凝土压应力σha≤0.75混凝土拉应力σhl≤1.15（1）边梁预加应力各阶段计算结果见表7.1-7.5：表7.1第一施工阶段应力（单位：MPa）截面号上缘最大上缘最小下缘最大下缘最小截面号上缘最大上缘最小下缘最大下缘最小10.810.8110.710.7571.571.577.657.6520.9580.95810.510.5581.641.648.388.3831.081.089.739.73591.691.699.369.3641.121.129.779.77601.791.799.649.64-84- 湖南科技大学潇湘学院本科生毕业设计（论文）51.231.239.939.93611.51.59.879.8761.351.3510.410.4621.431.439.819.8171.141.141111631.591.599.499.4981.091.0911.511.5641.741.748.218.2191.181.1811.911.9651.61.69.039.03101.211.2112.412.4661.461.468.848.84111.081.0812.712.7671.531.538.428.42120.8720.87213.213.2681.791.797.767.76130.8320.83213.513.5691.631.637.147.14140.9970.99713.613.6701.61.67.157.15150.7430.74313.613.6711.561.567.157.15160.6990.69912.312.3741.481.487.097.09170.650.6511.311.3751.531.537.127.12201.491.497.077.07761.581.587.137.13211.571.577.657.65771.631.637.137.13221.641.648.388.38781.791.797.717.71231.691.699.369.36791.541.548.368.36241.791.799.649.64801.471.478.778.77251.51.59.879.87811.621.628.938.93261.431.439.819.81821.681.689.339.33271.61.69.469.46831.581.589.539.53续表7.1281.671.679.349.34841.421.429.879.87291.61.69.039.03851.51.59.949.94301.461.468.848.84861.791.799.79.7311.531.538.428.42871.691.699.389.38321.791.797.767.76881.651.658.438.43331.631.637.147.14891.61.67.717.71341.61.67.157.15920.5970.59710.510.5351.561.567.157.15930.6680.66811.311.3381.481.487.097.09940.7290.72912.312.3391.531.537.127.12950.7760.77613.613.6401.581.587.137.13961113.613.6411.631.637.137.13970.8250.82513.613.6421.791.797.77.7980.8480.84813.313.3431.541.548.368.36991.191.1911.211.2441.471.478.778.771001.211.2112.412.4451.681.687.887.881011.181.1811.911.9461.741.748.088.081021.151.1510.510.5471.581.589.569.561031.251.259.239.23481.421.429.879.871041.471.478.78.7491.51.59.949.941051.251.251010501.791.799.79.71061.141.149.839.83511.691.699.389.381071.121.129.799.79521.651.658.438.431081.111.119.729.72531.591.597.717.711090.980.989.879.87561.491.497.077.07-----表7.2第二施工阶段应力（单位：MPa）截面号上缘最大上缘最小下缘最大下缘最小截面号上缘最大上缘最小下缘最大下缘最小10.80.810.510.5571.541.547.487.4821.041.049.419.41581.571.578.228.2231.031.039.549.54591.591.599.219.21-84- 湖南科技大学潇湘学院本科生毕业设计（论文）41.041.049.629.62601.541.549.699.6951.111.119.819.81611.11.110.110.161.11.110.410.4620.8890.88910.310.370.760.7611.211.2630.8840.88410.210.280.5620.5611.911.9640.9340.9348.818.8190.5080.50512.412.4650.5670.56710.110.1100.3760.37313.113.1660.2590.25910.110.1110.0910.08713.713.6673.943.949.079.0712-0.286-0.29114.414.3684.184.188.398.39134.01414.114.1697.327.327.117.11144.234.2214.114.1707.237.237.167.16158.028.0113.613.6717.147.147.197.19167.87.7912.212.1725.031.85-0.242-3.43177.597.581111735.482.21-0.686-3.93186.243.07-0.629-3.82747.163.965.892.72196.473.01-0.767-3.78757.2245.942.75207.874.296.133.44767.274.045.982.78218.094.446.823.8777.324.086.032.82228.294.597.684.24783.910.6377.614.37238.484.738.874.88793.470.1528.475.19244.290.621106.1580-0.457-3.219.816.48续表7.2253.850.23310.36.5981-0.352-3.04106.6426-0.738-3.2811.17.4882-0.344-3.2910.57.0127-0.517-3.0110.77.1483-0.486-3.0710.77.228-0.389-3.3410.57.0484-0.699-3.2311.17.5129-0.41-3.2110.16.74853.880.27810.46.6130-0.504-3.059.876.54864.360.7099.916.05313.429.95E-028.535.23878.534.88.834.83323.890.6177.594.34888.344.667.714.26337.294.056.012.79898.164.546.863.82347.254.0262.79906.983.36-0.32-3.08357.2245.972.77917.053.35-0.296-3.11366.333.19-0.117-3.24927.473.85107.3376.272.90.066-3.07937.714.03117.9387.333.937.394.45947.934.212.18.65397.444.047.394.41958.154.3713.89.71407.544.147.374.37964.240.53414.310.4417.644.237.364.349740.34914.310.5424.441.058.695.5898-0.352-3.0414.611434.210.8259.316.08990.238-3.1811.98.44440.503-2.8610.47.061000.333-3.1513.29.73450.932-2.329.055.71010.459-2.9812.69.15461.15-2.099.065.61020.627-2.6710.87.5471.09-2.2610.66.871030.889-2.289.36.14481.1-2.2510.76.811041.24-1.898.655.54491.32-2.0510.66.51051.1-2.149.986.77501.77-1.610.25.881061.03-2.29.756.54511.82-1.569.695.131071.04-2.179.676.48521.82-1.528.664.681081.06-2.149.566.38531.8-1.487.874.331090.968-2.229.676.48561.491.496.886.88-----表7.3第三施工应力（单位：MPa）截面号上缘最小下缘最小截面号上缘最小-84- 湖南科技大学潇湘学院本科生毕业设计（论文）上缘最大下缘最大上缘最大下缘最大下缘最小10.7970.79710.510.5567.33.718.45.6721.041.049.359.35577.543.889.196.1331.041.049.479.47587.754.0410.26.7141.051.059.559.55597.954.1911.67.5351.131.139.749.74604.410.72512.38.4461.131.1310.310.3614.10.46812.48.670.8010.80111.111.1620.251-3.3112.89.1780.6140.61211.711.7630.553-2.9612.38.6990.570.56712.312.3640.912-2.4510.36.94100.4460.4431313650.838-2.5811.37.92110.170.16613.513.5660.827-2.5510.97.5812-0.199-0.20314.214.1674.781.499.466.2134.084.0713.913.9685.322.078.385.17144.314.313.813.8698.715.546.73.57158.078.0713.413.4708.685.526.663.53167.857.841212718.655.516.63.48177.647.6310.810.8725.852.7-1.69-4.8186.163.04-0.874-4.01735.812.59-1.5-4.68196.352.97-0.991-3.94747.013.865.712.6续表7.3207.734.235.923.28757.073.95.762.63217.954.386.583.62767.123.945.82.65228.144.537.414.05777.183.995.842.69238.334.688.574.67783.810.547.424.19244.20.5479.735.89793.370.068.285253.760.1610.16.3480-0.515-3.319.626.2526-0.784-3.3810.97.281-0.407-3.059.826.3927-0.565-2.1110.56.8782-0.395-3.8810.36.7528-0.439-3.9410.36.7883-0.535-3.0710.56.9329-0.463-1.919.926.4984-0.744-2.3310.97.2230-0.559-2.969.686.31853.80.20710.16.36313.320.00798.335.04864.270.6389.625.78323.790.527.44.16878.394.758.524.61337.153.965.832.66888.24.67.444.07347.113.935.812.66898.034.486.613.64357.073.915.792.64906.823.3-0.536-3.22365.532.45-0.893-3.95916.913.31-0.543-3.28375.882.66-1.35-4.53927.353.839.737.06387.384.235.412.29937.594.0110.67.65397.424.255.482.35947.814.1711.88.38407.454.285.552.4958.024.3513.39.41417.494.35.622.47964.160.49313.910.1424.050.7847.34.08973.920.30313.910.2433.530.2238.274.9998-0.395-3.0114.310.644-0.435-3.229.716.35990.197-3.2511.68.1145-0.258-3.298.685.361000.276-3.24139.4346-0.319-3.3895.631010.395-3.0712.38.8747-0.732-3.26117.461020.563-2.7710.57.2348-1.03-3.2111.57.861030.819-2.389.075.89492.83-0.826117.211041.16-1.998.445.3503.16-0.53910.86.921050.997-2.279.816.57516.682.919.985.921060.921-2.339.586.34526.522.798.855.351070.931-2.319.516.28536.352.677.994.921080.951-2.279.46.19545.842.241.54-1.191090.857-2.369.516.29-84- 湖南科技大学潇湘学院本科生毕业设计（论文）555.942.271.57-1.21-----表7.4第四施工阶段应力（单位：MPa）截面号上缘最大上缘最小下缘最大下缘最小截面号上缘最大上缘最小下缘最大下缘最小10.7960.79610.410.4566.516.517.827.8221.061.069.319.31576.766.768.528.5231.081.089.419.41586.976.979.419.4141.11.19.469.46597.167.1610.610.651.21.29.629.62603.723.7211.411.461.261.2610.210.2613.463.4611.411.470.9740.97410.810.862-0.342-0.34211.911.980.8120.81211.411.463-0.037-0.03711.311.390.7760.7761212640.3330.3339.479.47100.6440.64412.712.7650.2040.20410.510.5110.3420.34213.213.2660.1450.14510.210.212-0.069-0.06913.913.9674.044.048.888.88续表7.4134.144.1413.713.7684.494.497.937.93144.294.2913.813.8697.797.796.426.42157.957.9513.613.6707.737.736.416.41167.717.7112.112.1717.687.686.396.39177.477.471111726.126.12-0.594-0.594186.626.62-0.025-0.025735.865.86-0.084-0.084196.356.350.5270.527747.647.646.286.28208.118.116.856.85757.717.716.316.31218.378.377.557.55767.787.786.336.33228.68.68.438.43777.857.856.366.36238.828.829.679.67784.564.567.887.88244.814.8110.610.6794.174.178.78.7254.464.4610.810.8800.3280.3281010260011.511.5810.4410.44110.210.2270.2640.2641111820.4430.44310.710.7280.4170.41710.810.8830.2760.2761111290.4020.40210.410.4840.0210.02111.511.5300.30.310.110.1854.474.4710.810.8314.144.148.778.77864.864.8610.510.5324.564.567.877.87878.858.859.69.6337.847.846.366.36888.638.638.448.44347.787.786.376.37898.428.427.577.57357.737.736.366.36906.716.71-0.07-0.07366.066.06-0.419-0.419916.396.390.4870.487375.865.86-0.058-0.058927.297.2910.110.1387.67.66.326.32937.567.561111397.667.666.366.36947.87.812.112.1407.727.726.46.4958.048.0413.613.6417.787.786.446.44964.294.2914.114.1424.464.468.018.01974.144.1413.913.9434.024.028.888.8898-0.103-0.10314.314.3440.140.1410.310.3990.530.5311.511.5450.3560.3569.139.131000.6360.63612.812.8460.3220.3229.429.421010.7630.76312.212.2-84- 湖南科技大学潇湘学院本科生毕业设计（论文）47-0.064-0.06411.511.51020.920.9210.410.448-0.363-0.36312121031.151.158.938.93493.423.4211.511.51041.451.458.348.34503.713.7111.411.41051.231.239.829.82517.127.1210.710.71061.131.139.619.61526.936.939.59.51071.131.139.569.56536.746.748.618.611081.131.139.479.47545.045.040.9910.9911091.011.019.619.61554.74.71.591.59-----表8.5第五施工阶段应力（单位：MPa）截面号上缘最大上缘最小下缘最大下缘最小截面号上缘最大上缘最小下缘最大下缘最小10.7950.79510.410.4575.065.0610.810.821.271.279.019.01585.495.4911.511.531.481.488.858.85595.895.8912.512.541.691.698.678.67603.323.3211.911.951.961.968.618.61613.743.7410.910.962.642.648.358.35620.4540.45410.710.7续表7.572.782.788.498.49631.051.059.839.8382.852.858.778.77641.491.498892.872.879.239.23651.311.319.059.05102.612.6110.110.1660.9770.9779.19.1111.991.991111674.394.398.368.36121.071.0712.412.4684.214.218.258.25134.554.5513.113.1696.76.77.827.82143.83.814.514.5706.436.438.118.11156.386.3815.915.9716.156.158.398.39165.895.8914.714.7724.354.351.751.75175.45.413.813.8733.843.842.642.64184.284.283.083.08745.865.868.68.6193.693.694.144.14756.156.158.338.33205.725.721010766.446.448.068.06216.196.1910.510.5776.726.727.817.81226.646.6411.211.2784.194.198.38.3237.067.0612.312.3794.44.48.338.33243.963.9611.811.8800.990.999.119.11254.344.3410.910.9811.331.339.019.01260.4430.44310.810.8821.381.389.429.42271.051.059.889.88831.061.069.919.91281.351.359.479.47840.4660.46610.810.8291.291.299.149.14854.364.3610.910.9300.9590.9599.199.19864.024.0211.611.6314.364.368.418.41877.097.0912.212.2324.194.198.298.29886.686.6811.211.2336.76.77.817.81896.256.2510.510.5346.446.448.18.1904.324.323.123.12356.176.178.388.38913.733.734.14.1364.344.341.731.73924.954.9513.113.1373.833.832.672.67935.485.4813.713.7385.825.828.638.63945.985.9814.614.6396.126.128.368.36956.466.4615.915.9406.416.418.098.09963.83.814.714.7-84- 湖南科技大学潇湘学院本科生毕业设计（论文）416.696.697.847.84974.554.5513.313.3424.174.178.328.32981.041.0412.612.6434.384.388.358.35992.132.139.429.42440.9730.9739.119.111002.612.6110.110.1451.431.437.757.751012.872.879.379.37461.481.487.957.951022.912.917.917.91471.031.039.989.981032.872.876.916.91480.4360.43610.910.91042.772.776.786.78493.713.7111111051.991.998.788.78503.323.3211.911.91061.721.728.88.8515.845.8412.512.51071.531.538.998.99525.445.4411.611.61081.331.339.159.15535.045.0410.910.91091.021.029.559.55543.133.133.533.53-----552.532.534.524.52-----564.64.610.310.3-----（2）应力验算：主梁采用C50号混凝土，施工阶段混凝土达到100%设计强度后方可张拉预应力束，且主梁预拉区均配置非预应力钢筋。根据根据《公路桥规》（JTGD62—2004）第7.1.6-2条的规定，=35.0MPa=3.00MPa则有：混凝土压应力σha≤0.75=0.75混凝土拉应力σhl≤1.15=1.15从表7.1至表7.5可知，边梁施工阶段混凝土法向压应力最大值为：混凝土法向拉应力最值为=3.38MPa<[σhl]，所以应力验算通过。7.1.2正常使用阶段的正应力验算桥涵结构设计的持久状况系指桥涵建成后承受自重、车辆荷载持续时间很长的状况。按照以往公路桥梁的设计习惯，该状况的预应力混凝土结构除应进行承载能力极限状态和正常使用极限状态设计外，还应进行构件应力验算。其内容包括使用阶段正截面混凝土的法向压应力和斜截面混凝土主压应力验算，并不得超过《桥规》（JTGD62）规定的相应限值。全预应力混凝土构件在使用阶段，构件处于全截面参加工作的弹性工作状态，截面应力可按材料力学公式计算。对后张法构件混凝土受压边缘的法向应力按下列公式计算：………………………(7.11)………………………………………(7.12)-84- 湖南科技大学潇湘学院本科生毕业设计（论文）…………………………(7.13)式中:——受拉区、受压区预应力钢筋的有效预应力；——受拉区、受压区预应力钢筋的截面面积；——受拉区、受压区普通钢筋的截面面积；——受拉区、受压区预应力钢筋合力点至换算截面重心轴的距离；——受拉区、受压区普通钢筋重心至净截面重心轴的距离；——受拉区、受压区预应力钢筋在各自合力点处由混凝土收缩和徐变引起的预应力损失值；——预应力钢筋与普通钢筋的合力；——净截面面积；——一期恒载、二期恒载；——包括冲击系数影响的汽车荷载弯矩标准值、人群荷载弯矩标准值。斜截面应力验算是选取若干最不利截面，计算在荷载效应标准值作用下截面的主压应力，并控制其满足《桥规》（JTGD62）规定的限制条件。由预加力和荷载效应标准值产生的混凝土主压应力和主拉应力可按下列公式计算：………………………………………(7.14)………………(7.15)………………(7.16)………………………………………………………………(7.17)…………………………………………………………(7.18)式中：——在预加力和荷载效应标准值作用下，计算主应力点的混凝土法向压应力；-84- 湖南科技大学潇湘学院本科生毕业设计（论文）——由竖向预应力钢筋的预加力产生的混凝土竖向压应力；——由预应力弯起钢筋的预加力竖直分力和荷载效应标准值产生的计算主应力点处的混凝土剪应力。经计算得各控制截面的上下缘最大、最小法向应力及最大、最小主拉压应力结果见下表7.6:表7.6控制截面应力(单位：Mpa)截面号上缘最大正应力上缘最小正应力下缘最大正应力下缘最小正应力最大主压应力最小主拉应力最大剪力最小剪力10.8520.82310.59.5610.5-0.2620.968021.791.39.116.829.11-0.220.895032.21.498.996.448.99-0.130.7020续表7.642.61.678.835.998.83-0.1250.705053.061.928.815.688.81-0.1110.686064.382.58.674.568.67-0.04440.448075.032.548.943.958.94-0.0190.293-0.064385.442.539.343.739.34-0.01950.3-0.02995.642.499.893.879.89-0.006960.182-0.138105.522.2110.64.2110.6-0.03050-0.406114.981.5111.74.9211.7-0.08340-0.653124.030.53113.26.0813.2-0.1360-0.796136.83.97147.214-0.02690-0.437145.773.1215.68.3915.6-0.1480-0.999157.465.4817.310.417.3-0.2140-1.34166.924.9416.19.8316.1-0.180-1.19176.434.4115.39.4215.3-0.1550-1.08185.223.154.60.5775.22-0.6570-1.62194.742.45.921.385.92-0.5691.530206.584.4911.66.3711.6-0.1180.89402175.0212.16.612.1-0.1250.9410227.435.5212.86.9412.8-0.1371.010237.975.9813.97.4913.9-0.1531.10245.783.12136.5113-0.09220.7520256.533.6411.95.411.9-0.006870.204-0.175263.23-0.19611.75.1311.7-0.1960.5920273.820.48210.64.3710.6-0.0540.460283.960.85410.14.3210.1-0.009790.199-0.138293.750.7629.94.49.9-0.03070-0.356303.180.39104.7410-0.05690-0.465315.813.779.264.749.26-0.008960.234-0.198325.143.59.275.179.27-0.06610-0.591337.075.69.075.549.07-0.110-0.843346.785.239.425.899.42-0.1160-0.864-84- 湖南科技大学潇湘学院本科生毕业设计（论文）356.54.869.796.249.79-0.120-0.881364.663.133.10.1564.66-0.6690-1.45374.192.394.291.54.29-0.6311.50386.144.3810.16.4610.1-0.1350.9190396.434.769.746.169.74-0.1230.8880406.755.159.375.89.37-0.1180.870417.065.529.045.549.04-0.1120.8470425.063.489.215.299.21-0.06630.5940435.83.89.084.649.08-0.007710.194-0.216443.170.449.774.589.77-0.0580.4660454.060.9588.292.098.29-0.03850.3480464.221.058.422.058.42-0.01250.107-0.219473.660.52210.74.7510.7-0.05290-0.457483.09-0.12411.75.3411.7-0.1240-0.585495.763.11125.7612-0.01170.137-0.262505.092.62136.6413-0.10-0.753续表7.6516.854.92147.814-0.1710-1.11526.384.49137.3913-0.150-1.01535.944.0312.47.1312.4-0.1350-0.935544.072.054.991.064.99-0.6170-1.48553.571.376.111.826.11-0.651.530565.53.511.86.7911.8-0.1350.9060575.954.0212.26.9712.2-0.1410.9550586.424.512.97.212.9-0.1551.030596.884.9413.97.7513.9-0.1761.120605.062.6212.96.7812.9-0.1070.7780615.823.1611.75.6211.7-0.01260.271-0.122623.16-0.080111.45.1211.4-0.09630.590633.760.57510.44.4410.4-0.05410.460644.281.068.482.078.48-0.01080.205-0.122653.780.7969.784.279.78-0.02840-0.342663.240.429.894.69.89-0.0540-0.453675.913.89.214.639.21-0.008090.222-0.185685.263.529.235.039.23-0.06410-0.582697.085.79.095.49.09-0.110-0.841706.795.339.465.749.46-0.1150-0.86716.484.959.836.099.83-0.1180-0.876724.683.093.250.5024.68-0.6320-1.45734.182.544.271.294.27-0.6371.50746.154.5610.16.2710.1-0.1320.9120756.424.939.715.999.71-0.1210.8790766.735.319.355.669.35-0.1170.8640777.035.699.025.389.02-0.1110.8410785.193.499.215.149.21-0.06520.5880795.923.819.084.59.08-0.008180.187-0.223803.270.4329.794.499.79-0.0550.4560-84- 湖南科技大学潇湘学院本科生毕业设计（论文）813.850.829.644.059.64-0.02940.3450823.990.875104.2410-0.0120.109-0.221833.760.46410.84.5810.8-0.05260-0.455843.17-0.20111.85.2811.8-0.2010-0.583856.463.65125.5512-0.007450.191-0.213865.793.212.96.3512.9-0.09370-0.756877.96.0513.97.6513.9-0.1560-1.11887.345.5912.97.2912.9-0.1370-1.02896.945.1112.26.9312.2-0.1230-0.943905.093.114.770.8035.09-0.5660-1.48914.632.435.891.555.89-0.6571.670925.833.7914.69.1114.6-0.1491.020936.344.4315.29.3815.2-0.1571.080946.844.98169.7716-0.1811.190957.355.5117.310.617.3-0.2151.340965.573.0915.78.9115.7-0.1480.9940976.683.9614.17.414.1-0.02670.4330续表7.6983.890.5113.36.513.3-0.1350.7980995.271.689.952.499.95-0.08820.64801005.442.2110.64.3910.6-0.02520.36701015.62.519.843.899.84-0.006860.134-0.1811025.652.638.262.058.26-0.02180.0337-0.291035.392.667.151.157.15-0.0270.0695-0.281044.852.636.941.596.94-0.05920-0.4341053.041.928.875.798.87-0.1110-0.6881062.591.678.876.028.87-0.1260-0.7091072.21.59.046.479.04-0.130-0.7041081.81.329.186.919.18-0.150-0.7381091.281.029.557.569.55-0.2630.9550《桥规》（JTGD62）规定混凝土的主压应力应符合下式规定：………………………………………(7.19)…………………………………………(7.20)经核对控制截面应力符合规范要求。7.2变形验算及预拱度设置7.2.1计算原理预应力混凝土连续梁桥的变形由两部分组成：一部分是预加力作用所产生的变形，即反拱度；另一部分是荷载作用产生的变形即挠度。一般情况下，这两部分变形方向相反，可以利用预加力形成的反拱度来抵消由荷载所产生的挠度。然而，有时会因对预应力产生的反拱度预估不足，造成过分的反拱，反而出现不利的情况。因而，设计中进行变形计算，以避免因变形过大而影响使用功能。-84- 湖南科技大学潇湘学院本科生毕业设计（论文）7.2.2挠度计算结构的挠度验算是为了保证结构具有一定的刚度，使它在长期使用过程中不致因变形过大而造成不良后果。例如，对于简支梁，跨中挠度过大将使梁端转角大，引起行车冲击，破坏伸缩缝和桥面；连续梁挠度过大，也会使桥面起伏，不利于高速行车；变形过大也使结构次内力增大。挠度计算需求出汽车荷载（不计冲击力）作用下，主梁的最大竖向挠度。与求最大内力相似，先求出各截面的挠度影响线；在挠度影响线上加载可求出各截面的最大挠度。下面以第一跨边梁跨中为例计算。荷载短期效应作用下中跨变形验算（1）由汽车荷载引起的主跨跨中挠度计算：……………………………………………………（7.21）式中：——梁的计算跨径；——挠度系数，取；——按作用（或荷载）短期效应组合计算的弯矩；——构件全截面的换算惯性矩——混凝土的弹性模量（考虑频遇值系数0.7）代入（8.21）中得到（）考虑长期效应的可变荷载引起的挠度值为式中：——短期荷载效应组合考虑长期效应的挠度增长系数满足要求。（2）考虑长期效应的一期恒载、二期恒载引起的挠度及预加力故需设置设置预拱度（3）预加力引起的上拱度采用L/4截面处的永存预加力矩作为全桥平均预加力计算值…………………………………………………（7.22）考虑长期效应的预加力引起的上拱度值为-84- 湖南科技大学潇湘学院本科生毕业设计（论文）式中：——由永存预加力（永存预应力的合力）在任意截面处所引起的弯矩值；——跨中作用单位力时在任意截面处所产生的弯矩值——构件抗弯刚度，计算时按实际受力阶段取值梁在预加力和荷载的短期效应组合共同作用下并考虑长期效应的挠度值为（4）预拱度设置：因在恒载与预加一引起主梁变形时已计入徐变影响，则故不需要设置预拱度。第八章结论与思考本次毕业设计是我大学四年所学知识的一次回顾和总结。为了准备这次设计，老师也煞费苦心的带我们去广州进行了现场的观察学习。从中我学到了很多东西，对我们的设计全过程有了个整体性的了解。本桥设计采有用简支转连续，一般先架设预制主梁，形成简支梁状态；进而再将主梁在墩顶连成整体，最终形成连续梁体系。由于简支转连续桥在施工过程中常存在体系转换，必须依据具体的施工过程来分析结构的受力。施工的第一阶段是预制架设形成简支梁，此阶段主桥承受一期恒载自重产生的内力及在简支梁上施加的预加力；第二阶段首先浇筑墩顶连续段混凝土，待混凝土达到要求的强度后张拉墩顶负弯矩束(局部短束)，最终形成连续梁。连续梁成桥状态主要承受二期恒载、活载、温度、支座沉降产生的内力以及负弯矩束的预加力、预加力的二次矩、徐变二次矩等。由上面的分析可知，简支转连续梁桥跨中正弯矩要比现浇一次落架大，而支点负弯矩要比现浇一次落架小。因此，在主梁内要配置足够数量的正弯矩柬筋，以满足连续梁状态的承载要求和简支状态下承受结构自重和施工荷载的需要。简支转连续梁桥施工程序对结构内力也有一定影响。目前施工有两种做法：一种是先将每片简支梁转换为连续梁后，再进行横向整体化；另外一种做法是先将简支梁横向整体化后，再进行结构的体系转换。前者按平面结构进行计算分析较为合理；而后者体系转换后已属空间结构，要进行较为精确分析，比较繁杂。因此，本设计采用第一种施工程序，以便同所采用的结构分析软件的基本模式相吻合，提高计算分析的可靠性。-84- 湖南科技大学潇湘学院本科生毕业设计（论文）在两个多月的设计过程中，我学习到了很多东西，同时也发现和暴露了自己的不足，总体表现为以下几点，现把它逐一列出，也便于自己在今后学习中作为借鉴之用。（1）对制图理解不够深刻也不够熟练，使用计算机辅助设计制图不够严谨，对线型把握不好，字体大小等概念较为模糊。（2）由于经验不足等原因，进行结构设计时，截面结构尺寸考虑不够周全。（3）使用计算机辅助设计效率不高，速度较慢，很多快捷键不会使用，与现场工作相差很远，不能适应当今高速的工作节奏。通过本次设计，感受还是颇有几点的，主要表现在：（1）、作为一名工程技术人员，应该时刻抱着严谨的作风对待自己的工作。（2）、对专业知识进行了一遍系统的梳理和复习，使自己能够把平时所学的相对零散的知识整合起来，形成一个体系，这对于以后走向工作岗位是非常重要的。（3）、对于利用桥梁博士，AutoCAD等计算机辅助设计软件进行绘图和电算的能力有了很大的提高。参考文献[1]中华人民共和国交通部标准.公路桥涵设计通用规范（JTGD60—2004）.北京:人民交通出版社,2004.[2]中华人民共和国交通部标准.公路钢筋混凝土及预应力混凝土桥涵设计规（JTGD62—2004）.北京:人民交通出版社,2004.[3]叶见曙主编.结构设计原理[M]．人民交通出版社，1996．[4]范立础主编.桥梁工程[M]．人民交通出版,2001.[5]刘鸿文主编.材料力学[M].高等教育出版社,1991.[6]包世华主编.结构力学[M].武汉工业大学出版社,2000．[7]中华人民共和国行业标准.城市桥梁设计荷载标准.北京:中国建筑工业出版社,2001[8]徐岳、王亚君、万振江等编.预应力混凝土连续梁桥设计[M].人民交通出版社,2000.[9]杨炳成主编.公路桥梁电算[M]．人民交通出版社,2000.[10]陈忠延等编.土木工程专业毕业设计指南·桥梁工程分册[M].中国水利水电出版社,2000.[11]黄绳武编.桥梁施工及组织管理（上册）[M].人民交通出版社,1999.[12]胡肇滋编.桥跨结构简化分析——荷载横向分布[M].人民交通出版社,1996.[13]金吉寅,冯郁芬,郭临义.公路桥涵设计手册.桥梁附属构[14]张树仁编.钢筋混凝土及预应力钢筋混凝土桥梁结构设计原理.北京:人民交通出版社，2004.-84- 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